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" .I ­.­-_-_-­=­=­=--__-=-_-_-_-_-S2-_--_____-_-__-_-_-_-.-==2::-H:=­­­=-_-_:_-I-_-.-_._-.___-=­­­-_ ---===--S5 .'..-.-..:.~.".".'.."......."-'.‘J ‘Arufhl l1“`\.."r“"\.'....`..l"I-'|.- ..-.-l.-`|".-’ ...2„__.„„.,_..H..... ...„.„.„„__..„_.v._..._.„_.„„. /. ‘Ф’. ‚та, ‚_‘‚’ г ‹ _ ‚ »/// A. `\.\. шшш ж Ё‘ ‚ \ J AM Y.: ’_ ..\ |.".|v.".|!|.\1|. nunmm I|\|ll|îíìî|î'|'ìî|î1°|îlîlïlï"üî|mïñfIî|n . J `,¿¿í~„iJR\ß\~_5~lT.~\' — ’ `j.UAER|S­PfN|N5UU\M'AMON .« Y."1 V ' . 'Ñ'|ì'|'||‘n'lî\ï|îñ|°°'"""` '"' ъшшшишщчищ"ишшшиишиз‘:изшшишш TH E G I F T О F Wlllilliimìillillìîlllìïihiïlíilhililïlilïlliillûllìlllnni .m „m „ш .п п“. .n .0 „m и. .‚ Í I. . ‚ ‚ . ._. \ "О ,à ._ 2.; . _ L. \\¢\\ . . и `.\\\.. ‹ _ п ====== ==—_=—=—_—_—_.:„.г.х„.. . .. Н. L titl...¢lOv¢.0lOl...lli-oliveto...ll...-ilona...Ihlbotûlvvvuov в’ Е‘ immimm.|m|wmmm\11| mn . „т? ~ .__._„.._„.„„._„_..„.„.„.._„.„ .. llllneznm UBRAIIV Ú п, #QS .D3 Н REPQRT OF FLOOD COMMISSION OF PITTSBURGH, PENNA. .I Copyrighted, Flood Commission, Pittsburgh, Pa. Turtle Creek PITCAIRN EAST PITTSBURG ALLEGHENY RIVER Six Mile Id. E N S в MCKEESPORT YOUGHIOGHENY RIVER OHIO R IVER ~„.', HOMESTEAD Chartiers Creek Brunot Id. CORAOPOLIS , bridges ings l Survey sheets. Build miles and at right Topography from U. С. Geologica railroad grades. locks. dams, etc.. modeled with data from other sources. Al0Dg the lower base line the inap covers a distance of 22.7 _ _ angles to this line 9.5 miles. The area covered by the map is 175 square miles. Elevation of pool~full at Point 703 feet. Average elevation of hilltßps ranges from 1000 {га to 1250 feet. Highest point. 1370 feet, is 3.7 miles north of Point. _ Lock No. 1, Allegheny is ,.6 miles above mouth and about 0.5 mile below Herr Id. l Ol... O OO.. LETTER GF TRANSMITTAL. ТО ТНЕ CHAMBER OF COMMERCE OF PITTSBURGH: I have the honor to submit herewith the report of the Flood Commission of Pitts- burgh, which was organized February 20, 1908, for the purpose of ascertaining means of relief from the Hoods which have so frequently occurred, with damaging results, to this community. This Commission was created by a resolution adopted by the Chamber of Commerce of Pittsburgh, to which organization the thanks of the people of this and other communities are due, for taking the initiative in the most complete study of this broad subject that has ever been accomplished in this country. I am glad to make mention of the constant attention and untiring zeal displayed by my colleagues, all of whom are business and professional men of ‘(116111811651 standing; of the financial and other assistance rendered by the city and county ofñcials; and of the contributions of funds made by citizens, firms and corporations, without which gen- erous aid the carrying on of this work would have been impossible. Special credit is due the members of the Engineering Committee, whose untiring attention to the work has been freely given and, with the exception of the Engineer in Charge, without remuneration. This committee has succeeded in solving a difficult problem and has provided a comprehensive report, which is presented with the belief that it not only forms a solution of the problem of flood relief for our own city, and many communities on the rivers above and below, but also shows other benefits to be obtained for the general public welfare, notably: improvements to navigation, water power, water supply and sanitary conditions. The investigations have been made with conscientious care, both in field and office; and the study, ñrst thought to be of local application only, has broadened out until the plans and recommendations of the Flood Commission, while having specific relation to conditions at and in the vicinity of Pittsburgh, are applicable in nearly every part of this country similarly suffering from floods. That such a report, with its magnitude of data from many sources and, in some cases, covering a period of many years, will be absolutely perfect in every detail, is more than can be expected; but it is submitted with confidence that the public, particularly those having scientific training, will accept the гс- port in a spirit of earnest endeavor to study for the truth these facts and recommenda- tions now made public through the Chamber of Commerce. Fair-minded criticism and comment based upon facts carefully determined and not upon previous opinions without accurate data will be of assistance in serving a great public good and aiding in this movement of national importance. Respectfully submitted, H. J. HEINZ, President, Flood Commission of Pittsburgh. April 16, 1912. FLOOD COMMISSION OF PITTSBURGH. OFFICERS. H. J. HEINZ . . . . . . . . . . . . . President. COL. ALBERT J. LOGAN . First Vice President. H. D. W. ENGLISH . Second Vice President. GEORGE H. MAXWELL Executive Director. GEORGE M. LEHMAN General Secretary. W. M. JACOBY . . . . . . . . . . . . . Executive Secretary. COMMITTEES. EXECUTIVE, RULES AND MEMBERSHIP, H. J. HEINZ, Chairman. A. J. KELLY, JR., Chairman. FINANCE, REAL ESTATE, JULIAN KENNEDY, Chairman. D. P. BLACK, Chairman. ENGINEERING, PUBLICITY, E. K. MORSE, Chairman. W. H. STEVENSON, Chairman. LEGISLATION, SEWAGE DISPOSAL, W. G. WILRINS, Chairman. MORRIS KNOWLES, Chairman. ENGINEERING COMMITTEE. E. K. MORSE, M. Am. Soc. C. E., Chairman. EMIL SWENSSON, M. Am. Soc. C. E., Chairman Sub-Committee on Flood Protection. W. G. WILKINS, M. Am. Soc. C. E., Chairman Sub­COmmittee on Flood Prevention. GEORGE S. DAVISON, M. Am. Soc. C. E. JULIAN KENNEDY, M. Am. Inst. Min. Engrs. PAUL DIDIER, M. Am. Soc. C. E. MORRIS KNOWLES, M. Am. Soc. C. E. GEORGE M. LEHMAN, M. Am. Soc. C. E., Engineer in Charge. KENNETH C. GRANT, Assoc. M. Am. Soc. C. E., Principal Assistant Engineer. MEMBERS. REPRESENTATIVES OF THE CHAMBER OF COMMERCE. C. D. ARMSTRONG H. D. W. ENGLISH E. A. KITZMILLER A. G. BIXLER HON. G. W. GUTHRIE MORRIS KNOWLES D. P. BLACK W. M. HALL GEORGE M. LEHMAN H. M. BRACKENRIDGE H. J. HEINZ COL. ALBERT J. LOGAN HENRY BUHL, JR. J. A. HENDERSON E. K. MORSE A. H. BURCHEIELD E. M. HERR F. F. NICOLA W. J. CARLIN T. CLIFTON JENKINS W. H. STEVENSON GEORGE S. DAVISON A. J. KELLY, JR. EMIL SWENSSON PAUL DIDIER JULIAN KENNEDY W. G. WILKINS W. M. KENNEDY REPRESENTATIVES OF THE CITY OF PITTSBURGH. (EK­oHicio.) HON. W. A. MAGEE, E. S. MORROW, J. G. ARMSTRONG, Mayor. Controller. Director of Public Works COUNCIL. (EK­OiiìciO.) E. V. BABCOCK W. A. HOEVELER ROBERT GARLAND J. P. KERR JOHN M. GOEHRING P. J. MCARDLE ENOCH RAUH W. G. WILKINS S. S. WOODBURN REPRESENTATIVES OF THE COUNTY OF ALLEGHENY. (Ex­Oñìcio.) J. DENNY O’NEIL, STEPHEN. J.. TOOLE, R. J. CUNNINGHAM, Commissioner. Commissloner. Controller. I. K. CAMPBELL, Commissioner. OTHER REPRESENTATIVES. A. J. BIHLER, J. C. Lindsay Hardware Co. C. W. BROWN, Pittsburgh Plate Glass Co. W. L. CLAUSE, Pittsburgh Plate Glass Co. SAMUEL G. CRAIG, OTTO F. FELIX, Equitable Meter Co. ISAAC W. FRANK, United Engineering & Foundry Co. T. J. GILLESPIE, Lockhart Iron & Steel CO. JAMES B. HAINES, James B. Haines & Sons Co. FREDERICK HEINZ, H. J. Heinz Co. HOWARD HEINZ, H. J. Heinz Co. J ULIUS HERTZ, Meyer-Jonasson & CO. GEORGE B. KNOX, Atlantic Reñning CO. P. L. LOGAN, LOgan­Gregg Hardware Co. JOSEPH W. MARSH, Standard Underground Cable Co. STEPHEN C. MASON, McConway & Torley Co. GEORGE MATHESON, JR. Spang, Chalfant & Co. HERBERT L. MAY, May Drug Co. SEBASTIAN MUELLER, H. J. Heinz Co. H. E. MYLER, Standard Sanitary Mfg. CO. HOWARD H. MCCLINTIC, McC1intic-Marshall Const. CO. S. A. PICKERING, M. H. Pickering Co. JAMES E. PORTER, Firth-Sterling Steel CO. F. E. POWERS, MCCreery & Co. A. L. RAUH, Rauh Bros. Co. W. H. ROBINSON, H. J. Heinz CO. H. S. ROSENBAUM, Rosenbaum Co. WALLACE H. ROWE, Pittsburgh Steel CO. ARTHUR H. SMITH, The Alling & Cory CO. W. J. STRASSBURGER, Allegheny Plate Glass Co. F. E. TOWN, Otis Elevator Co. H. H. WILLOCK, Waverly Oil Works Co. W. E. WOODWELL, Joseph Woodwell CO. REPORT OF FLOOD COMMISSION OF PITTSBURGH, PENNA. CONTAINING THE RESULTS OF THE SURVEYS, IN. VESTIGATIONS AND STUDIES MADE BY THE COM. MISSION FOR THE PURPOSE OF DETERMINING THE CAUSES OF, DAMAGE BY AND METHODS OF RE- LIEF FROM F LOODS IN THE ALLEGHENY, MONON­ GAHELA AND OHIO RIVERS AT PITTSBURGH, PENNA., TOGETHER WITH THE BENEFITS TO NAVI- GATION, SANITATION,WATER SUPPLY AND WATER POWER TO BE OBTAINED BY RIVER REGULATION. Copyrighted, 1912. by Flood Commission of Pittsburgh, Penna. ;"*.C'}'/.",4¿lf\"..'6'.-’,/nl I ’ / ’ ’ ”`.1/"ч| Y 0/2 $7/5 775. CONTENTS. PAGE HISTORY AND OBJECTS OF THE COMMISSION . Historical-National Irrigation Movement-Forest Movement--Extension of Policy to Reser­~ voirs-Activities of Chamber of Commerce 1n Forest Movement-Organization and Work of Flood Commission-Legislation. CHAPTER I. RESULTS oF INVESTIGATIONS Findings and Recommendations-_Main Features of Reservoir Projects-River Wall-Channel Revisions at Islands-Comparison of Net Cost of Schemes-Scheme Finally Adopted-Com« parison of Cost and Benefits. CHAPTER II. ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER . Combined Basins--General Location­To.pography-Drainage-Geology-Coal­­Oil and Gas- Glaciated Area - Forest Cover ­­ Precipitation —- Discharge - Temperature —— Developments -Navigation-Rivers-Canals-Railroads-Industrial Developments — Population — А11е- gheny River-Monongahela River-Ohio River. CHAPTER III. FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS Introduction-Table of Floods-Mo~nt'»hly Distribution-Increase in Frequency and .Height-; Causes-Possible Maximum Flood-Description of Principal Floods-Relation of Allegheny and Monongahela Rivers to Floods at Pittsburgh. CHAPTER IV. FLOOD DAMAGE . . . . . . . . . . . . . . . . Pittsburgh-Physical Features-Developments-Eneroachments-Investigations of Flood Dam- age-Proñle of 1907 Flood-Details and Character of Flood Damage at Pittsburgh-Flood Damage Along Rivers Above Pittsburgh-Flood Damage Along the Ohio River. CHAPTER V. ' METHODS oEFLooD RELIEF Introduction-Flood Protection-Flood Prevention-ReÍorestation-Storage Reservoirs-Combi- nation of Protection and Prevention. CHAPTER VI. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS Reservoir Sites-Features of Design-Estimates-Descriptions of Streams upon which Storage has been Considered-Important Features of Projects-Property Involved-Cost of Proj- ‘ ects-Descriptions of Streams upon which Storage has not been Considered--Maintenance and Operation. CHAPTER VII. FLOOD PREVENTION BY STORAGE RESERVOIRS . _ . . . . . . Ideal Conditions for Reservoir Control-Actual Conditions-Extent of Studies-Difficulties En- countered-Peak Reduction Studies--Peak Reduction Diagrams, 43 Projects--Studies of Effectiveness-Selection of Projects-28 Projects-Seventeen Selected Projects-Summary -Peak Reduction Diagrams, Seventeen Selected Projects-Possible Maximum Flood- Conclusion. 220430 I II 44 72 CONTENTS. CHAPTER VIII. PAGE FLOOD PROTECTION . . . . . . . . . . . . . . . . 197 Dredging-Lowering of High-water Plane, Flood of I9o7­EfIect of Navigation Dams-Quan- tities and Costs of Dredging­River Wall-Seepage-Location of Wall-Quantities and Costs of Various Wall Schemes-Land Reclaimed by Wall--Net Cost of Various Schemes oDf_ F1oo_d Relief-Channel Revisions at Islands-Final Summary of Cost of Flood Relief- iscussion. CHAPTER IX. EFFECT OF STORAGE RESERVOIRS ON FLOW OF RIVERS ABOVE AND BELOW PITTSBURGH . . . . . . . . . . . . . . _ . 219 Introduction-Eŕïect on High Water-Ohio-Allegheny-Kiskiminetas_Monongahela-West Fork-Youghiogheny-Effect on Low Water-Allegheny“Kiskiminetas-Monongahela- West Fork-Tygart Valley-Youghiogheny-Ohio. CHAPTER X. RELATION OF STORAGE RESERVOIRS TO NAVIGATION . . . 231 Extent of Present Navigation-Character and Amount of Water-borne Tonnage-Benefits of Increased Discharge to Navigation-Monongahela-Youghioglieny-Allegheny-Ohio­-In- crease in Stage due to Storage Reservoirs-Benefits of Reduced Flood Stages to Navigation. CHAPTER XI. RELATION OF STORAGE RESERVOIRS TO SANITATION AND WATER SUPPLY 243 Introduction-Dilution of Sewage-»Reduction of Hardness by Dilution-Saving in Soap- Treatment for Industrial Uses-Saving in Reagents-Reduction of Acidity by Dilution- Pittsburgh Filtration System-Beneñts of Reduced Flood Stages-Conclusion. CHAPTER XII. RELATION OF STORAGE RESERVOIRS TO WATER POWER . . . . . . 253 APPENDIX N0. 1. I FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS . . 3 Summary and Conclusions-Erosion and Run-oŕî-Topography, Rocks and Soils-Forest Condi- tions-Forest Types and Humus Development-Relation of Cleared to Forest Areas-­Re- Íorestation-Conclusions-Description of the Drainage Basins-Forests and Stream-How. APPENDIX No. 2. PRECIPITATION . . . Causes and Sources of Precipitation-»Uses .of Data-.Rainfall Stations-Annual RainÍa11-Sea- sonal Distribution-Maximum Daily Rainfall-Snowfall-Rainfall Tables. APPENDIX No. З. STREAM-FLOW . . . . . . . . . . . . . . . 80 Introduction-Methods of Study-Future Work-List of Gaging Stations-Data for each Sta- tion-Relation between Rainfall and Run­off­-Maximum and Minimum Discharge-U. S. Weather Bureau Stations. APPENDIX No. 4. SURVEYS AND MAPS . . . . . . . . . . . . City Surveys-Surveys of Reservoir Projects--Spirit Leveling.by Flood Commission--Bench Marks-Checks-Cost of Surveys, Mapping and Investigations. 320 CONTENTS. APPENDIX No. 5. PAGE METHODS OF FLOOD RELIEF IN FOREIGN COUNTRIES. . . . . . 332 Introduction--Flood Protection-Flood Prçve_nti_or1 by Storage Reservoirs-Russia­-Gerrnany- Austria-France-Spain-Canada-M1ss1ss1pp1 River. APPENDIX No. 6. PREVIOUS PAPERS AND REPORTS . . . . . . . . . . . 349 APPENDIX N0. 7. REFERENCES TO FLOOD LITERATURE . . . . . . . . . . 397 Bibliographies and Indexes-Flood Prediction-Forest Inñuence-Ice and its Effect-Levees­­ Reservoirs-Sanitation-American Rivers-Foreign Rivers--General. APPENDIX No. 8. RECEIPTS AND EXPENDITURES . . . . . . . . . . . . 433 APPENDIX No. 9. ‚ „ CONTRIBUTORS TO FLOOD COMMISSION FUND . . . .` . . . . 435 MAPS AND DIAGRAMS. PLATE PAGE 1 Lines of Equal Snowfall, winter of 1909-1910 . . . . . . . . . . . . . . . . . . . . . . . . .. 46 2 Lines of Equal Rainfall, flood of Mar. 24, 1908 . . . . . . . . . . . . . . . . . . . . . . .. 50 3 “ “ “ “ “ “ Nov. 27, 1900 . . . . . . . . . . . . . . . . . . . . . . .. 50 4 ‘‹ “ “ “ “ “ Apr. 21, 1901 . . . . . . . . . . . . . . . . . . ‚ - ­ ­ -- 52 5 “ “ “ “ “ “ Маг. 1, 1902 . . . . . . . . . . . . . . . . . . . . ‚ ­ -‚ 52 б ‘‹ ‹‘ “ “ “ “ Маг. 1, 1903 . . . . . . . . . . . . . . . . . . ‚ ‚ . ‚ ‚— 54 7 “ ‘‹ “ “ “ “ Jan, 23, 1904 . . . . . . . . . . . . . . . . . . . . . — ‚‚ 54 8 “ “ “ “ “ “ Маг, 4, 1904 . . . . . . . . . . . . . . . . . . . . . — —. 54 9 ‘‹ « ‹‘ “ “ ‘ Ма1-‚22‚ 1905 . . . . . . . . . . . . . . . . . . . . . ‚ .. 56 10 “ “ “ ‘ “ “ Mar. 15, 1907 . . . . . . . . . . . . . . . . . . . . . . .. 56 11 “ “ “ “ “ “ Feb. 16, 1908 . . . . . . . . . . . . . . . . . . . . . . .. 58 In ‘‹ “ “ “ “ “ Mar, 20, 1908 . . . . . . . . . . . . . . . . . . . . . . . . 58 13 Flooded Areas, portion of City of Pittsburgh . . . . . . . . . . . . . . . . . . . . . . . . .. 66 14 Flood Proñle, both banks of rivers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 69 15 Dam Sections, masonry and earthen . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 78 16 Reservoir Project, Allegheny River N 0. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80 I7 “ “ “ “ “ 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82 18 “ “ “ “ “ 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82 19 “ “ Buíïalo Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 84 20 “ “ Loyalhanna Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 84 21 " “ Black Lick Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 86 22 “ “ Crooked Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 86 23 “ “ Mahoning Creek No. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 88 24 “ “ “ “ “ 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90 25 “ “ Little Sandy Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 90 26 “ “ Clarion River No. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 94 27 “ “ “ “ “ 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 94 28 “ “ “ “ “ 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 96 29 “ “ East Sandy Creek Nos. 1 and 2 . . . . . . . . . . . . . . . . . . . . . . . 96 30 “ “ French Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 100 31 “ “ Cussewago Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 102 32 “ “ North Branch French Creek . . . . . . . . . . . . . . . . . . . . . . . . . 104 33 “ “ Tionesta Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 104 34 “ “ Kinzua Creek . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 106 35 “ “ Youghiogheny River No. 1 . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . 110 36 “ “ “ “ “ 2 . . . . . . . . . . . . . . . . . . . . . . . . .. 112 37 ‘‹ “ “ “ “ 3 . . . . . . . . . . . . . . . . . . . . . . . . . . 112 38 “ “ “ “ “ 4 . . . . . . . . . . . . . . . . . . . . . . .. 114 39 ‹‘ “ “ “ “ 5 . . . . . . . . . . . . . . . . . . . . . . . . . . 114 40 “ “ Laurel Hill Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 116 41 “ “ Casselrnan River Nos. 1, 2, 3, 4, and 5 . . . . . . . . . . . . . . . . 120 42 “ “ Cheat River No. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 122 43 “ “ “ “ “ 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 124 44 “ “ Shavers Fork River Nos. 1 and 2 . . . . . . . . . . . . . . . . . . . . 124 45 “ “ Sandy Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 126 MAPS AND DIAGRAMS. 68 70 71 72 73 74 75 77 78 79 81‚ 82 83 84 85 86 PAGE Reservoir Project, Teters Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 128 “ “ Buckhannon River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 128 “ “ Middle Fork River No. 1 . . . . . . . . . . . . . . . . . . . . . . . . . .. 130 “ “ “ “ “ “ 2 . . . . . . . . . . . . . . . . . . . . . . . . . . ., 130 “ “ Elk Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 132 “ " West Fork River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 134 Time of Movement Diagram . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 158 Precipitation Table for 11 Hoods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 159 Flood Crests, actual and computed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 160 Peak Reduction Diagram (43 projects), flood of Mar. 20, 1908 . . . . . . . . . .. 162 “ “ “ “ “ Feb. 16, 1908 . . . . . . . . . . .. 163 “ “ “ “ “ Маг. 15, 1907 . . . . . . . . . . .. 164 “ “ “ “ “ Маг. 22, 1905 . . . . . . . . . . .. 165 “ “ “ “ ‚ “ Маг. 4, 1904 . . . . . . . . . . .. 166 “ “ “ “ “ Jan. 23, 1904 . . . . . . . . . . .. 167 “ “ “ “ “ Mar. 1, 1903 . . . . . . . . . . .. 168 “ “ “ “ “ Mar. 1, 1902 . . . . . . . . . . .. 169 “ “ “ “ “ Арг. 21, 1901 . . . . . . . . . . .. 170 “ “ “ “ “ Nov. 27, 1900 . . . . . . . . . . .. 171 “ “ “ “ “ Маг. 24, 1898 . . . . . . . . . . .. 172 Relative Value Diagram of 43 reservoir projects in reducing Hood gage heights at Pittsburgh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 174 (Projects plotted in order of greatest effectiveness.) Relative Value Diagram of 43 reservoir projects in reducing Hood gage heights at Pittsburgh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 174 (Projects plotted in order of lowest cost per one per cent of effectiveness.) Relative Value Diagram of 28 reservoir projects in reducing Hood gage heights at Pittsburgh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 176 Relative Cost Diagram of 17 reservoir projects in reducing Hood gage heights at Pittsburgh, also tabulation of analysis . . . . . . . . . . . . . . . . . . .. 176 Drainage Basin Map showing Seventeen Selected Projects . . . . . . . . . . . . . . . . . 178 Capacities, Effectiveness, Costs, etc., diagram of reservoirs for Hood control. 178 Peak Reduction Diagram (17 projects), Hood of Mar. 20, 1908 . ‚ ‚ - ­ - - - « ­ ­­ 181 ‹‘ « “ “ “ Feb. 16, 1908 . . . . . . . . . . .. 182 « cc и ‘с “ Маг. I5, 1907 . . . . . . . ~ . . . . 183 « « “ “ “ Маг. 22, 1905 . . . . . . . . . . .. 184 ‘с cc ¢¢ “ “ Маг. 4, 1904 . . . . . . . . . . . . 185 « “ ‘‹ “ “ Jan. 23, 1904 . . . . . . . . . . .. 186 ‘‹ ‹‘ “ “ “ Маг. 1, 1903 . . . . . . . . . . .. 187 « “ « “ “ Маг. 1, 1902 . . . . . . . . . . .. 188 « « « “ “ Арг. 21, 1901 . . . . . . . . . . .. 189 ‘‹ ‘‹ ‘‹ “ “ Nov. 27, 1900 . . . . . . . . . . .. 190 “ “ « “ “ Маг. 24, 1898 . . . . . . . . . . .. 191 Diagram showing Hood of March 4, 1904, and estimated height with the addition of the 1910 snow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 195 Dredging Profile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 200 Wall Heights at Point . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 206 Increase in Stage and Discharge of rivers at Pittsburgh . . . . . . . . . . . . . . . . 238 MAPS AND DIAGRAMS. I’I.A'rE PAGE 87 Discharge and Depth over city dams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 239 88 Hardness of Allegheny River, 1909 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 244 89 “ “ Monongahela River, 1909. .I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 245 90 Acidity of Monongahela River, 1907-1910 . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 250 91 Lines of Equal Mean Annual Rainfall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 44* 92 Gaging Stations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82* 93 Discharge Curve for Allegheny River at Kittanning . . . . . . . . . . . . . . . . . . .. 86* 94 ‹‘ “ “ “ “ “ Red House . . . . . . . . . . . . . . . . . . .. 98* 95 “ “ “ Kiskirninetas River . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 110* 96 “ “ “ Loyalhanna Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 118* 97 “ “ “ Black Lick Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 121* 98 “ “ ‘ Crooked Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 132* 99 “ “ “ Clarion River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 142* 199 “ “ “ French Creek . „в . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 171* IOI “ “ “ Sugar Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 178* 102 “ “ “ North Branch French Creek . . . . . . . . . . . . . . . . . . . .. 184* 103 “ “ “ Gil Сгее1< . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 187* 104 “ “ “ Tionesta Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 191* 195 “ “ “ Brokenstraw Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19б* 196 “ “ “ Kinzua Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 205* 107 “ “ “ Monongahela River, Lock No. 4 . . . . . . . . . . . . . . .. 209* 108 “ “ “ Turtle Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 211* 199 “ “ “ Youghiogheny River at Connellsville . . . . . . . ._ . . . . . .. 218* По “ ‘ ‘ “ “ “ Coníiuence . . . . . . . . . . . . . . . . 224* Ш « « и « « « Friendsville ............ .. 235* 112 “ “ ‘ Laurel Hill Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 245* 113 K “ “ “ Casselman River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 255"< 114 “ “ Cheat River, 1899-1902 . . . . . . . . . . . . . . . . . . . . . . . . . . . 270* 115 “ “ “ “ “ 1902-1910 . . . . . . . . . . . . . . . . . . . . . . . .. 271* 116 “ ‘ Tygart Valley River at Fetterman . . . . . . . . . . . . . . . .. 285"< H7 ‹ “ « “ “ “ “ Belington . . . . . . . . . . . ­ ­ - - - - ~ 293* POCKET OF REPORT. Drainage Basin Map, showing location of proposed reservoir SÍÍ€S­ Forest Map. CASE ACCOMPANYINCI REPORT. Index Map,°}‘ showing rivers, Hooded area, industrial plants and the position of each of 13 detail large-scale sheets: “Point,” covering the Point District. A I, Ist sheet up Allegheny River. A 2, 2nd “ “ “ “ _1 A 3, 3rd " “ “ A 4, 4th “ " *Appendix. . ‘{'Whe,re man case doesl not accompany the report, this map мы Ilîeßfound in pocket at back of book. MAPS AND DIAGRAMS. 5th sheet up Allegheny River Ist 2nd 3rd 4th Ist 2nd 3rd C( (C Monongahela River 6€ « ‘K down Ohio River. ‘K ‘K K( C6 (6 6€ ILLUSTRATIONS. Relief Map of Pittsburgh and Vicinity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Frontispiece. RESERVOIR PROJECT VIEWS. PAGE Allegheny River, Pa. Proposed dam site No. I . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 80 Allegheny River, Pa. Near proposed dam site No. I . . . . . . . . . . . . . . . . . . . . . . . . .. 8o Allegheny River, Pa. Proposed dam site No. 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 82 Black Lick Creek, Pa. Two miles above mouth . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 86 Buckhannon River, Pa. Proposed dam site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 128 Casselman River, Pa. Proposed дат site No. 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 118 Casselman River, Pa. Proposed dam site No, 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 120 Cheat River, W. Va. From Cheat Canyon Club House . . . . . . . . . . . . . . . . . . . . . .. 122 Cheat River, W. Va. From Coopers Rock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 122 Cheat River, W. Va. Proposed dam site No. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 122 Cheat River, W. Va. Three miles above Rowlesburg . . . . . . . . . . . . . . . . . . . . . . . .. 124 Cheat River, W. Va. Proposed dam site No. 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 124 Clarion River, Pa. Proposed дат site No. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 94 Clarion River, Pa. Proposed dam site No. 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ioo Clarion River, Pa. Proposed dam site No. 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 94 Clarion River, Pa. Cooksburg . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 96 Clarion River, Pa. Proposed дат site No. 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 96 Clarion River, Pa. 2.1 miles above Clarington, view upstream . . . . . . . . . . . . . . . . .. 96 Clarion River, Pa. 2.1 miles above Clarington, view downstream . . . . . . . . . . . . . . .. 96 Crooked Creek, Pa. Proposed дат site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 86 Elk Creek, W. Va. Proposed«dam site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 132 French Creek, Pa. Proposed dam site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 100 Kinzua Creek, Pa. Proposed dam site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 104 Little Sandy Creek, Pa. Proposed дат site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 92 Loyalhanna Creek, Pa. Proposed дат site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 84 Loyalhanna Creek, Pa. Five miles south of Saltsburg . . . . . . . . . . . . . . . . . . . . . . . . 84 Mahoning Creek, Pa. Proposed dam site No. I . . . . . . . . . . . . . . . . . . . . . . . . . . .. 88 Mahoning Creek, Pa. Two miles east of Eddyville . . . . . . . . . . . . . . . . . . . . . . . . . .. 88 Mahoning Creek, Pa. Near McCrea’s Furanace . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 88 Mahoning Creek, Pa. Proposed dam site No. 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 90 North Branch French Creek, Pa. Proposed dam site . . . . . . . . . . . . . . . . . . . . . . . .. 104 North Branch Red Bank Creek, Pa. Proposed dam site . . . . . . . . . . . . . . . . . . . . . .. 92 Sandy Creek, W. Va. Proposed dam site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 132 Shavers Fork River, W. Va. Proposed dam site No. 1 . . . . . . . . . . . . . . . . . . . . . .. 126 Shavers Fork River, W. Va. Below Lumber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 126 Teters Creek, W. Va. Proposed dam site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 128 Tionesta Creek, Pa. Two miles below Nebraska . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 104 Tionesta Creek, Pa. Nebraska . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 104 Tionesta Creek, Pa. Proposed dam site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 106 West Fork River, W. Va. Proposed dam site . . . . . . . . . . . . . . . . . . . .\ . . . . . . . . . . . . 134 West Fork River, W. Va. West Milford . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 134 ILLUSTRATIONS. PAGE Youghiogheny River, Pa. Proposed dam site No. I . . . . . . . . . . . . . . . . . . . . . . . . . .. 110 Youghiogheny River, Md. Proposed dam site No. 5 . . . . . . . . . . . . . . . . . . . . . . . . . .. IIO Youghiogheny River, Md. Just above Kendall . . . . . . ­ . . . . . . . . . . . . . . . . . . . . . . . . . . 120 CITY VIEWS. (Flood of March I5, 1907.) Allegheny County Light Со. plant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 68 Allegheny River, west from P., F. W. & С. Ry. bridge . . . . . . . . . . . . . . . . . . . . . . . .. 62 Federal Street, N. S., south from Lacock Street . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 64 Ninth Street, north from Penn Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 62 One of the large manufacturing plants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . 68 Penn Avenue, east from Fifth Street . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62 Pittsburgh & Lake Erie Railroad Station . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 70 Railroad yard, east from south end of Smithfield Street bridge . . . . . . . . . . . . . . . . . 70 Robinson Street, N. S., west from P., F. VV. & С. Ry . . . . . . . . . . . . . . . . . . . . . . . . .. 62 Sixth Street, north from Liberty Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 64 FOREST VIEWS. Pure stand of hemlock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 32* Second-growth white pine . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32* Culled forest of birch, beech, maple and basswood . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I8* Brush type showing the ‘effects of logging and fires in the hemlock and hardwoods type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I8* After a heavy cutting in dense hemlock and hardwoods type . . . . . . . . . . . . . . . . . . . . 14* Hemlock and hardwoods type after Severe lumbering and fires in northern Pennsyl- Vania . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I4* Partially culled forest of hemlock and hardwoods . . . . . . . . . . . . . . . . . . . . . . . . . . .. 26* Hardwoods type, chieñy chestnut oak, chestnut and birch . . . . . . . . . . . . . . . . . . . . .. 26* Virgin spruce forest with some beech, birch and maple . . . . . . . . . . . . . . . . . . . . . . . . . 22* Spruce type after logging and destructive ñres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22* Effect of fumes from coke ovens upon vegetation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36* Waste areas in the coal region of southwestern Pennsylvania . . . . . . . . . . . . . . . . . . . 36* MISCELLANEOUS VIEWS. Pittsburgh from Duquesne Heights, showing confluence of Allegheny and Monon- gahela Rivers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I6 Effect of acid upon steel ñlling valve, Lock No. 2, Monongahela River . . . . . . . . .. 248 Effect of acid upon lower corner of steel lock gate, Lock No. 2, Monongahela River 248 Bronze tablet used for Bench Marks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 324* *Appendix. HISTORY AND OBJECTS OF THE COMMISSION. Historical-National Irrigation Movement-Forest Movement- Extension of Policy to Reservoirs-Activities ой Chamber ой Com- merce in Forest Movement-Organization and Work ой Flood Com- mission-Legislation. HISTORICAL. The regulation and control of the Нож’ ой navigable rivers in aid of interstate commerce is an important factor relating to the conservation, development and use of the natural resources of the United States, and the enlargement ой its internal trade and commerce. When such a national policy has been adopted on a scale com- mensurate vvith the magnitude ой the problem, it will not only promote navigation and Water transportation, but must also necessarily include the storage ой Ноос1 Waters for Hood prevention and for all other beneficial uses, and the protection ой Watersheds from denudation and erosion and from forest fires. Much has already been done, in a disconnected and inadequate Way, toward the inauguration ой such a comprehensive national policy for river regulation; and the work done and measures advocated by the Flood Commission ой Pittsburgh are in the direction ой an ultimate enlargement ой that policy which will be vastly beneñcial to the entire country. The progress thus far made has been accomplished as the result ой three organized movements. First.' The National Irrigation Movement, culminating in the passage ой the National Irriga- tion Act, Which became a Law on June 2, 1902. Under this act about sixty million dollars has been thus far expended in the construction ой works for Water storage and control in the Western half ой the United States. Several large reservoirs have been built on the headwaters ой the Mis- souri River and its tributaries. Second.’ The Appalachian Forest Reserve Movement, resulting in the passage ой the Weeks Appalachian National Forest Act, which became a law on March I, 1911. The purpose of this act as expressed in its title is “To enable any State to co­operate with any other State or States, or with the United States, for the protection ой the Watersheds of navigable streams, and to ap- point a commission for the acquisition ой lands for the purpose ой conserving the navigability ой navigable rivers.” Third: The National Storage Reservoir Movement, which Was first in order ой date and Was inaugurated by the Chamber ой Commerce ой Pittsburgh, through the National Board ой Trade, in December, 1898. The resolution then presented by the Pittsburgh Chamber ой Commerce to the National Board ой Trade urged “the storage ой flood Waters on the upper branches ой navi- gable streams, to be held in use for irrigation, for checking damaging lioods and liberating Water in times ой drought that Will preserve streams in navigable condition.” In behalf ой this proposition, Mr. George H. Anderson, then Secretary ой the Cham- ber ой Coinmerce ой Pittsburgh, submitted a report, the preamble ой Which was aS fol- lows: “Your committee, to Whom has been referred the subject of the storage of Hood Waters on the higher tributaries of the navigable streams in the Mississippi and Ohio valleys for improving navigation, providing for irrigation, etc., present the following report :” After theldisicussion following the reading Of this report, Which iS published Orl pages 59 to 76 of the Report of the 29th annual meeting of the National Board of Trade, held in Washington in December, 1898, and in Appendix No. 6 of this volume, a resolu- tion Was adopted by the National Board of Trade, embodying Substantially the recom- mendations of Ithe Pittsburgh Chamber of Commerce on this sulbject, and laying stress ПРОП “the value ой а system ой improvement .on the navigable Waterways of the Mississippi and Ohio Basins for irrigating and making productive vast areas of _arid lands, for the .continued im- provement ofI these rivers for transportation purposes and diminishing the destructive power of Hoods” 2 HISTORY AND OBJECTS or тнв с0Мм15510Ы.` NATIONAL IRRIGATION MOVEMENT. The movement thus started by the Pittsburgh Chamber of Commerce was taken up by the National Irrigation Association, organized on june 2, 1899, and brought about the enactment of the National Irrigation Act, previously mentioned. This as- sociation has persistently advocated the adoption of a national policy, which is stated in the constitution of the association as follows: “The preservation and development of our natioiial_ resources by the construction of storage reservoirs by the federal government for Hood protection, and to save for use in aid of naviga- tion and irrigation the Hood waters which now run to waste and cause overHow and destruction.” A national educational propaganda was inaugurated, based upon the action of the National Board of Trade on the resolution of the Pittsburgh Chamber of Commerce, and also upon the recommendations of the Chittenden Report, Document No. 141, House of Representatives, 55th Congress, 2d Session. This report was made under an appro- priation contained in the River and Harbor act of June 3, 1896, which provided, in Section 8, for a number of preliminary examinations, among which was the following: “For the examination of sites, and report upon the practicability and desirability of constructing reservoirs and other hydraulic works necessary for the storage and utilization of water, to prevent Hoods and overHows, erosion of river banks and breaks of levees, and to reinforce the How of streams during drought and low water seasons, at least one site each in the States of Wyoming and Colorado.” The Chittenden Report, transmitted to Congress on December 6, 1897, now out of print, has attracted wide attention, and may be found in pant in the report of the Chief of Engineers of the United States Army, for 1898. An abstract of this report will be found in Appendix No. 6 of the Report of the Flood Commission. After a most ex- haustive examination and consideration of the whole question of the effect and value of reservoirs to aid navigation, to prevent Hoods and to furnish water for irrigation, the following conclusions were stated: “First. A comprehensive reservoir system in the arid regions of the United States is abso- lutely essential to the future welfare of this portion of the public domain. “Second. It is not possible to secure the best development of such a system except through the agency of the national government.” The work of the Flood Commission of Pittsburgh has related primarily, of course, to the conditions on the headwaters of the Ohio River. It is worthy of note, at this point, that in considering the effect of Hood water storage on the Missouri River upon Hoods in the lower Mississippi Valley, Colonel Chittenden said: _ “The Hoods o_f the Mississippi are formed by the heavy rains in the low regions east of the ninety-eighth meridian, and very largely come from east of the Mississippi itself. The great con- trolling element, in fact, in all the lower river Hoods is the Ohio River.” The relation of Hood water storage on the upper Ohio and its tributaries to river regulation and Hood prevention in the Lower Mississippi Valley, is thus clearly set forth, and makes manifest the fact assumed in the resolution of the Pittsburgh Cham- ber of Commerce to the National Board of Trade in December, 1898, above referred to. Considered from a national point of view, Hood water storage on the Ohio Basin is but one aspect of a great national problem, which is co-extensive with the entire drainage basin of the Mississippi River and all its tributaries, covering an area comprising more than one-third of the United States and stretching from Canada to the Gulf of Mexico, and from the crest of the Appalachian range on the east to the crown of the Continent on the west. Hence any attempt to localize the problem must fail. In presenting the arguments, which make it clear that reservoir construction for river regulation is naturally and necessarily a national function, Colonel Chittenden, on pages 55 and 56 of his report, says: “In the case of reservoirs it not infrequently happens that some of the very best sites are to be found close to State lines, where the waters so stored will How immediately into neighboring States. In these extreme cases the States where they are located could not, of course, be ex- HISTORY AND OBIECTS OF THE COMMISSION. 3 pected to construct reservoirs, and the States to be benefited would not be »likely to go outside their own borders to do so. The function clearly pertains to that sovereignty which covers all the coun- try and embraces the streams from their sources to the sea. It alone can store these waters and be sure that it is reaping the full benefit. “The policy of the Government in the matter of the preservation of the forests of the coun- try is a case directly in point. There seems to be a well­nigh universal consensus of opinion that the preservation of the forests of the arid regions is distinctly a Government duty. * * * 1паз- much as the commercial value of these forests is practically insignificant, except for furnishing fuel and rough timber, the water question is really the more important one. If it is properly a Government function to preserve the forests in order to conserve the How of the streams, surely it can not be less a Government function to execute works which will conserve that How even more positively and directly. Granting all that can be said of forests in this connection, they cer- tainly can never prevent the June rise, and it is precisely this waste How which reservoirs will help to save. The forests ought unquestionably to be preserved, and the Government is the proper agency to do it, but the principal arguments therefore apply with accentuated force to the construction of reservoirs.” The precedent for the construction of reservoirs for river regulation and to rein~ force the How during low­water season, had already been established by the construc- tion, ‘beginning in 1881, of five reservoirs on the headwaters of the Mississippi River, where dams were built across the outlets of natural lakes. These reservoirs are de- scribed in Appendix No. 5 of this report and are referred to at some length by Mr. Anderson, in his paper mentioned above. FOREST MOVEMENT. The National Government has now, however, by the enactment of the Appala- chian National Forest Bill, gone to the full extent of recognizing and using its consti- tutional power to control and regulate the How of navigable rivers at their sources; not only by the building of artificial reservoirs but by preserving the forests and woodland cover on the watershed as natural reservoirs. The maintenance and preservation of natural reservoirs by forest preservation, as provided in this aot, and the construction of artificial reservoirs as advocated by the Flood Commission of Pittsburgh, on the headwaters of the Ohio River in the Appalachian Mountains, involve the exercise of a constitutional power, which is precisely the same in both instances. It is the same power which was exercised in the creation of the Cali- fornia Debris Commission, to prevent the silting up of navigable channels by the debris from hydraulic mines. It is also the same as exercised in the construotion of levees on the lower Mississippi to aid in maintaining a navigable channel, notwithstanding the con- ceded fact that;one of the greatest moving forces in that case was :the necessity for pro- tecting the plantations from ov~erHow. So, in the case of reservoir construction on the headwaters of the Ohio River, the constitutional power being so clearly established, the enormous damages by Hoods in the Ohio Valley, estimated to average at least $50,000,000 a year and in some years to be as high as $100,000,000, furnishes strong ground for relief from the national govern- ment; when it is conceded thait such regulation of the How of the river by reservoirs as would, beyond question, immensely aid navigation would also give relief from these destructive Hoods. Senator Burton clearly saw this aspect of the question when, in his speech in fthe senate on the passage of the Appalachian National Forest Bill, he said: “Another thing that the Federal Government ought to do if this precedent is established, and it ought to do it 'right away, is to provide means forI the prevention of Hoods. At certain sea- sons of the year we can hardly take up a newspaper without reading of the loss of life and of the mammoth destruction of property as a result of Hoods in the Ohio, the Mississippi, and various other streams of the country. Those Hoods have a direct inHuence upon navigation. If we are going to inaugurate this policy, why not protect these manifold interests by preventing Hoods and save the tremendous loss of property and the very pitiful loss of life which so fre- quently occurs Р” EXTENSION OF POLICY TO RESERVOIRS. The national government having, by the passage of the Appalachian National For- 4 EXTENSION OF POLICY ТО RESERVOIRS. est Act, inaugurated the policy of maintaining natural reservoirs on the tribu- taries and source streams of the navigable rivers, for the purpose of regulat- ing their flow, and having extended the policy of National Forest Reserves for that purpose into the Appalachian Region, it is manifest that even­handed justice be- tween the different 500110115 of this great country requires that the policy of building artificial reservoirs for river regulation s‘hould also be extended over that portion of the United States lying east of the Mississippi River. Thus far, everything done under that constitutional power, for the control and regulation of the How of the navigable rivers, has been on the headwaters of the Mississippi River, or in the lower valley of that river, or in the vast territory to the west of it. The entire territory extending from the Mississippi River on the west to the Atlantic sea coast on the east has been excluded from any local participation in the benefits of expenditures under that policy. The Flood Commission of Pittsburgh now urges that the policy already inaugurated in a part of the country be made broadly national, and that the east as well as the west shall be made beneficiaries under it. rl`he Chamber of Commerce of Pittsburgh has at all times, from the very first, been an active and consistent advocate of the reservoir policy in the west, and now with the same broad vision of national benefits, the Flood Com- mission, organized by the Chamber of Commerce, urges its extension to the east. All who advocate national irrigation in the west, national drainage in the south, or 11000 prevention in the east through national river regulation, are practically supporting one and the same national policy, and should unite to accomplish its nation-wide adoption. Pittsburgh took the lead in urging this broad application of the policy as far back as 1898, and has aided other sections to secure the first benefits from its adoption. It is therefore peculiarly appropriate that Pittsburgh, after spending over $100,000 to establish the facts and showing the practicability and necessity for the adoption of the same con- structive national policy in the Ohio Valley, should take the lead in a national campaign to extend the national policy of Hood water storage over the entire United States, and to all navigable rivers and their tributaries and source streams. A bill providing for such a broad national extension of the policy of river regu- lation was introduced by Senator Newlands in the Senate of the United States, on March 1, 1911, the day the Weeks Appalachian National Forest Bill became a law by the signature of the President. The purpose of this Newlands River Regulation Bill was to so enlarge the forest policy inaugurated by the Weeks Bill as to make it cover the entire United States, and to supplement the establishment and maintenance of the natural reservoirs, which the forests and woodland cover create, by an adequate national system of artificial reservoirs for flood water storage. This bill, which is printed in Appendix No. 6 of this volume, was Senate Bill 10900, in the 61st Congress, 3rd Session, and Senate Bill No. 122, 111 1110 62nd Congress, 1st Session. rI`he Chamber of Commerce of Pittsburgh has in the past supported both the National Irrigation Act, which was known as the Newlands Bill in the House of Rep- resentatives when it passed that body, and the Weeks Appalachian National Forest Act; and has extended its endorsement and support to the Newlands River Regulation Bill, by the adoption, on April 13, 1911, of the following Resolution: WHEREAS, a bill was introduced in the Senate of the United States by Senator Newlands, on March 151, 1911, 011111100: A bill to create a Board of River Regulation and to provide a fund, for the regulation and ‚ control of the flow of navigable rivers in aid of interstate commerce, and as a means to that end to provide for ñood prevention and protection and for the beneficial use of 11000 waters and for water storage, and for the protection of watersheds from denudation and erosion and from forest ñres, and for the co­operation of Government services and bureaus with each other and with States, municipalities and other local agencies; and VVHEREAS, the primary purpose of said bill is to bring into conference and co-operation HISTORY AND OBIECTS OF THE COMMISSION. 5 the National Government with the States, Municipalities, Counties and local districts for the construction of the works necessary for the regulation of the How of rivers and for Hood pre- vention and protection, and it provides a fund of $50,000,000 annually for ten years for said pur- pose; and . WHEREAS, the passage of said bill by Congress would result in the relief,.not _only of Pittsburgh, but of all cities and communities on the Ohio, Missouri and Mississippi River_s from destructive Hoods, and increase the How of the rivers in the low water season for navi- gation; Now THEREFORE :BE 1т RESOLVED, that the Chamber of Commerce of Pittsburgh hereby en- dorses said Newlands River Regulation Bill and requests the Senators and Congressmen from this State to urge its passage by Congress. ACTIVITIES OF CHAMBER OF COMMERCE IN FOREST MOVEMENT. The Chamber of Commerce of Pittsburgh has for many years taken an active in- terest in the subject of forest reserves along the headwaters of the important Appalachian streams. As _early as january 8, 1903, a resolution was unanimously adopted petitioning the Congress of the United States to provide for the establishment of a National Forest Reserve in the Southern Appalachian Region with a special view to the protection of the sources of the southern tributaries of the Ohio River. On january 13, 1907, the Chamber was addressed by Mr. William L. Hall. in charge of the Appalachian and 'White Mountain Investigation, for the Forest Service of the U. S. Department of Agriculture, on the subject of Forest Reserves, and especially the desirability of such at the headwaters of our rivers, for preventing Hoods and for assisting in maintaining a supply of waiter in our rivers in the dry seasons. At the con- clusion of the meeting, a resolution, presented by Captain W. B. Rodgers, for the Com- mittee on Rivers and Harbors, was adopted, to the effect that the Chamber request co- operation by the Pennsylvania State Forest Reservation Commission with the Federal authorities in the examination of the watershed of the Ohio River. At the regular meeting of the Chamber, held on January 9, 1908, Mr. William L. Hall, of the Forestry Service, was again present and addressed the meeting upon the results of his investigation, which had been made into the needs for forest reservations in the Iterritory at the headwaters of 'the Monongahela River. He displayed maps and charts, showing the land which it was deemed advisable should be reforested, basins which could be made available as reservoirs, etc. On january 30, 1908, the Chamber was represented before the House Committee on Agriculture, of Congress, by delegates, in support of House Bill N0. 14056. In brief, this bill provided for acquiring national forests in the Southern Appalachian and White Mountains. This measure was later known as the Weeks Bill, which became a law March 1, 1911. Their report to the Chamber is included as a part of Appendix No. 6 of this volume. On March 12, 1908, Hon. Gifford Pinchot, Chief of the Forestry Di- vision of the Department of Agriculture, was present and made an interesting address on the subject of forestry. A special meeting of the Board of Directors was called for March 24, 1908, to con- sider and take action upon resolutions expressive of the interest of the Chamber of Commerce of Pittsburgh in a conference which President Roosevelt had called, to be held at the White House, on May 13, 1908, for the purpose of considering the subject of the conservation of the national resources of the United States. Resolutions were presented expressing the interest of this Chamber in the conference, and urging that the State of Pennsylvania be well represented at the conference. On january 25, 1911, a letter was received by the Chamber of Commerce, from those in charge of the campaign for the pas sage of the Weeks Bill, making a most earnest appeal for immediate and active support for the bill in the Senate. A repre- 6 ORGANIZATION OP FLOOD COMMISSION. sentative of the Flood Commission thereupon went to Washington and remained there Working for the passage of the bill until it Hnally became a law. ORGANIZATION OF FLOOD COMMISSION OF PITTSBURGH. The Flood Commission of Pittsburgh was organized to ascertain the damages by Hoods at Pittsburgh, to investigate the cause of these Hoods, and to determine the na- ture and the cost of the best method of relief. The Commission had its Origin in a resolution adopted by the Chamber of Commerce of Pittsburgh, on February 20, 1908. This resolution, Which marked the Hrst deñnite action toward solving the Hood prob- lem, was presented by Col. Albert J. Logan as an amendment to the report of the dele- gates who had appeared before the House Committee, January 30, 1908, in support of Bill No. 14056, referred to above; and as a substitute for one introduced by George M. Lehman, providing for the appointment of a committee of three to investigate “the monetary loss, character of damage and areas affected by the Hoods in the Pittsburgh District, and .secure such other information as may be of value as a basis for further consideration of plans for 1mprovement.” There were other attending inHuences, notably letters addressed to the Secretary and President of the Chamber of Commerce, which letters, as well as the report of the committee of delegates above referred to, appear in Appendix No. 6 of this volume. The resolution, which was accepted and adopted, was as follows: "WHEREAS, the frequent high stages of water causing our rivers to overHow their banks and resulting in great damage to property, producing sickness and suffering for many ой our citizens; and “WHEREAs, the limited territory ой reasonably level land in the manufacturing, commercial and railroad terminal sections of our city is almost all subject to being OverHowed, especially should a slight increase in Hoods occur over what we have heretofore suffered; “THEREFORE BE IT RESOLVED, that the President be instructed to appoint a Special Committee of seven, whose duty it shall be to suggest a plan or plans by which some practical means may be had to protect the city from Hoods. They to have power to add to their numbers, elect their own officers and raise funds to prosecute the work assigned to them.” The Hood committee, appointed by the President of the Chamber of Commerce, consisted of the following: “А. J. Kelly, Jr., Morris Knowles, C. E., Col. A. J. Logan, George M, Lehman, C. E., H. J. Heinz, H. M. Brackenridge and Capt. W. B. Rodgers.”‘l' WORK OF COMMITTEE. The committee organized by the selection of the following ofñcers: H. J. Heinz, chairman; George M. Lehman, secretary. A fund of $3,000 was created to carry out the investigations of this committee, and the work was immediately begun. One of the Hrst steps taken by the committee was to add new members and to ap- point a sub-committee of three members, to determine the engineering problems likely to be involved in the investigation. This sub­committee, which was composed of H. J. Heinz, Lieut. Col. H. C. Newcomer,* Corps of Engineers, U. S. Army, and George M. Lehman, C. E., reported, March 20, 1908, in part as follows: “In accordance with the request for a report upon the mode of procedure and funds required for the work of investigation of Hood protection for this community, your Engineering Sub-COm- mittee is of the Opinion that the work should be prosecuted under the following general headings: I. Forestation ой watersheds. 2. Storage reservoirs on watersheds. 3. Elev_atiOn or filling in ой ground subject to overHow. . Dike or wall protection along the rivers. The third and fourth methods offer the only practicable means of relief that are wholly within the control of the local community, and possible of execution within reasonable time. Some relief would possibly result from reforestation of the watersheds and decided relief might be secured by construction of reservoirs if found possible on an adequate scale These two meth- ods, however, would require the co-operation of local, state and federal government, and cannot Offer the speedy relief that is so urgently needed. Nevertheless, the practicable limit of their appli- "Lieut. Col. Newcomer resigned December 1, 1908. 'iCapt. Rodgers resigned April 19, 1911. HISTORY AND OBJECTS OF THE COMMISSION. 7 cation could be investigated, and the results of such investigation included in the Committee’s final TCDOFÍ to the Chamber of Commerce."’ ’ * ' * The Hrst actual work of the committee was to ascertain the extent of the damages in the record Hood of I907. From this preliminary investigation, it developed that the problem of Hood relief was so extensive, and its successful solution so vital to the pros- perity and proper development of Pittsburgh, that an exhaustive study of the whole question was warranted. It was found, for example, that in the 1907 Hood, an anca of approximately 1600 acres Was directly affec-ted by overHow, and a very considerable ad- ditional area affected indirectly by seepage; that this area included real estate to the ex- tent of about $160,000,000 assessed valuation; that numerous manufacturing plants were obliged to suspend operations; that the heart of Pittsburgh’s financial district was pen- etrated and many of the important office buildings in the business section were de- prived Íof light and power; that numerous poor families were rendered homeless and their household goods destroyed; that 34 miles of streets, 17 .miles of railroad tracks and 9 miles of street car traoks Were submerged; and finally that, had the Hood risen six inches higher, the main pumping station would have been put out of commission and the entire city left without water for domestic and fire protection purposes. FORMATION OF FLOOD COMMISSION. It Was decided at this time to enlarge the committee, and a Flood Commission was formed, composed of 34 members of the Chamber of Commerce, business men, en- gineers and other professional men. The work of the Commission was subdivided by the formation of the following committees: Executive, Finance, Engineering, Real Estate, Sewage Disposal, Legislation, Publicity and Rules and Membership. The Engi- neering Committee was subdivided into two branches, Flood Protection and Flood Pre- vention. A year ago the Commission was further enlarged by the addition of the City and County officials, and by the addition of manufacturing and business concerns in the Pittsburgh District, affected directly or indirectly by Hoods. WORK OF FLOOD COMMISSION. The first problem which confronted the Commission was the raising of sufficient funds to defray the expenses of the investigations. It was decided that the owners of property actually affected by Hoods be asked to contribute at the uniform rate of one mill on the dollar of the assessed valuation. The Chamber of Commerce contributed $1,000 as a preliminary fund. Property holders and others, up to February Ist, 1912, had contributed about $57,000, in amounts ranging from $4 to $5,000. At a meeting of the Executive Committee of the Flood Commission, at which Mayor George W. Сайте and Controller Е. S. Morrow were present, it was arranged that the City of Pittsburgh should contribute $10,000 in 1909, only about $7,500 of which was used. During the administration of Mayor William A. Magee, contributions were made of $14,000 in 1910, $10,000 in 1911, and $20,000 in 1912. Under a special act of assembly the County of Allegheny in 1911 contributed $7,500. A fund of $6,990 was received through membership contributions. This makes a total of approximately $124,- 000, which has largely been expended in carrying on the extensive surveys, investigations, publicity campaign and constructive campaign of the Commission. The engineering work of the Commission has included detailed surveys and sound~ ings of the three rivers within the city limits, and from these data a set of maps has been prepared, showing on a large scale the present conditions and developments along the rivers and «the extent of the Hooded area. In connection with these surveys, a system of 8 PRELIMINARY REPORT OF ENGINEERING COMMITTEE. precise levels was carried out and permanent bench mark plates placed in various parts of the city. Studies have been made of the cost and effectiveness of dredging, straight- ening and widening the river channels for the purpose of reducing Hood heights. The question of a river wall has been thoroughly investigated, both as to location and neces- sary height and as to cost. Studies of precipitation and stream­How have been made at numerous points on the two drainage basins. Part of the stream measurement work has Ibeen conducted in co- operation with the Water Supply Commission of Pennsylvania. The stream gagings are still being carried On, in Order to obtain the most complete knowledge possible of the regimen of the various tributaries. Through co-operation with the Forest Service of the Department of Agriculture and with the Pennsylvania Department of Forestry, a Held in- vestigation of the conditions and amount of forest cover and of agricultural develop~ ment on the two drainage basins has been made. For the purpose of ascertaining the feasibility of preventing Hoods by means of stor- age reservoirs, extensive surveys have also been made of numerous reservoir sites scat- tered over the drainage area of about 19,000 square miles above Pittsburgh. The selection of these sites was based on a reconnoissance including every tributary of over 50 square miles drainage area. From these surveys contour maps on a large scale were plotted and estimates made of the capacity and cost of the reservoirs. Exhaustive studies were then made of the combined and relative effect of these reservoir projects in reducing Hoods at Pittsburgh and at other points along the main rivers and their tributaries. It was found,0 moreover, that a certain part of the impounded Hood water could safely be retained in these reservoirs until times of low water, and then released to maintain a uniform low-water How several times the present minimum. This led to a careful study of the resultant benefits to navigation, sanitation and water supply and of the possibility of water power development. At the beginning of the Flood COmmission’s studies, it was believed by the en- gineers that the subjeot was one local to Pittsburgh and they prepared to treat it as such. As the investigations developed, it became evident that the Hood problem was not pe- culiar to Pittsburgh, but that Pittsburgh’s Hoods had a direct bearing upon the Hood troubles of other communities. Further study disclosed the fact that inseparable from the Hood problem was the question of navigation; that the high water at certain periods of the year bore a Iclose relation to low water at other periods. The problem thus became na- tional in scope and is treated as swch in this report. On two occasions during the progress of the Flood Comfmiss‘i~on’s study, the work done by its engineers engaged the attention of the national law makers, who were profoundly impressed with the plans of the Com- mission from a federal standpoint. ` PRELIMINARY REPORT OF ENGINEERING COMMITTEE. Before undertaking a study of the question, the Engineering Committee, on Feb- ruary I8, 1909, issued a statement signed by E. K. Morse, Emil Swensson, Paul Didier, W. G. Wilkins A. B. Shepherd,”< Julian Kennedy, S. C. Long,'l‘ George M. Lehman and Morris Knowles. This statement read as follows: “The Flood Commission, which was appointed by the Chamber of Commerce of Pittsburgh, for ascertaining remedial measures necessary for the avoidance of the enormous damage and suf- fering from Hoods, so frequently occurring to this city, presents to the public the mode of pro~ cedure for the investigations, as recommended by the Engineering Committee of the Commission. “The Engineering Committee, at the request of the Flood Commission, have obtained, through the courtesy of the Secretary of State, Washington D. C., over two hundred reports from U S. Consuls in foreign countries, bearing on the subject of Hood prevention and Hood protection. Many of these are technical reports, made by Hood commissions appointed by the various governments, *Mn Shepherd resigned February 6, 1911. ‘(Ми Long removed to Philadelphia and resigned March 14, 1911. HISTORY AND OBJECTS OF THE COMMISSION. 9 and contain much information as to methods used and proposed in those countries. These reports will receive thorough study by the Engineering Committee, to determine whether any of them are applicable to conditions in the Pittsburgh district. "Maps have been made, showing the Hooded area of the city, which covers about sixteen hundred acres, and a schedule has also been prepared, from an actual canvass of the affected districts, of the amount of damages caused by these Hoods, as follows: March I5, 1907, when the height reached was 35.5 feet; February 16 and March 2o, 1908, 11111111 heights of 30.7 and 27.3 feet, respectively. In round numbers the amount of direct damage caused by these three Hoods was four million dol- lars, so far as ascertained, but the total loss, direct and indirect, will vastly exceed this figure, as the Commission has not yet received complete returns from property owners. “After a careful review of the Hood conditions in Europe, so clearly outlined in the reports already received, and personal experience with the damage sustained yearly by the ever increasing Hoods in Pittsburgh, we are convinced that this great subject must be dealt with in its entirety; that it will be impossible to intelligently design a wall around the city without all the facts; as it is necessary to completely and at all times keep out the Hood waters, and at the same time design a wall that will be of no greater height than necessary and at the least possible cost to the city. “The Engineering Committee believe it would not be doing its full duty to the Commission, or to the citizens of Pittsburgh, if it does not thoroughly consider every possible means for pre- vention of Hoods, which are bound to occur from time to time, or the lowering of their heights. “In the study of the problem the Engineering Committee propose to consider the following subjects and their bearing on its solution: - ‘ I. Walls or dikes` 2. Elevation, or filling in of ground subject to 0verHow. 3. Deepening and correction of navigable parts of the river channel. 4. Storage reservoirs. 5. Forestation of watersheds and any other means that may seem practicable. “Until a thorough investigation has been made, it is, of course, impossible to determine which of the above plans will give the needed results, or what combination of them may be necessary to ac- complish the desired result.” LEGISLATION. At the beginning of the year I9II, when the engineering work of the Commis- sion had reached a point where the prevention of Hoods was known to be feasible, it was decided that steps should be taken toward having the recommendations of the Flood Commission carried into effect by legislative action. A representative of the Flood Commission was sent to Washington and a pro- vision was embodied in the River and Harbor bill, which passed the last regular ses- sion of Congress, authorizing an investigation of Pittsburgh’s Hood problem by the National Vl/'aterways Commission. This Commission visited Pittsburgh on April 17, 1911, and on that day a hearing was held at the Chamber of Commerce of Pittsburgh, at which an outline of the plans of the Flood Commission was presented. (See Appendix No. 6). On the following day, the National \/Vaterways Commission, acoompanied by the Engineers and Committees of the Flood Commission and Chamber of Commerce, made a trip to Parker, on the Allegheny River, where they inspected the site of the dam for one of the proposed storage reservoirs, near the mouth of the Clarion River. The Flood Commission and Chamber of Commerce of Pittsburgh, as has been previously Set forth, supported the Appalachian bill, which passed Congress at the last regular session. This bill carried an annual appropriation of $2,000,000 for the ac- quisition of forest reserve lands in the Appalachian states. The Flood Commission had selected and surveyed many available reservoir sites in Pennsylvania, West Virginia and Maryland, and was desirous that the selections of the lands purchased under this act should be so made as t«o include the proposed sites. The Appalachian bill contained a proviso that before any such lands could be purchased, the consent of the state must first be secured. West Virginia and Maryland had passed such a law, but Pennsylvania had done nothing. The Flood Commission thereupon held a conference with the State VVater Supply Commission and the State Forestry Department, and an enabling act was agreed upon, which was thereafter irntroduced in the Pennsylvania Legislature. This act was passed through the efforts of the Flood Commission. IO LEGISLATION. Looking forward to the time when the cooperation of the counties in Pennsyl- vania affected by Hoods Would be necessary in the construction of Works for flood relief, the Flood Commission had a bill drafted enabling counties to borrow and expend mon- eys for this purpose, and also to enter into contracts with each other, or With the State, or with the United States, for the purpose of carrying out the necessary Works. This bill likewise became a law. The pfublication of this report by the Flood Commission, with its numerous maps, diagrams and halftones, entailed the expenditure of a large sum of money. The County Commissioners and County Controller expressed a Willingness to have Allegheny County defray the expense of this publication. It was found, however, that no author- ity existed, enabling the County to contribute to the work of the Flood Commission. The Commission therefore had an act prepared, conferring this authority upon the County, which was passed at the last session of the State Legislature. By authority of this act the County of Allegheny, under resolution passed by -the Commissioners, agreed to con- tribute $10,000 in 1912, for the expense of preparation and publication of this report. CHAPTER I. RESULTS OF INVESTIGATION S. Findings and Recommendations--Main Features ой Reservoir Projects-River \/Vall-­-Channel Revisions at Islands-Comparison of Net Cost ой Schemes-Scheme Finally Adopted-Comparison of Cost and Beneñts. FINDINGS AND RECOMMENDATIONS. The investigations and surveys of the Flood Commission of Pittsburgh, and studies based thereon, as fully described in the succeeding chapters of this report, enable the Commission to make the following statements: 1. Eloods at Pittsburgh are increasing in frequency and height. 2. It is not improbable that Pittsburgh will some day experience a forty-foot Hood. 3. The damage resulting from a Hood of a given height is steadily increasing. 4. The direct losses due to Hood damage at Pittsburgh amounted to over $12,- Oo0,000 in the last ten years, while in one year and Hve days, Ibetween March I5, 1907 and March 20, 19o8, three Hoods occurred, causing a direct loss at Pittsburgh of about $6,5oO,ooo. 5. If works for Hood relief are not carried Out, the direct losses due to Hood damage at Pittsburgh alone will, on a conservative estimate, amount to $40,oo0,000 in the next twenty years. б. The Hood losses along the Ohio Valley in one year, 1907, are Stated in the preliminary report of the Inland Waterways Commission for 1908 to have amounted to over $Ioo,ooo,ooo. 7. Flood relief by some form of local protection only, without storage reser- voirs, cannot be recommended because: (а) Such protective measures would give local relief only. (b) Such local relief would be the only benefit derived. (с) Dredging alone, without reservoirs, would not reduce Hoods suffi- ciently, and a wall would still have to be built. (d) The wall, without reservoirs, would have to be too high and would be too costly. 8. The Hood water that would otherwise cause damage can be impounded in storage reservoirs, and by this means Hoods can be prevented. 9. There are many favorable reservoir sites of large capacity available for Hood water storage on the drainage areas above Pittsburgh. Io. Forty-three Sites have been selected and most of them completely surveyed by the Flood Commission, the others having been studied from existing topographical maps and by means of partial surveys. 1,1. From a study of the relative effectiveness ой the various projects it was de- termined that adequate Hood reduction at Pittsburgh could be Obtained with twenty- eight of these reservoirs, while a Hnal analysis reduced the number to seventeen. 12. 1й the Seventeen Selected Projects above referred to had been in operation. I2 FINDINGS AND RECOM MENDATIONS. without any wall, the storage of Hood water in these reservoirs would have reduced all past Pittsburgh Hoods to below the danger mark, or 22­f0ot stage, with the exception of the great Hood of March, 1907, which would have been reduced from a stage of 35. 5 feet to a stage of 27.6 feet. 13. Supplementing the Seventeen Selected Projects by a wall along the low-lying portions of the river bank would confine all Hoods, including а possible forty-foot flood, Within the river channels. 14. Flood prevention by storage reservoirs is possible and practicable, and is rec- ommended because: (а) Т110 Hood relief would be extended over hundreds of miles of tributaries and of the main rivers, including the Ohio for many miles below Pittsburgh. (1)) Т110 11111р01111с10(1 Hood water, with proper manipulation of the reservoir system, would considerably increase the low-water How of the tributaries and of the main rivers. (с) This increased low-water How would greatly aid navigation and interstate commerce. ((1) Т110 increased low-water How would notably improve the quality of the water for domestic and industrial purposes. (0) Т110 sewerage problem of Pittsburgh and of many other communities along the rivers would be simplified. ' (f) The public health would be protected against the dangers arising from the unsanitary conditions caused by oVerHow and by extreme low water. (g) A considerable amount of water power would be incidentally developed. 15. The solution of the Hood problem therefore becomes of great importance to other communities along the river, and to the Counties and the State, and also, because of the beneñts to navigation, to the National Government. 16. Reservoirs for Hood control have been built in other countries, and have been so suocessful, both in preventing Hoods and improving the low-water How and naviga- bility of the rivers, that other large works of this kind are now under construction and many more are contemplated. 17. Prevention of Pittsburgh Hoods by storage reservoirs has in the past been pro- nounced possible Iby a number of eminent engineers. It has generally been thought im- practicable because of the cost, but these opinions as to cost were not in any case based on actual surveys, designs and estimates. 18. Т110 estimates of the cost of storage reservoirs and other works for Hood relief made by the Flood Commission are based on detailed surveys, and show that Pittsburgh can be completely safeguarded against Hoods at a cost of about $20,000,000. 19. The Commission urges the carrying out of the proposed works for Hood relief at the earliest possible date. The expenditure of this sum of $20,000,000 is warranted for the following reasons: (а) Had this expenditure been made, so that the beneñts therefrom would have been realized through the past ten years, more than half the amount would have been saved by prevention of the Hood damage at Pittsburgh alone. (b) The cost is but one-half the direct loss, amounting to $40,000,000, that it is estimated will otherwise be caused by Hood damage at Pittsburgh in the next twenty years. (с) Т110 large area affected by Hoods in Pittsburgh includes real estate having an assessed valuation of $160,000,000. If relieved from the Hood menace, this prop- RESULTS OF INVESTIGATIONS. I3 I erty would be increased in value at least $50,000,000, or more than twice the cost of the necessary Hood relief measures. (d) The cost is small considering the total loss by Hood damage in a few years, in all the districts that would receive benefits from Hood relief. (e) The Hood losses along the Ohio Valley in one year, 1907, are stated to have amounted to over $100,000,000. The proposed reservoir system would com- pletely relieve the upper Ohio from damaging Hoods, and reduce their height and damage for a considerable distance downstream. (f) The expenditure of the sum necessary upon the Allegheny and Mononga­ hela Rivers would be the important beginning of the construction of a comprehen- sive reservoir system upon all tributaries of the Ohio River. Such an extension of the system would prevent Hoods throughout the entire Ohio Valley. (g) The reduction of the maximum and the increase of the minimum How of those streams that are now navigable for any portion of the year would greatly im- prove the traffic opportunities upon them. At the maximum height the current would be greatly reduced, the clearance under the bridges increased, and access to landings easily obtained. During the lowest stages there would be an increase in depth over present conditions. (h) The annual saving due to the improved quality of Ithe water for domestic and industrial uses, and the prevention of damage resulting from chemical impurities in the water, at low stages of the streams, would, in itself, warrant the expenditure of a considerable portion of the cost of the proposed Hood prevention. (i) The water power that would be developed could be utilized to produce electrical energy, and thereby yield a revenue that would cover the cost of maintain- ing and operating the reservoir system and, in addition, render a return upon the in- vestment. R1vER WALL. The main features of the wall proposed in combination with reservoir control are as follows: Total length . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23,830 feet Height (maximum) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 30 feet Height (minimum) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9 feet Height (average) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14 feet Average cost per running foot . . . . . . . . . . . . . . . . . . . . . . .. $ 28 Total cost . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 667,200 Value of reclaimed land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 584,000 Net cost . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83,200 CHANNEL REVISIONS AT ISLANDS. The above Hgures are for the wall that would be required if the location following the natural bank line throughout should be used. As fully described in Chapter VIII, however, it was found that the elimination of the back channels at Six Mile, Herr and Brunot Islands would improve the river channels, and at the same time reclaim such con- siderable areas of valuable land that the net cost of the scheme would be less than with the wall following the natural bank line throughout. In the following comparison of the net cost of schemes, which gives the cost of the recommended method of Hood relief, namely the construction of the Seventeen Selected Projects and of the river wall to be used in combination therewith, the cost is therefore given for each of these wall locations. И TABLE No. 1. SUMMARY OF MAIN FEATURES OF VARIOUS GROUPS OF RESERVOIRS. 43 Projects 28 Projects 17 Projects Drainage areas, capacities, costs, etc. Allegheny Monongahela Combined Allegheny Monongahela Combined Allegheny Monongahela Combined Basin Basin Basins Basin Basin Basins Basin Basin Basins Total drainage area controlled, (sq. miles) 8,454 3,379 11,833 8,253 2,511 10,764 8,023 2,159 10,182 Total drainage area controlled, (per cent) 73 46 62 71.3 34.2 56.3 69.2 29.5 53.8 Total capacity, (mill. cu. ft.) 49,725.8 30,772 80,497 .8 48,603.2 23,969.9 72,573 1 42,178.5 17,302.9 59,481.4 Total cost of dams and appurte- _ nances, (dollars) 11,336,200 9,026,800 20,363,000 10,506,600 4,847,800 15,354,400 8,077,700 3,101,200 11,178,900 Cost per million cubic feet ca- pacity, (maximum), (dollars) 2,155 2,109 2,155 597 609 609 326 400 400 Cost per million cubic feet ca- pacity, (minimum), (dollars) 136 82 82 136 82 82 136 94 94 Cost per million cubic feet ca- pacity, (average), (dollars) 228 293 253 216 202 211 191 179 188 Total land area submerged, (in- cluding marginal strip) (acres) 26,826 17,094 43,920 26,039 12,809 38,848 20,860 7,429 28,289 Total cost of land submerged, (dollars) 1,038,800 390,500 1,429,300| 980,300 329,700 1,310,000 848,500 238,500 1,087,000 Average cost of land submerged, per acre, (dollars) 39 23 33 38 26 34 41 32 38 Total cost, including damages, etc., (dollars) 21,531,900 12,638,900 34,170,800 20,479,800 7,599,900 28,079,700 16,851,800I 4,820,300 21,672,100 Cost per million cubic feet ca- pacity, (maximum), (dollars) 2,611 2,449 2,611 857 838 857 719 646 719 Cost per million cubic feet ca- pacity, (minimum), (dollars) 210 112 112 210 112 112 210 224 210 lost per million cubic feet ca- pacity, (average), (dollars) 433 411 424 420 316 386 400 279 364 Total maximum capacity, (mill. cu. ft.) 54,082.8* 48,709.5 102,792.3* 51,029.7 36,034.9 87,064.6 43,555.4 26,299.8 69,855.2 Excess above flood control ca- pacity, (mill. cu. ft.) 4,3571* 17,937.5 22,294.5* 2,426.5 12,065 14,491.5 1,376.9 8,996.9 10,373.8 *Including Clarion No. 2.- Note. All figures in above table, except those opposite last two items, are for flood control capacity. RESULTS OF INVESTIGATION S. I 5 COMPARISON ‚ОБ NET COST OF SCHEMES. (Using 17 selected reservoirs and low wall.) (1) With wall along natural bank line throughout . . . . . $21,75 5, 300 (2) With wall modified to eliminate back channels . . . . . 20,035,100 Difference in favor of (2) . . . . . . . . . . . . . . . . . . . . . .. 1,720,200 SCHEME FINALLY ADOPTED. This comparison leads to the Hnal conclusion that the best method of Hood relief is the construction of seventeen selected storage reservoirs, supplemented by a river wall at Pittsburgh eliminating the back channels at the three islands, at a total net cost, in round numbers, of about $20,000,000. COMPARISON OF COSTS AND BENEFITS. The following table enables a ready comparison of ithe cost of the recommended method of Hood relief with the direct benefits to be derived, insofar as figures are avail- able. It has not been possible to obtain similar values for Hood relief to communities other than Pittsburgh. A study of the extent of this Hood relief, however, as shown in Chapter IX, which treats of the effect of storage reservoirs on the How of the rivers above and below Pittsburgh, will make it evident that the addition of these Hgures, if availaible, would enormously increase the above total value of benefits. It is evident also, that to these benefits should be added, if it were possible to reduce them to an approximate money value, the benefits to navigation and the value of water power, which are described in Chapters X and XII. TABLE N0. 2. COMPARISON OF COST AND BENEFITS OF FLOOD RELIEF. Net cost Benefits 17 i°esei‘voii's and river wall . . . . . . . . $20,О0О‚00О Estimated flood damage at Pitts- burgh in next 20 years . . . . . . . . . . $40,000,000 Maintenance and operation, Increase in value Pittsburgh real es- ($200,000 capitalized @ 5%). . . . . 4,000,000 tate in flooded district . . . . . . . . . . 50‚0О0,О00 Improvement of water for domestic and industrial supply . . . . . . . . . . . 6,000,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . $24,ООО‚ООО Total . . . . . . . . . . . . . . . . . . . . . . . . . $96‚ООО‚О00 CHAPTER II. ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. Combined Basins-General Location-Topography­Drainage-Geology- Coal-Oil and Gas-­Glaciated Area-Forest Cover--Precipitation -Discharge — Temperature-Developments ­- Navigation-Rivers- Canals -— Railroads —- Industrial Developments — Population —- А11е- gheny River-Monongahela River--Ohio River. COMBINED BASINS. GENERAL LOCATION. The Allegheny and Monongahela Rivers form the headwaters of the Ohio River and join at the City of Pittsburgh. The area drained by the two rivers lies in a norther- ly and southerly direction, and covers practically the western third of the State ой Pennsylvania. The extreme northern end of the basin is in the southwestern corner ой New York State, thirty miles south of the City of Buffalo, and at one point the watershed is only four miles distant from the edge ой Lake Erie. The southern end involves the northeastern part of West Virginia and the northwestern corner of Mary- land. The Allegheny and Monongahela drain areas of 11,580 and 7,340 square miles re- spectively, or a total ой 18,920 square miles. The distribution of the combined basins, in per cent ой агеа, is as follows: New York, 10; Pennsylvania, 66; West Virginia, 22; Maryland, 2. The area of the basins lying in Pennsylvania is equal to 27.5 per cent ой the total area of the state. The basins have a greatest length of 290 miles, an average width of about 65 miles and a least width of 46 miles, across the Allegheny at Kittan- ning. The combined area is equal to 9 per cent of the total area ой the Ohio Basin, which is 21o,ooO square miles. TOPOGRAPHY. The Allegheny and Monongahela Rivers, including with the latter the Tygart Val- ley River, practically mark the dividing line between the mountainous Appalachian coun- try and the wide and much lower table land which slopes gradually westward to the Mississippi River, about 600 miles distant. The principal rivers Howing from the outside sl­opes of the basins are as follows: On the northeast, in Pennsylvania, the Genesee, which enters New York State and joins Lake Ontario; along the middle east and southeast, the Susquehanna and Potomac, both draining into the Atlantic Ocean; from the southeast and south, the Big Kanawha, which enters the Ohio 265 miles below Pittsburgh. The Beaver River, which enters the Ohio from the north 26 miles below Pittsburgh, drains the country immediately west of the Allegheny watershed. At the southeastern line of Randolph County, \/Vest Virginia, where the watershed is 4400 feet above tide, and where it turns northwest from one of the ranges of the Alle- ghenies, the sources ой three rivers lie within a range ой 1055 than half a mile. One ой these streams is the Dry Fork, a branch of the Cheat, which in turn empties into the Monongahela, and the other two are the Potomac and Kanawha. The upper part ой the James River is about 14 miles to the east. Pittsburgh from Duquesne Heights showing conñuence of Allegheny and Mon-ongahela Rivers. ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. I7 The rim of the combined basins is considerably lower on the West side, particularly upon nearing Pittsburgh from the north and south. The averages of the higher eleva- tions are as follows: Allegheny River, west side, I 330 feet, east side, 2275 feet; М 011011- gahela River, west side, 1950 feet, east side, 3800 feet. In the extreme northwestern portion of the basin, around the headwaters of the Alle- gheny, the topography is a broken plateau, with the higher parts averaging about 2200 feet or over. In this region it is found that nearly I500 square miles, or 8 per cent of the combined basin area, is above an elevation of 2000 feet. The greater part of the country between Kinzua Creek valley and the Conemaugh River is under 2000 feet, the higher elevations of portions not exceeding I 500 feet. The very high country begins at the head of the Kiskiminetas and extends in the eastern side of the basins for a width of about 30 miles to the southern end. In this region, about I4 per cent of the combined basin area lies above an elevation of 2000 feet, slightly over 3 per cent above 3000 feet, and I per cent above 4000 feet. The main ridge of the Allegheny Mountains is situated about 30 miles to the south- east of the source of the Allegheny and, following the southwesterly trend of the general mountain system, joins the watershed line of the basins northeast of Johnstown, at the head of the Conemaugh tributary. From here, with elevations of nearly 3000 feet, it forms the rim of the basin nearly to the Maryland state line, Hnally entering the basin and converging with Negro or Hoops Mountain, northeast of Oakland, in Maryland. A short distance to the south, Hoops Mountain runs out, becoming involved in the irregular mass of the hills to the southwest. Probably the most persistent range in the basins is the Laurel Ridge, with a full length of I 50 miles, which has its beginning a short distance north of the Conemaugh River, crosses that stream a few miles west of ~Iohnstown, and then crosses the Youghio- gheny west of ConHuence and the Cheat River just to the west of Rowlesburg, W. V a., after it has passed along a part of the West Virginia-Maryland state line. This ridge has the name of Rich Mountain south of Tygart River, which it crosses west of Elkins. It terminates at Mast Knob, elevation 4000 feet, on the watershed at the head of the Buckhannon River. The next range to the northwest is the Chestnut Ridge, which also has its beginning a short distance to the north of the Conemaugh valley and crosses that valley to the east of Blairsville, the Youghiogheny to the east of Connellsville and the Cheat River at Mont Chateau, coming to an end, or disappearing as a distinct ridge, a short distance to the south. This range has a length of about 75 miles. Savage Mountain, in Pennsylvania, the next ridge to the southeast of the main Allegheny, forms a short part of the watershed at the Pennsylvania­Maryland state line, and a longer part of the watershed south of Oakland. It enters the basin north- east of Parsons, with the name of Backbone Mountain, which changes to McCowan Mountain along the eastern side of the Cheat River, and then to Cheat Mountain, after it crosses to the west side of Shavers Fork, east of the town of Elkins. Northeast of Parsons, this range attains an elevation of 3800 feet, gradually reaching 4700 feet at the head of the Shavers Fork. Knobs on Shavers Mountain, which parallels Shavers Fork immediately to the southeast, reach elevations of 4800 feet. The whole region east of the Chestnut Ridge, of the Tygart River above Grafton, and of the Buckhannon River, is mountainous. DRAINAGE. It is obvious that the rock formation, together with glacial action, has had a great deal to do with the drainage system of the basins. To some extent the two main rivers 18 DRAINAGE. have followed the softer materials and probably have been influenced, more or less, by the general dip of the formations. By inspection of the map it will be seen that both of the main streams, for much of their length, follow a course close to the western watershed. At Parker, for instance, there is an intervening distance of only 6 miles; and in fact, from Franklin to Pittsburgh, the distance between the main river and the western watershed would not average much more than this. Along this narrow stretch, in which the stream has a length of about 126 miles, only two tributaries of any importance are received by the Allegheny. About 59 per cent of the basin area lies to the east of the Allegheny and Monongahela Rivers, the Tygart Valley River being considered as a part of the main stream of the latter. The tributaries of both rivers average larger on the east, are more numerous, have greater slopes, and for the most part flow in narrower and more rugged valleys, fre- quently on solid rock beds. In portions of these tributaries, notably in the Clarion, Kiskiminetas, Youghiogheny, Cheat and Tygart valleys, unusually huge rocks, some of them of conglomerate formation, have fallen down on the slopes and into the stream bed. With the exception of the lower reaches of the Kiskiminetas and Youghiogheny, nearly all the eastern valleys are comparatively thinly settled and are but little developed, whatever cultivation there is being mostly on the upland. On the west, the larger val- leys are more open, and cultivated to greater extent. In the glacial region portions, some of the larger streams meander sluggishly through long reaches of nearly level bed, which, in a number of cases, are extensive swamps lying over buried valleys. The principal Allegheny tributaries on the east, 13 in number, have an average length of 47 miles and an average fall per mile of 22.8 feet. rl`he principal tributaries on the west, 10 in number, have an average length of 37 miles and a fall per mile of 16.7 feet. The Monongahela, on the east, has 9 tributaries, with an average length of 45.6 miles and fall per mile of 31.9 feet; on the west, 7 tributaries, with an average length of 44 miles and fall per mile of 19.7 feet. The streams with a drainage area of 50 square miles or over, directly or indirectly tributary to the two rivers, are 67 in number, and have a total drainage area of 15,907 square miles, or 84 рег cent of the combined area of the two basins. Of this area, 59 per cent is in the Allegheny Basin, and 41 per cent in the Monongahela. It is considered by geologists that a remarkable diversion of drainage has taken place, involving the Allegheny and a large part of the Ohio, together with many of the lateral streams. From the study made of the whole region, it is thought that three prin- cipal buried channels of ancient origin have been discovered. The upper one, leading northwardly from the vicinity where Salamanca now stands, originally caused all the Allegheny above that place to enter Lake Erie a few miles northeast of Dunkirk, New York, while that part of the Allegheny now flowing southwardly to Warren, moved in the opposite direction, joining as a tributary near Salamanca. The middle buried channel has a northwesterly course from the mouth of French Creek, and would indicate that the Allegheny originally flowed northwestwardly along the line of French Creek, passing Conneaut Lake and entering Lake Erie in Pennsylvania, near the Ohio state line. In this case the present Allegheny, from a point south of War- ren, served as the main stream, but the part nearly as far down as the mouth of the Clarion flowed northwardly as a tributary. It is thought that from the mouth of the Clarion River southward no material change has taken place, and that the Clarion formed a part of the main stream, with all tributaries much the same as now. The 01110 Hows over its original bed as far as the mouth of the ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. 19 Beaver, from which point it is supposed to have turned north along the line Iof the Beaver, then along Mahoning River, in the state ой Ohio, joining Lake Erie via the Grand River. A considerable reach ой 1110 Ohio, below the mouth ой 1110 Beaver, Howed north- eastwardly along the present channel, as a tributary. No change is believed to have oc- curred in the general course of the Monongahela. GEOLOGY. Within the watershed of the Allegheny and Monongahela Basins, 1110 geological formation is one ой national importance, especially when considering the resources of coal, oil and gas. Although large amounts ой 1110 mineral wealth have been expended, by far the greater part remains to be taken from the ground. The greater part of the com- bined area is mineralized, the minerals found including coal, oil, natural gas, building Stone, shales, limestone, plastic and Hint clays, sand, gravel and iron ore. Coal. About 13,000 square miles, or 7o per cent, are laid with coal, of which 2100 square miles, or 11 per cent, is the well-known Pittsburgh coal bed, averaging about 7 feet in thickness and containing, in its original state,.probably 16.4 billion tons of commercial coah The whole stratified rock structure ой 1110 Allegheny valley has a southerly dip, Suf- Hcient to cause the strata to be thrown 0111 10 1110 511гйас0. For a distance of about 255 miles below the headwaters, the bed of the Allegheny River lies in a Series of formations composed ой shales, sandstones and conglomerates, each in turn being cut by the stream, until a geological distance or thickness ой about 3000 й001 11а5 been traversed. Several small beds of coal are held in the top of the conglomerate. Next in order along the river, and overlying the above strata, are the measures containing workable coal beds, also interlaid with sandstones and shales, all ой which keep dipping down under the river, in a southerly or southwesterly direction. The bottom of the above coal measures is reached in the vicinity of Red Bank Creek, and from here to the mouth of the river, a distance of about 65 miles, about 55o feet ой 1110 strata have been cut by the river. The lower formation ой 111050 measures has a thickness of about 300 й001, and its highest coal bed, the Upper Freeport, lies about 25o feet under the water surface at Pittsburgh. Although the bottom of the measures, as above Stated, is reached by the river near the mouth of Red Bank Creek, the incline of the strata, in passing through the high country away from the valleys, permits the field to extend much further to the north. ‘ Around the head of the Ohio, the Pittsburgh bed outcrops in the hills »about 350 й001 above water, and from here up the Monongahela it keeps above water, in a series ой waves caused by anticlines anH synclines, for a distance of nearly 5o miles, when it descends under water, reappears at 6o miles, again descends at 65 miles and reappears at 81 miles, ascending into the hills. From this point southwardly, the greater part of the immediate valley of the Monongahela River is barren ой соа1, which is present, how- ever, in the hills above the stream. To the west or southwest, the coal dips deep under the tributaries. The part of the basin area which holds the Pittsburgh coal bed is in the southwest, and in a general way would be bounded by a line drawn from Pitts- burgh to Black Lick, Pa., thence to Weston, W. Va. This coal originally was ой vast area, eastwardly and northwardly, but the wearing down of the country has greatly reduced it. With the exception of several comparatively small areas, no coal exists in the 20 GEOLOGY. higher southeastern portion of the basin area, and none is present on the greater part of the Chestnut Ridge, or on much of the Laurel Ridge, in Pennsylvania. There is little coal to be found in the immediate valley of the VV est Fork above Clarksburg. The production of coal is considerably greater in the Monongahela than in the Allegheny Basin. In some of the coal­bearing valleys where there are two or more workable beds, these are frequently widely separated, with the stream lying in the intervening space, which may be taken up by shales or sandstones. In many cases where the horizon of the coal is high, the streams have cut down entirely below the measures, causing them to crop out back on the hillsides, in some places at great height. In a considerable por- tion of the coal area in the lower half of the combined basins, there are 7 or more beds of commercial value, varying in thickness from 3 10 11 feet. For an average distance of about 30 miles below the entire northern end of the basins, no coal is found, this area being taken up with shales and sandstones. Oil and Gas. The oil and gas belt, as developed to this time, passes through the combined basins from the northeast edge, paralleling, in a general way, the mountain ranges which lie to the east. The course of the belt is about S. 35° VV., and the axis, where it enters the basin, is about 16 miles east of Olean. From here to the vicinity of Franklin, most of the belt lies south of the Allegheny River, with the axis nearly 10 miles to the southeast of that city. Pittsburgh is nearly on the axis, and here the Held has ia total width of over 30 miles. In continuing southwardly, it is found that the eastern edge of the belt is practically bounded by the Monongahela River as far as Fairmont, West Virginia; and that further to the south, to the southwestern edge of the basin, the Held involves the greater part of the West Fork River drainage area. The oil and gas industry rapidly moved to the southern half of the basins, and it is notable that probably the largest producing gas Held, when considering the area, has recently been opened on the upper reaches of the West Fork River. This Held is now being heavily drawn upon. The productive Held is not of solid formation, but is sep- arated into hundreds of areas or pools, regardless of the land surface, some small and others covering considerable extent of country. The commercial discovery of oil and gas occurred in the northern part of the Alle- gheny Basin, in the year 1859, and while the general utilization of the product pro- gressed considerably from that time, it was not until about 20 years later that the tre-~ mendous activity began, which has ever since continued. The Allegheny River region has been the pioneer of the oil and gas business. Science or experience has determined no deHnite way of estimating the life of these resources, but it is evident that much of the area will soon be entirely depleted, as parts of the older sections have been reduced from an output of many hundreds of barrels per well per day to about two or three barrels, and many wells have been abandoned. Glaciated А rea. Slightly to the north, and generally paralleling the limit of the coal Held, is the Terminal Moraine, north of which is the glaciated Held, covering about 2900 square miles, or 25 per cent of the area of the Allegheny Basin. The southern limit of the glacial Held, as marked by the moraine, involves only a small reach of the Allegheny River, at Olean, the remaining part of the moraine being situated’a few miles to the north of the ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. 21 stream, which it follows in a general way, crossing Great Valley Creek 4 miles north of Salamanca, Conewango Creek 8 miles north of Warren, and, keeping to the north of Ti- tusville, crosses French Creek б miles above the Allegheny River at Franklin. The glaciers, which had a thickness of many hundreds of feet, passed across the country, wearing it down and breaking off fragments of rocks, which were Hnally worn into rounded stones or pebbles, and, through disintegration, to a considerable extent formed into sand. This material gradually descended to the bottom of the ice-sheet and was deposited, in many places to great depth. In fact it has been found to extend to a depth of 300 feet, or more, in some of the valleys and upland country of the Alle- gheny Basin, to which locality the glacier moved in a southerly direction, as indicated by the striae upon the surface of the solid rock and the general conformation of the worn parts. Investigations made by geologists have shown that a large part of the material carried was received from the granites and other hard rocks of the far north, and for this reason, the sand, especially as found in the Allegheny River and some of its tributaries, is hard, sharp and clean. Along the southern edge of the ice sheet, where it melted, a moraine was formed, made up of an accumulation of a certain amount of earthy material, but largely com- posed of sand, pebbles, boulders and irregularly shaped fragments of stone, some of the last mentioned being planed off on only one or two sides and frequently striated. The gravel, which forms the greater part of the bed of the Allegheny, traveled down the natural trough of the valley from the glacial Held, and in few cases, judging from lim- ited observations made at the time of the stream examinations, found its way, in any considerable amount, into the tributaries, with the exception of those Howing in a southerly course directly from the field. The region north of the moraine abounds in small glacial lakes and swamps, the former to the number of about 15, all tributary to the Allegheny. The largest of the lakes is Lake Chautauqua, situated in the southwestern corner of New York State, with an elevation of 1308 feet, a length of 18 miles and an average width of 1.2 miles. The next largest is Conneaut, located very near the western edge of the basin, in Craw- ford County, Pa., with an elevation of 1072 feet and a length of 2.6 miles. FOREST COVER. In the original conditions, before the great activity of man, practically all the drainage area above Pittsburgh was heavily timbered. Probably as much as 18,000 square miles were wooded with a growth of commercial value. Through the co- operation of the United States Forest Service and the Pennsylvania Forestry Depart- ment, a Held investigation of the present conditions and area of forest cover on the drainage basins has been made. The report on this investigation is given in Appendix No. 1, together with a map, showing the extent and distribution of the wooded areas* Computing the total area of virgin forest, as shown on this map, it is found that only about 360 square miles, or 2 per cent, remain, scattered in numerous de- tached parts, over the high land of the northeastern and southeastern portions of the basins. It is true, of course, that in the aggregate a large area has been permitted to regrow, in many places two and three times over, and these areas, at present, total about 7700 square miles, or 41 per cent of the combined basin area. A part of this, however, is evidently composed of comparatively small timber. About 42 рег cent of the Alle- gheny Basin is wooded and about 39 per cent of the Monongahela. The total area de- stroyed by Hre in the two basins exceeds 400 square miles, or over 5 per cent of the *This map will be found in the pocket at the back of the book. 22 ` FOREST COVER. wooded area, and a large part of this has involved virgin timber. The burned area has been estimated from present indications only. Nearly all the more thickly wooded country in the Allegheny Basin lies in Potter, McKean, VVarren, Forest, Venango and Elk counties, Pa., and southern Cattaraugus County, N. Y., generally at altitudes of between 1500 and 2000 feet. The extreme southeastern corner of the Allegheny Basin is fairly well timbered in Cam- bria, Westmoreland and Somerset counties, principally on the Chestnut, Laurel and Alle- gheny ridges, above elevations of 1500, with the larger part occurring above 2000 feet. As may be noted on the forest map, these mountains, as well as Negro Mountain, can readily be traced by the forest cover, which condition continues on the high elevations into the upper regions of the Monongahela. By far the greater amount of timber in the basins lies on an altitude above 1500 feet. Over about all of the western half of the two basins the wood cover is broken up into innumerable small areas, sometimes widely separated. This condition obtains across the entire narrow part of the Allegheny Basin in Iefferson, Indiana and Armstrong counties. The prevailing forest types and the regions where largely found are as follows: White pine, in the north and northeastern part of the Allegheny; spruce, in the southern portions of the Monongahela ; hemlock, mixed oaks and chestnuts, scattered over the two basins; beech, birch, maple and basswood, also scattered over both basins, but com- monly above 20o0 feet, and, on the Allegheny, mostly around the headwaters. The following table shows the drainage and wooded areas of the various tributaries of the Allegheny and Monongahela Rivers. The drainage areas were measured on the Flood Commission’s original map of the basins, carefully prepared from the best avail- able data on a scale of 1 inch equals 4 miles; the wooded areas, on the original map of the U. S. Forest Service, scale, 1 inch equals 6 miles. TABLE No. 3. DRAINAGE AND WOODED AREAS OF ALLEGHENY AND MONONGAHELA RIVERS AND TRIBUTARIES. ALLEGHENY BASIN Total area Wooded area Wooded Cleared Stream (Sq~ mÍ~) (Sq. mi.) (Per cent) (Per cent) Allegheny . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11580 42 Buffalo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 167 56 34 66 Kiskiminetas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1877 693 37 63 Beaver . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 55 9 16 84 Loyalhanna . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 278 87 31 69 Black Lick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 414 165 39 61 Conemaugh above Stony Creek . . . . . . . . . . . . . . . 188 103 55 45 South Fork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61 32 52 48 Stony . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 464 205 44 56 Shade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 72 75 25 Quemahoning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I09 45 43 57 Crooked . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 287 68 24 76 Cowanshannock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 63 I5 24 76 Big Pine . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52 I3 25 75 Mahoning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 417 128 3 1 69 Red Bank . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 585 222 38 62 Little Sandy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79 30 38 62 North Branch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102 67 66 34 Веаг . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61 20 33 67 Clarion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1213 _ 762 63 37 Sandy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I52 55 36 64 East Sandy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104 66 64 36 ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. 23 TABLE No. 3-(Continued.) DRAINAGE AND WOODED AREAS OF ALLEGHENY AND MONONGAHELA RIVERS AND TRIBUTARIES. ALLEGHENY BASIN Total area Wooded area Wooded Cleared Stream (Sq. mi.) (Sq. mi.) (Per cent) (Per cent) French . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1238 243 20 80 Sugar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 163 40 25 75 Conneaut Lake . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 20 21 79 Cussewago . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105 17 16 84 Woodcock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67 7 10 90 Muddy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75 15 20 80 East Branch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86 17 20 80 North Branch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 217 51 23 77 Oil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 303 128 42 58 Tionesta . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 477 41 1 86 14 Hickory . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 56 54 98 2 Brokenstraw . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 319 148 46 54 Little Brokenstraw . . . . . . . . . . . . . . . . . . . . . . . . . . 79 34 43 57 Conewango . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 892 215 24 76 Kinzua . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 169 1 54 91 9 Great Valley . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 137 44 32 68 Tuneungwant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 160 125 78 22 Olean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 201 51 25 75 Oswayo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 246 159 65 35 Potato . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 225 169 75 25 Allegheny above Potato . . . . . . . . . . . . . . . . . . . . . . . 300 200 67 33 MON ON GAHELA BASIN Monongahela . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7340 2857 39 61 Turtle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 145 16 1 1 89 Youghiogheny . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1732 851 49 51 Big Sewickley* . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 58 14 9 91 Jacobs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101 26 26 74 Indian . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 126 84 67 33 Laurel Hill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 128 83 65 35 Casselman . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 448 254 57 43 Youghiogheny above ConHuence . . . . . . . . . . . . . . 432 250 58 42 Redstone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109 15 14 86 Ten Mile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334 61 18 82 Whiteley . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52 9 18 82 George . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66 14 21 79 Dunkard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 229 41 18 82 Cheat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1410 973 69 31 Big Sandy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201 105 52 48 Dry Fork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 502 390 77 23 Shavers Fork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211 176 83 17 Deckers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62 29 47 53 Buffalo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 122 19 16 84 Tygart Valley . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1369 587 43 57 Three Fork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103 40 39 61 Sandy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 87 28 32 68 Teters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . 53 19 36 64 Buckhannon . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 304 114 37 63 Middle Fork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 152 89 58 42 West Fork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 876 129 15 85 Теп Mile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 126 27 21 79 Elk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 120 10 8 92 *Also called Sewickley. 24 COMBINED BASINS. PRECIPITATION. By careful research the Flood Commission has obtained records ой 84 rainfall stations scattered over the Allegheny and Monongahela Basins, all of which are Operated under the supervision of the United States Weather Bureau. About 50 of these stations have been in operation for a period of over 20 years, while the Pitts- burgh station has been in service for 68 years. A study of these records shows that the mean annual precipitation over the Alle- gheny Basin amounts to 42.4 inches. The lowest mean annual rainfall, 37 to 39 inches, prevails close along the Lake Erie front and from here increases southwardly. The Clarion and Kiskiminetas River Basins probably receive more rainfall than those of any other tributaries on the Allegheny Basin. The Clarion has a mean annual rainfall of about 43 inches at the mouth, increasing to 46.4 inches at Clarion and then falling to about 38 inches at its source. The Kiskiminetas has a rainfall of 42.2 inches at its mouth, decreasing to 38.7 inches at Saltsburg, and then increasing to 45.1 inches at Johnstown and reaching a maximum ой 48 inches at its source. The minimum an- nual rainfall recorded on the Allegheny Basin occurred in 1887, at Saltsburg, Pa., when the total precipitation for the year was only 22.3 inches. The maximum annual rainfall occurred in 1870, at Franklin, Pa., when the total precipitation for the year was 59.7 inches. Ine mean annual rainfall on the M onongahela Basin is 45.5 inches. The region of lowest rainfall is along the lower reaches of the valley, the minimum mean annual pre- cipitation, 39.2 inches, being at Lock No. 4. The greatest mean annual rainfall occurs along the Allegheny Mountain ridges in West Virginia, the average at Pickens being 55.5 inches, and at Terra Alta 57.9 inches. The basins ой the Youghiogheny and Cheat Rivers receive a gieater precipitation than those of any other tributaries. In years of heavy rainfall the annual precipitation is considerably greater than the above ñgures, the maximum recorded at Pickens being 80.9 inches, in 1907, and at Terra Alta, 75.5 inches, also in 1907. The minimum annual rainfall on the two basins is recorded for 1886, at Rowlesburg, and amounted to only 19.1 inches. It is interesting to note the wide range in the annual rainfall at this station, where the variation is the greatest of any ой the stations studied, the maximum ой 72.1 inches, in 1907, being nearly four times the above minimum. It is notable that in 60 different cases the monthly rainfall has exceeded Io inches at various stations, while several times it has exceeded 15 inches. Records show that in general July is the month of maximum rainfall. Reliable records of snowfall on the combined basins are decidedly meagre. The Flood Commission has succee-ded in getting together authentic data on this subject for the winter of 1909-Io. A comparison of the map showing lines ой equal mean annual rainfall, Plate 91, Appendix No. 2, with the map showing distribution of snowfall for the above mentioned winter, Plate 1, Chapter III, shows a very marked resemblance. The summits of high rainfall, Clarion, Pa., Humphrey, N. Y., Somerset, Pa., Terra Alta, W. Va., and Pickens, W. Va., are also summits ой high snowfall. The total depth of fallen snow on the Allegheny Basin varied from 47 inches at Pittsburgh to 112 inches at Clarion, Pa., and from 29 inches at Morgantown to 117 inches at Pickens, W. Va., on the Monongahela Basin. Although in general the total snowfall on the Allegheny and Monongahela Basins is nearly the same, there is a great difference in the length of time snow stays on the ground on the two basins. Over the whole Allegheny Basin, as far south as the ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. 25 mouth of the Kiskiminetas River, in the winter of 1909-10, a blanket of snow from 2 to 5 feet in depth was the general condition. On the northern part of the basin, in a belt from a point a little north of Corry, Pa., southeast to Brookville, Pa., the snow lay to a deoth of about 4 feet for over a month. South from the mouth of the Kiskiminetas to below Pittsburgh, the depth across the basin was considerably less. In fact a depth of 8 to 12 inches is about as great as is generally found for any considerable length of time on the Monongahela Basin, even on the high lands, south of the Pennsylvania state line. In this part of the basin, on the lower levels, and under about 1500 feet, the ground is frequently bare for much of the winter. DISCHARGE. The greatest discharge of the Allegheny at Pittsburgh occurred in February, 1891, and is estimated to have reached about 300,000 second­feet, or 26 second­feet per square mile of drainage area. The minimum discharge at the mouth is about 950 second- feet, or 0.082 second-foot per square mile. The maximum discharge at Kittanning, 46 miles above the mouth, which occurred in 1865, is estimated to have amounted to 245,000 second­feet, or 27.2 second­feet per square mile. This is the maximum Hood recorded for the Allegheny, except in the 30 miles below the mouth of the Kiskiminetas, where the maximum, as above stated, oc- curred in 1891. The height of the crest of the 1865 Hood above low water at various points along the Allegheny, above Freeport, as taken from the profile of the U. S. En- gineers, survey of 1897, was as follows: Oil City . . . . . . . . . . . . . . .. 22 feet Parker . . . . . . . . . . . . . . . .. 25 feet Franklin . . . . . . . . . . . . . . .. 23 “ Red Bank . . . . . . . . . . . . . . . 24 “ Kennerdell . . . . . . . . . . . . .. 26 “ Mahoning . . . . . . . . . . . . . .. 28 “ Emlenton . . . . . . . . . . . . . .. 31 “ Kittanning . . . . . . . . . . . . .. 30 “ Foxburg . . . . . . . . . . . . . . ._ 25 “ Ford City . . . . . . . . . . . . . .. 32 “ The maximum discharge at Lock N0. 4, on the Monongahela, 41 miles above the mouth, from a drainage area of 5430 square miles, occurred in 1888, and amounted to 207,000 second­feet, or 38.1 second­feet per square mile. It is notable that this maxi- mum discharge, as well as that on all important tributaries of the Monongahela above this point, occurred in July, usually a low-water month. On account of the navigation dams, no systematic record of low-water How of the Monongahela has ever been made, but the estimated discharge at the mouth in 1908 was 325 second­feet, or 0.044 second- foot per square mile. The reports of the Chief of Engineers, U. S. Army, give the min- imum discharge as 160 second­feet, or 0.022 second­foot per square mile. TEMPERATURE. Except at a few points, authentic records of temperature extending over any con- siderable period are not available for the Allegheny and Monongahela Basins. In all, records of 26 stations within the basin have been collected. These records tend to show that the mean annual temperature of the Allegheny Basin is from 2 to 3 degrees lower than that of the Monongahela. There seems to be little or no relation between the temperature and elevation on either basin. 26 DEVELOPMENTS. TABLE N0. 4. TEMPERATURE AT UNITED STATES WEATHER BUREAU STATIONS. (In or near the Allegheny Basin.) Station Maximum Minimum Mean Elevation Pittsburgh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103 —2о 52.7 704 Freeport . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97 ——16 . . . . 772 Johnstown . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102 -17 51 .4 I 184 Indiana . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97 —22 49.9 1350 Clearfield . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98 - 8 . . . . . . . . Skidmore . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 96 —16 . . . . 910 Grove City . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 94 -19 . . . . 1250 St. Marys . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 —14 1749I Franklin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 -—30 48 .6 955 Greenville . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97 —24 48. 2 ` 950 Saegerstown . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99 -3 5 47. I 1116 Warren . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98 -26 47 . 1 1206 `lamestown . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 95 -31 47.2 . . .. Erie . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 94 —16 48. 8 714 Franklinville . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 -—-34 44. 6 . . . . (In or near the Monongahela Basin.) Pittsburgh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103 -20 52. 7 704 Irwin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 99 —12 . . . . 884 Cassandra . . . . . . . .‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98 -—-19 47 . 8 2000 Derry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103 —21 51 . 2 2300 Lycippus . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 100 —22 51 . 1 1420 Claysville . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98 —16 . . . . 1030- California . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 99 -I2 . . . . 770 Somerset . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98 -24 47.5 2250 Uniontown . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 98 -22 52. 5 1000 Aleppo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97 -17 50. 9 1060 Morgantown . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105 —-25 52.8 1250 Terra Alta . . . . . . . . . . . . . . . . .1 . . . . . . . . . . . . . . . . . . . 94 —24 48. 8 3207 Grafton . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 99 —27 52.3 985 Lost Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 99 —-3 5 52.1 1033 Philippi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Ioo -28 52.1 1192 Parsons . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 95 -21 50. 2 1662 Buckhannon . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99 -31 51 . 7 1472 Glenville . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 100 —29 53.3 . . . . Elkins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 94 --21 49.8 1940 Pickens . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 96 -24 49.9 2785 DEVELOPMENTS. History indicates that the first white man navigating the Allegheny River, or the Ohio River, as it was known for many years after discovery, was a Frenchman, who, in company with some Indians, descended the stream about 240 years ago, coming by various portages from the St. Lawrence. Nearly a century later, or about the year 1749, another Frenchman descended the stream, also in company with Indians. Then followed the founding of Pittsburgh, in the year 1758. А1 about this time, bitumi- nous coal, the first coal found in Pennsylvania, was discovered, and in 1792 the first blast furnace in Pittsburgh was built. Water Transportation. In the early development of Pittsburgh, the transportation afforded by the natural" waterways was of great importance. The first steamboat on western rivers, called the- ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. 27 New Orleans, was built at Pittsburgh, in 1811. From this time on, navigation rapidly increased and developments in general broadened along the Allegheny, Monongahela and Ohio Rivers. Rivers. The Monongahela River is slackwatered by means of 15 locks and dams, from the mouth to a point on the West Fork River, 4 miles above Fairmont, W. Va., .a total distance of 131 miles. The lower 89.5 miles of this stretch of the river was canal- ized by the Monongahela Navigation Company, incorporated under an act of the legisla- ture of Pennsylvania in 1836. This company constructed seven locks and dams, pro- viding slackwater from Pittsburgh to within 2 miles of the West Virginia state line. These works were acquired by the U. S. Government in 1897. The other locks and dams ir. the system were built by the Government and were completed as follows: No. 9, 1879 ; No. 8, 1889; Nos. 10 to 15, inclusive, 1904. The Hrst lock and dam of the system is 1.9 miles above the head of the Ohio. The depth over lock sills at dams Nos. 1 to 5, inclusive, is 8.5 feet; at No. 6 is 6.7 feet; at No. 7 is 6.0 feet; at No. 8 is 5.0 feet; at No. 9 is 5.3 feet; at Nos. 10 to 15, in- clusive, is 7.1 feet. Dams Nos. 1, 2, 3 and 5 have two locks, 56 feet by 360 feet; No. 4 has two locks, 50 feet by 158 feet and 56 feet by 227 feet, respectively; N os. 6 to 9, in- clusive, have single locks 50 feet wide and from 159 to 165.5 feet long; Nos. 10 to 15, inclusive, have single locks 56 feet by 182 feet. The lifts of the locks at low water vary from 4.4 feet to 13.0 feet. The Youghiogheny River was slackwatered, by private interests, about the year 1850. This was dion@ by two locks and dams, the improvement extending from the mouth to West Newton, a distance of 19 miles. The structures, being largely of wood, were several times severely damaged by high water and ice, and the works were abandoned about the year 1868. The government has recently made surveys and is now making plans for re- «establishing slackwater to West Newton, with a navigable depth of 8. 5 feet. In 1875, sur- veys were made across the divide from the Potomac River to the mouth of the Youghio- gheny, for the purpose of a connecting waterway between the Chesapeake and Ohio Canal and the Ohio River. The Allegheny River has been improved by the United States Government with a system of three locks and dams, which extend slackwater, with a navigable depth of 8 feet, from the mouth of the river to Natrona, a distance of 24 miles. Lock No. 1 is 55 feet by 286 feet, and Nos. 2 and 3 are 56 feet by 289.5 feet. The lifts at low water are 7, 11 and 10.5 feet, respectively. This improvement was made between 1893 'and 1908. Above Natrona, at the foot of Jacks Island, the river remains in its natural state, with the exception of a few short reaches where the government has built small works, such as dykes, designed for improving the depth at Shoals. Surveys of certain reaches of the stream, by the U. S. Engineers, have been made .as follows: 1828, Franklin to Pittsburgh; 1878, Olean to Franklin; 1897, Oil City to Tarentum. The large scale maps of the latest survey show the physical characteristics of the whole stream bed in detail. At the time of the survey of 1897, estimates were made for the extension of slackwater to Oil City, 112 miles above Tarentum, and also from that place to the New York state line. It was found that the total lift of 280 feet, to Oil City, required 22 locks, including the 3 now built. From Oil City to the state line. a distance of 77 miles, 35 locks were required, or a total of 57 locks from Pittsburgh to the state line. The lifts ranged from 8 to 15 feet, and the proposed dimensions of the locks were as follows: Length 290 feet, width 56 feet and depth 8 feet. In con- nection with this project a brief report was made, bearing upon the feasibility of a «canal between the Allegheny River at Franklin and Lake Erie. 28 DEVELOPMENTS. The Allegheny has been navigated by steamboat as far as Olean, 254 miles above the mouth, but trafñc by steamboat on the river above Kittanning, 45 miles above the mouth, has never been active, and at present, exists for only a short dis- tance above Pittsburgh. Navigation cannot be accomplished at the usual low summer stage, at which time the depth over the shoals is frequently only about 5 inches, 11111110 1110 small Steamers require at least 2 feet. Many million feet of lumber have been Hoated, by the current, from the upper part of the main stream and from many of the tributaries, especially the Tionesta, Clarion and Mahoning. The movement of lumber in this way has been steadily decreasing, how- ever, and it is said that even on these streams it is nearly a thing of the past. In the last ten years the floating of timber and boats on the Allegheny has decreased nearly 50 per cent. Practically the entire business on the river, including some of the principal tribu- taries, has been the floating of timber and various kinds of boats, built largely for the Ohio traffic, and to some extent, for use in the rivers about Pittsburgh. Floating is usually not attempted on a stage less than 18 inches, over the riflies, and is usually donc on the favorable spring and fall stages. The best running is done on a stage of about 4 feet, above Franklin, increasing gradually to 10 feet at Pittsburgh. Under this con- dition it is possible, with properly loaded coal boat bottoms and little or no head winds, to reach Pittsburgh from Tionesta in 33 hours, running time. The dimensions of the floating craft and the amount of water they draw, are as follows: Dimensions Draft Boat bottoms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 26 feet х 170 feet 5 inches, light Barges, pine . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 26 “ x 135 “ 12 “ “ Barges, hemlock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 26 “ x 135 “ 15 “ “ Flats . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16, 18, 20 “ х 90 “ 16 “ “ Rafts, boards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 52 “ x 360 “ 3.5 to 4 feet Rafts, timber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60 “ х 375 “ 1.5 “ 2.5 “ Davis Island dam, 4.7 miles below the head of the Ohio, or the “Point” at Pitts- burgh, was completed in the year 1885. This very important dam forms the harbor of Pittsburgh, and backs water into the Allegheny and Monongahela Rivers, reaching the lower lock of each with a least navigable depth of about 9 feet. There are, at present, a total of 155 miles of slackwater improvement on the two rivers above Pittsburgh, directly connected with the city. Below, in the upper Ohio, 30 miles of canalization have been completed by means of six locks and dams, and this slackwater system is being extended toward the mouth. The locks are all 110 feet by 600 feet, and have a depth over miter 5111 of from 9 to 11 feet. The lifts vary from 3.1 to 8.5 feet. The total harbor tonnage in 1910, including the rivers above the city, was 12,314,- 664 tons, while the Ohio tonnage amounted to 3,140,533 tons. Canals. The importance of water transportation to this new western country naturally led to an early consideration of plans for the connection of the various natural waterways. It was not until the year 1834, however, that the ñrst project entering this district was completed and opened to navigation, namely, the Pennsylvania Canal, which was built across the State of Pennsylvania, to connect tidewater with the Ohio River at Pittsburgh, and in this way not only to secure communication with this district, but with the far west. This canal entered the Allegheny Basin over a summit of 2340 feet, about 31 miles northeast of Johnstown, and for conveying the traffic across the Alle- ghenies, had a link composed of inclined planes. From Johnstown, the canal proper, of ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. 29 4 й001 с10р111, continued to Pittsburgh via the Conemaugh, Kiskiminetas and Allegheny valleys. This western division of the canal was abandoned in the year 1864. In the year 1834, a canal ой 4 feet depth was opened for business, between the mouth ой French Creek and a feeder branch of the main line of the Pittsburgh and Erie Canal, connection being made south of Meadville. About 1857, a canal ой 4 feet depth was opened to navigation between the Genesee River and the Allegheny River; the route into the Allegheny Basin, over a summit ой about 1485 feet, being via Olean Creek to a junction with the Allegheny at the town ой Olean. This canal was abandoned in 1878. An important project, which has been under consideration for a number of years, is the building ой а canal between the head of the Ohio and Lake Erie. Under the au- spices ой a State Commission, the Hrst surveys were made in 1890 from Davis Island dam to the harbor of Conneaut, situated on Lake Erie, 25 miles west ой 1110 Pennsyl- vania state line. The route was via the Ohio and Beaver Rivers, keeping mainly in the State of Pennsylvania. In 1895, under the auspices of the Chamber of Commerce ой Pittsburgh, a survey was made for a canal via the Ohio, Beaver and Mahoning Rivers, with the route of the canal proper over the summit lying between Niles, Ohio, and Ash- tabula, on Lake Erie. In 1905, a company was incorporated under charters obtained from the States of Pennsylvania and Ohio, and a survey made over the same route as the one of 1895, except that near the northern end the route turned slightly to the west and joined Lake Erie about 7 miles west of Ashtabula. This company also obtained a Na- tional charter by act of Congress in 19o6. Recently, enabling legislation has been passed in the States of Pennsylvania, Ohio and West Virginia, permitting counties to contribute money for such a waterway. Railroads. In the valley of the Allegheny, the Buffalo and Allegheny Valley Division of the Pennsylvania Railroad extends close along the left bank ой the river from Pittsburgh to Oil City, from which place it follows the right bank to YVarren and then continues, alter- nating between banks, nearly to the head of the stream. On the right bank, the Cone- maugh Division of the Pennsylvania Railroad extends from Pittsburgh to Freeport, and then crossing to the left bank, ascends the Kiskiminetas River. Five other rail- roads touch the stream for comparatively short distances at scattered points. Railroads extend along practically the entire length ой 1110 Monongahela and Ty- gart Valley Rivers. On the Monongahela, the only part now remaining upon which there is not a railroad, is a stretch of about 7 miles, immediately below the mouth of Cheat River. Below this stretch the Pennsylvania and P. &. L. E. railroads border ,the greater part of the river. The B. & O. Railroad and lines of the U. S. Steel Corpor- ation occupy much ой 1110 banks below the mouth of the Youghiogheny. The former road also occupies the valley ой 1110 Youghiogheny and a considerable portion of the Мо- nongahela Valley above the Cheat River. The following will serve to show the progress ой railroad development in the combined basins and its extent at various dates. In 1860, the total mileage in the Allegheny Basin was 400 miles, and in the Monongahela, 240 miles, or a total of 640 miles for the two basins. In 1880, the mileage had increased, in the Allegheny, to about 915 1111105, and in the Monongahela, to 360 miles, or a total of 1275 miles. After 1880, railroad building rapidly increased, and it has been found that in 1910 1110 Allegheny Basin had 2740 miles, and the Monongahela 16OO miles, or a total of 4340 miles, which 30 ALLEGHENY RIVER. is equal to the mileage of the whole State of Virginia, and about double that of New Jersey. The only portions of the Allegheny proper having a railroad in .1860 were as fol- lows: Pittsburgh to Kittanning, 46 miles; mouth of Brokenstraw Creek to Warren, 8 miles; and Red House to Olean, 28 miles, the latter stretch being near the headwaters, in New York State. The only tributaries of the Allegheny having railroads at that time were French Creek, Brokenstraw Creek, the upper part of the Conemaugh, and a portion of Black Lick Creek. So far as can be determined from records, the only rail- road along the Monongahela River extended from Pittsburgh to the mouth of the Youghiogheny, and along tributaries, from the mouth of the Youghiogheny to Con- nellsville and along the lower portion of Turtle Creek. As late as 1880, only 13 of the 67 principal tributaries of the combined basins had railroads to any material extent. It is notable that, in the year 1911, 6 of the principal tributaries remain without a railroad, and 9 others are not involved for distances vary- ing from 7 to 36 miles, largely the lower reaches, or parts favonable for reservoir treat- ment. Industrial Developments. The industrial developments on the Monongahela are comparatively all on the reach within about 55 miles of the mouth, and the greater part of this distance is taken up by steel and other manufacturing concerns. The thickly covered manufacturing district extends about 15 miles above the mouth. The coal mining interests are also in this part of the stream and at many points above. On the Allegheny, the important industries are nearly all located within 45 miles of the mouth, and the thickly covered portion ex- tends along the lower 6 miles. Steel plants of large output are scattered along the Ohio River for a distance of 25 miles below the city. Ро pnlation. The total population of the Allegheny Basin is 1,200,000, of the Monongahela, 1,160,000, and of the combined basins, 2,360,000, which is slightly greater than that of the State of Kentucky. ALLEGHENY RIVER. GENERAL COURSE AND SLOPE. The Allegheny River rises in Potter County, Pennsylvania, and after Howing 53 miles in a northwesterly course, enters the State of New York, through which it Hows 50 1111105, turning back into Pennsylvania and Itaking a southwesterly direction 85 miles to the mouth of French Creek, at the City of Franklin. From here it Hows southeastwardly 68 milesto the mouth of Mahoning Creek, and then, turning to the southwest, continues for a distance of 58 miles, reaching Pittsburgh after Howing a total distance of 314 miles. About one mile below the source the stream has an elevation of 2210 feet above mean sea level, and from here the length and avenage fall per mile of Hve long reaches are as follows: To Colesburg, 5 miles, 76 feet; thence to Port Allegany,` 23 miles, 16 feet; thence to Salamanca, 52 miles, 1.8 feet; thence to the mouth of the Kiskiminetas, at Freeport, 203 miles, 3.1 feet; thence to Pittsburgh, 30 miles, 1.1 feet. The eleva- tion lat the mouth is 703 feet. Beginning at Warren, 192 miles from the mouth, the length of certain long reaches and the average width between How lines are given as ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. 31 follows: Warren to Oil City, 58 miles, 780 feet; Oil City to Kiskiminetas River, 104 miles, 630 feet; Kiskiminetas River to Lock No. 2, 23 miles, 1270 feet; Lock No. 2 to mouth, 7 miles, 940 feet. PHYSICAL FEATURES. Valley. From the upper waters to the mouth, the river Hows through a valley which for the most part is deep-set, steep-sided and narrow, although there are many areas of bottom land varying from small to comparatively large size. Some of the latter, particularly in the reaches above Brokenstraw Creek and below the Kiskiminetas River, follow the river­front for a distance of several miles or more and extend back to the steep hill slopes, in some cases a distance of over half a mile. At many places the lower parts of the steeper hillsides, frequently of rock formation, attain slopes of 35 degrees or more, and at some points are precipitous. The hills on each side of the vralley have heights above river about as follows: Olean to Warren, 700 feet; Fox- burg to Kittanning, 500 to 600 feet; Freeport to Pittsburgh, 350 to 400 feet. The principal towns are located upon the larger of the Hat areas, the greater num- ber of which are partly or wholly occupied by developments of general character. South of Olean, N. Y., and above the Kiskirninetas River, most of the towns, with the exception of Warren, Oil City and Franklin, are located on the left bank. The gen- eral height of these Hats above low water, for that part of the river which lies between Oil City and Pittsburgh, varies from 22 to 40 feet, while north of that place, the ele- vations are from 14 to 30 feet. In the aggregate, a considerable area of the Hats is affected by Hoods. The railroads at certain points are above low water as follows: Mouth of Kiski­ minetas River, 32 feet; Kittanning, 41 feet; Red Bank ~Iunction, 36 feet; mouth of Clarion River, 40 feet; Oil City, 30 feet; mouth of Brokenstraw Creek, 19 feet; Olean, 20 feet. In the city of Pittsburgh, the railroads on the Hats bordering the rivers vary from 14 to 40 feet above low water. Channel. As is the case with most streams, the river, above the improved part, which reaches 24 miles from the mouth, is made up of a series of rifHes and natural pools, formed by deposits of sand and gravel across the stream bed. It is found by a study of the reach of river covered by the 1897 survey, that, at low stages, the pools nange in length from about 0.5 of a mile to 2.7 miles, and have a greatest depth of from 15 to 22 feet. The rifHes range in length from 0.1 of a mile to 1.3 miles, with a depth at low water frequently not exceeding 0.6 of a foot. Some of the pools, at the low stage, have an almost inappreciable fall, while some of the rifHes fall as much as 6 feet in a distance of 0.5 of a m-ile, one of them near Emlenton, falling 11.2 feet in 1.3 miles. At low stage the movement of the water in the pools is almost imperceptible. Between Olean and Tarentum there are 190 islands and bars, 262 rifHes, and 263 pools. In this distance, 413 feet of the total fall is taken up by the rifHes. A general inspeotion of the river shows that, while many of the soil­t0pped islands and most of the bars, both shore bars and those standing out in the water, are situated at or near mouths of tributaries, with evident reasons for their occurrence, some of them are found at intermediate places with no apparent cause for their formation. Geological conditions, together with other inHuences, have of course been responsible for the obstructions at these places, and also, to a greater or less extent, at the mouths of the t`ributaries. The bed of the Allegheny River, at least below a 3 or 4­foot stage, including the 32 ALLEGHEN Y RIVER. islands and along bank lines, is composed of a hard, packed mixture of sand and gravel, by far the greater part of which is coarse gravel, with a top layer of sand and clay, holding occasional particles of small gravel. The gravel, especially that of large size, is most abundant in the upper reaches of the river. Rock in place is seldom found along the shores, close to water, or on the water-covered bed. Some places have been found Where bed rock is at surface or several feet below, on one side of the river, and out of reach of a 25-foot drill on the opposite side, the bed being ñlled over with gravel, so firmly packed that great difficulty has been experienced in driving into it a sharply­pointed ordinary steel drill. In places in the upper reaches, it has been found almost impossible to make drills penetrate 10 feet into this gravel formation. The direction of the stream has evidently changed but little, conditions indicating that it has been íiowing over the same bed for some centuries. This statement is some- what veriñed when comparing the map of 80 years ago with the one of very recent survey, as below Oil City there is no perceptible change at many places along the river, either in the shore‘line or the islands. А number of changes, however, have ftaken place since 1828, а‚5 may be readily observed by even a casual examination of the stream. Floods have entirely cut away the alluvial tops of several or more of the islands, leaving only a low gravel bar, and the banks along some of the valuable bottom land have been cut back, in a few places, for perhaps a hundred feet. Considerable of this cutting has probably occurred during the last 30 years. The islands have worn off, invariably across the upstream end, leaving exposed Ito view, at low stages, an area of gravel bar; while downstream- wardly, along theÍ sides, the scour has increased laterally, unltil the lower ends have be- come quite sharp and but little shortened, so that the islands, in plan, are shaped much like a top. The erosive effect of the small Hood or ordinary low stage generally amounts to but little on this river, and this would also be the case with the present high stages under control and with a well­regulated 11077 assured; for it is the violent liuctua- tions of the very high stages that cause most of the erosion. Under such conditions, not only silt material, but also debris of various sorts, left upon the banks by previous Hoods, is carried away and deposited at points below. The running of ice, frequently in large blocks, materially increases this action. High accumulations often occur along the banks for a distance of some miles, and especially where the blocks become frozen to the already weakened clay formation, it is natural to suppose that parts of the banks are pulled olf when the ice mass breaks up. Vl/'hile gorges may generally occur on account of certain obstructions in the channel, it is also the case that they are much increased and made more dangerous by a second and higher flood closely following the first, causing the ice to pile up across the entire channel and for a long distance along the stream. The tributaries transport but little eroded material, as the immediate slopes have hard and thin layers of soil, lying on a rock formation and frequently well protected by wood or brush cover. The following table shows distance from Pittsburgh, by river channel, to towns and to mouths of important tributaries, together with elevations of these places, and distance and fall per mile between points. ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. TABLE No. 5. DISTANCES, ELEVATIONS AND SLOPES ALONG ALLEGHENY RIVER. ‚ ’ Fall Distance Elevation of Distance per mile Towns, mouths of tributaries and other points from water between between mouth surface points points (Miles) (Feet) (Miles) (Feet) Mouth of river . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . О *70З.0 ‚ . _ l*703.0 Herr Island dam, Lock 1\o. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.7 „под 1.7 Pine Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.7 ï7l0.0 3.0 Lock N0. 2 ........................................... .. 7.0 {„§â,‘f:3 2.3 . Plum 01001: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 10.6 *721.0 3.6 . . l*721.0 Springdale, Lock 1\o. 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16.7 l„.‘.31_5 6,1 New Kensington . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18.0 *731.5 1. 3 . . . Tarentum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 21.8 *731 .5 3.8 . . . Natrona . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 24.0 *731.5 2.2 Buffalo 01‘001: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 28.6 736.0 4.6 0.7 Kiskiminetas River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30.2 737.0 1.6 0.6 Clinton . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 35.6 746.0 5.4 1.7 Crooked Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 40.7 755.0 5.1 1.8 Ford City . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 42.5 760.0 1.8 2.8 Kittannìng . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45.6 766. О З. 1 1.9 Cowanshannock Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 49.1 773.0 3.5 2.0 Pine 01001: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 51.2 777.0 2.1 1.8 Templeton . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..| 55.3 782.0 4.1 1.2 Mahoning oreek ................................... ..' 58.2 780.0 2.9 1.4 Rimerton . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 60 .9 791.0 2. 7 1 . 9 Red Bank 01001: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 64.9 807.0 4.0 4.0 East Brady . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 70.5 812.0 5.6 0.9 Cat Fish Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 73.5 821.0 3.0 3.0 Black Fox Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 78.2 829.0 4.7 1.7 Monterey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‚ 80 .7 832 ‚О 2. 5 1 . 2 Bear Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..i 83.9 841.0 3.2 2,8 Parker . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..‘ 84.6 846.0 0.7 7.1 Clarion River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 86.1 851.0 1.5 4.0 Foxburg . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 87 .8 854.0 1. 7 1 .8 Emlenton . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 91.8 858.0 4.0 1.0 Dotter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 94.8 871.0 3.0 1.0 Mill 01001: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 96.0 876.0 1.2 4.2 Wood Hill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 98.2 885.0 4.1 Rockland . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101.4 892.0 3.2 2.2 Little Scrub Grass Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 102.6 896.0 1.2 3.3 Falling Spring Run . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . 106.1 902.0 3.5 1.7 Big Scrub Grass Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 109.4 915.0 3.3 4.2 Kennerdale . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 110.0 915.0 0.6 0.0 St. George’s Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 114.8 923.0 4.8 1.7 Fosters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 119.0 939.0 4.2 3.8 :Astral ............................................... 122.0 947.0 3.0 2.7 Two Mile Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 124.5 953.0 2.5 2.4 Franklin-French Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 126.6 959.0 2.1 2.9 Prentice . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 128.7 968 ‚О 2.1 4.3 Schaffers Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 130.4 973.0 1.7 2.9 Sedgwick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 132.9 978 ‚О 2. 5 2.0 on oity-oii 01001: ................................... „1 134.2 982.0 1.3 3.1 Alcohns Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136.9 991.0 2.7 3.3 Horse 01001: ....................................... ..l 137.9 992.0 1.0 1.0 Walnut Bend ........................................ 141.1 1001.0 3.2 2.8 McMah0ns Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 142.4 1008.0 1.3 5.4 Pitiioie 01001: ...................................... ..l 143.7 1013.0 1.3 3.9 Henry’s Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 145.3 1015.0 1.6 1.9 Little Tionesta Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 152.4 1037.0 7.1 3.1 Tionesta-Tionesta Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 154.0 1043.0 1.6 3.8 West Hickory-west Hickory Run ................... 159.8 1053.0 5.8 3.5 East Hickory-Hickory Creek . . . . . . . . . . . . . . . . . . . . . . . .. 161.6 1069 О 1.8 3.3 Jones Run ......................................... 164.4 1080.0 2.8 3.9 Tidioute--Tidìoiite Creek . . . . . . . . . . . . . . . . . . . . . . . . . . ..l 169.5 1098.0 5.1 3.5 Magee . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ,.1 173.0 1108.0 3.5 2.9 34 ALLEGHENY RIVER. TABLE No. 5'»-(Continued.) DISTANCES, ELEVATIONS AND SLOPES ALONG ALLEGHENY RIVER. Distance Elevation of Distance peiîàirlilile Towns, mouths of tributaries and other points from `water between between mouth Surface points points (Miles) (Feet) (Miles) (Feet) Joe Thompso11’s Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 176.6 1123.0 3.6 4.2 Dunns Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 181.7 1142.0 5.1 3.7 Irvineton-Brokenstraw Creek . . . . . . . . . . . . . . . . . . . . . . . . 184.0 1149.0 2.3 3.0 Jackson’s Вин . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 187.0 1160.0 3.0 3.7 'Warren-Conewango Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . 192.0 1174.0 5.0 2.8 Hemlock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 197.0 1197.0 5.0 5.0 Big Bend ............................................. ‚А 200.0 1208.0 3.0 3.7 Kinzua Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.0 1211.0 2.() 1.5 Salamanca . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 233.0 1371.0 31.0 5.2 Great Valley Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..‚ 233.8 1372.0 0.8 1.3 Tuneungwant Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..' 240.5 1388.0 6.7 2.4 Nine Mile Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 245.0 1400.0 4.5 2.7 Five Mile Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 249.0 1416.0‘ 4.0 4.0 Olean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 254.0 1418.0 5.0 0.4 Olean Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 254.5 1420.0 0.5 4.0 Oswayo Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 260.7 1430.0 6.2 1.6 Port Allegany . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 284.7 1464.0 24.0 1.4 Coudersport . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 301.2 1640.0 16.5 10. 7 Colesburg . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 308.0 18З0.0 6.8 27.9 Point on river . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 312.9 2210.0 4.9 77.6 Head of stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' 314.0 . . . . .. 1.1 . . *Slackwatein The lifts of the locks are as follows: Lock No. 1 . . . . . . . . . . . . . . .. 7.0 feet. Lock No. 2 . . . . . . . . . . . . . . .. 11.0 feet. Lock No. 3 . . . . . . . . . . . . . . .. 10.5 feet. TOWNS AND POPULATION. The following table shows the cities and towns of over 1200 population along the Allegheny River, with their respective distances by river from Pittsburgh. TABLE No. 6. PRINCIPAL CITIES AND TOWNS ALONG ALLEGHENY RIVER. Distance above mouth Population Miles) Name (1910) Coudersport, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 301 3100 Port Allegany, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 285 1980 Eldred, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 269 1240 Olean, N. Y. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 254 14750 Allegany, N. Y. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 251 1290 Salamanca, N. Y. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 233 5800 Warren, Ра. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 192 11080 Tidioute, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 170 1300 Oil City, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 134 15700 Franklin, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 127 9800 Emlenton, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 92 1110 Parker, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 85 1240 East Brady, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 71 1500 Kittanning, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 46 4300 Ford City, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 43 4900 Freeport, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 30 2250 Tarentum, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22 7400 New Kensington, ‚Ра. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 18 7700 Springdale, Lock NO. 3, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 17 2000 ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. TABLE No. 6-(Continued.) PRINCIPAL CITIES AND TOWNS ALONG ALLEGHENY RIVER. Distance above mouth Population Name (Miles) (1910) Oakmont, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. I2 3440 Verona, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. I1 2850 Aspinwall, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7 2590 Sharpsburg, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 81 50 Etna, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5 5830 Millvale, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4 7860 Pittsburgh, Ра, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. о 533905 MONONGAHELA RIVER. GENERAL COURSE AND SLOPE. The Monongahela River has its source, by its main tributary, the Tygart Valley River, in the southern part of Randolph County, ‘из: Virginia, and Hows a distance of 246 miles, in a general northerly course, to Pittsburgh. The Tygart Valley has a length of 118 miles and joins with 'the West Fork to form the Monongahela, near the City of Fairmont. After Howing a distance of 36 miles from this point, the Mononga- hela enters the State of Pennsylvania, and continues 92 miles to Pittsburgh. The ele- vation of the source is 4100 feet, and from here the fall per mile by long reaches is as follows: To Elk Water River, 14 miles, 136.4 feet; thence to Sandy Creek, 76 miles, 15.6 feet; thence «to Fairmont, 29 miles, 5.1 feet; thence to Pittsburgh, 127 miles, 1.2 feet. The average width of the stream between How lines of the pools is as follows: From Fairmont to the mouth of the Youghiogheny, a distance of 112 miles, 600 feet; thence to the mouth, 15 miles, 870 feet. PHYSICAL FEATURES. Valley. Like the Allegheny, the Monongahela River has its headwaters in the high upland of the eastern portion of the basin, from which the run­off is rapid. The Tygart Valley River, which forms the headwaters, is not navigable, in the ordinary sense of the word, and Hows for the greater distance in a narrow and rugged valley; a notable exception, however, being ina long reach above the town of Elkins, where the valley, between high hills, is wide, and much of the low­level land farmed or in graz- ing. The hills along Ithe valley have a height above water, near the source, of about 950 feet, which decreases to about 500 feet near the mouth. The Hats are occupied by towns, and below Elkins, to some extent by railroads and coal mining interests. A considerable part of the stream is of rapid fall, and fre« quently large boulders, fallen from the slopes, are scattered over the bed, which for the most part is comparatively hard and not subject to material change. A detailed de- scription of this stream will be found in Chapter VI. . The M­onongahela River proper has its head 1.4 miles above Fairmont,­ W. Va., and from here Hows through a valley, which is narrower than that of the Allegheny, but somewhat similar in topography. The channel and the bordering hills average lower above sea than along the Allegheny at the same distance above the Ohio. At the head the water has an elevation of 858 feet and falls from here, in a distance of 128 miles, at the rate of 1.2 feet per mile; while, in about the same distance, the Allegheny falls from an elevation of 959 feet at Franklin, at the rate of 2 feet per mile. The water elevation aft the junction of the two streams is 703 feet. ‘ The upland, close to the river, ranges in height above water from 500 to 600 feet 36 MONONGAHELA RIVER. along the upper reaches to about 400 feet in the vicinity of the mouth. Bottom land is much less extensive than along the Allegheny, both the total amount and the aver- age areas being smaller. From Fairmont to the Pennsylvania state line, the hills are close to the river, and only a few small areas are to be found; but below this point there are a number of stretches, some of them bordering the river for several miles. Upon nearing Pittsburgh, these Hats become more extensive, in some cases having a width of about half a mile. The height of these Hats above normal water of the pools averages about 30 feet, south of Brownsville, and north of that place about 27 feet. The railroads average about the same height. Channel. The channel is not so firm as that of the Allegheny, as the formation is largely of clay and sand; but rock bottom, in the river bed, is present at occasional places. A considerable amount of bank cutting takes place, due to Hoods and also to scour of ice, which frequently forms in this river, but not to such extent, nor in such violent movement of large, solid masses as on the northern stream. These troubles in this stream would also be much reduced if the Hoods were checked and the How made more uniform. The following table shows distance from Pittsburgh, by river channel, to towns and to mouths of important tributaries, together with elevations of these places, and distance and fall per mile between points. TABLE No. 7. DISTANCES, ELEVATIONS AND SLOPES ALONG MONONGAHELA RIVER. Distance Elevation of Distance pei' 2irlillle Towns, mouths of tributaries and other points from water between between mouth surface points points (Miles) (Feet) (Miles) (Feet) Mouth of river, Point bridge . . . . . . . . . . . . . . . . . . . . . . . . . . . .. О 703.0 . . Lock N0. 1 .......................................... .. 1.9 138112 1.9 Becks Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.4 707.4 2.5 Streets Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 6.1 707.4 1.7 Lock No. 2 .......................................... .. 11.2 5.1 Turtle Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.7 715.2 0.5 Youghiogheny River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.6 715.2 3.9 Peters Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.1 715.2 4.5 Elizabeth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23.1 715.2 3.0 Lock No 3 23 9 571“ о в . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1723 ’ 5 . Monongahela City . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32.2 723.5 8.3 Pigeon Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32.6 723.5 0.4 Monessen . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39.4 723 . 5 6.8 Lock No. 4 ........................................... .. 41.2 1.8 Charleroi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41.9 735.0 0.7 Maple Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42.5 735.0 0.6 Bellevernon . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43 . 8 735 .0 1 .3 Fayette City . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46.4 735.0 2.6 Little Redstone Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 46.8 735.0 0.4 Roscoe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48.8 735.0 2.0 Pike Run . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . .. 51.5 735.0 2.7 California . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 51 .7 735.0 0.2 Redstone Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 55.2 735.0 3.5 Brownsville . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56.4 735.0 1 .2 Dunlap Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56.6 735.0 0.2 Lock N0. 5 .......................................... .. 5s.s 2.2 Fredericktown . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 64.4 747.1 5.6 Millsboro . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.5 747. 1 1 . 1 ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. 37 TABLE No. 7-­-(Continued.) DISTANCES, ELEVATIONS AND SLOPES ALONG MONONGAHELA RIVER. . Distance Elevation of pei.î‘ir111ile Towns, mouths of tributaries and other points from water between r, . mouth surface points (Miles) tF€€t) (Feet) Ten Mile Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.7 747.1 0.2 Rice’s Landing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 68.5 747.] 2.8 $747.1 Lock No. 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 68.6 ¿760.1 0.1 East Riverside . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 73.0 760.1 4.4 Muddy Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73.1 760.1 0.1 Gates-Middle Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 76.6 760 1 3.5 Browns Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 77.5 760.1 0.9 Little Whiteley Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 78.8 760.1 1.3 Whiteley Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 80.5 760.1 1.7 ‚ ., 5760.1 Lock 1\o. 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8-.7 U70 О 2.2 Jacobs Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 83.3 770.0 0.6 Greensboro . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 84. 6 770.0 1 . 3 George Greek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 85.2 770.0 0.6 Dunkard Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 87.5 770.0 2.3 Lock N0. S .......................................... .. 87.5 ggg@ 0.0 Cheat River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 89.9 780.8 2.4 Point Marion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90.0 780.8 0.1 State Line . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 91.6 780 8 1.6 Crooked Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 91.9 780.8 0.3 $780.8 Lock No. 9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 93.2 1793 4 1.3 Robinson Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 96.9 793.4 3.7 Dents Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100.0 793.4 3.1 Morgantown . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101 .9 793.4 1.9 Deckers Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 102.2 793.4 0.3 Loek No 10 ........................................... .. 102.6 §Z,gî°‘§ 0.4 Scrafford . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103.7 804.7 1 .1 $804.7 Lock No. 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 105.0 1815 3 1.3 Booths Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 105.3 815.3 0.3 Lock No. 12 .......................................... .. 109.8 4.5 Little Falls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 110.5 826.0 0.7 5826.0 Lock No. 13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 111.8 1836 7 1.3 Flaggy Meadow Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 112.9 836.7 1.1 Lock N6. 14 ......................................... .. 115.5 2.6 Indian Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 115.9 847.3 0.4 Rivesvì11e­Pow Pow Creek . . . . . . . . . . . . . . . . . . . . . . . . . . .. 122.4 847 .3 6.5 Lock No. 15 ......................................... .. 124.1 ¿ggg 1.7 Buffalo Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 125.0 858.0 0.9 Fairmont . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 126.7 858.0 1 . 7 West Fork River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 128.1 858.0 1.4 Lost Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 137.3 900.0 9.2 4.6 Grafton . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 148.3 975.0 11.0 6.8 Pleasant Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 153.5 995.0 5.2 3.8 Sandy Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 156.1 1005.0 2.6 3.8 Teters Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 161.0 1155.0 4.9 30.6 Laurel Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 163.5 1240.0 2.5 30.4 Philippi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 171.3 1292 О 7.8 6.7 Buckhannon River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 176.5 1320.0 5.2 5.3 Middle Fork River . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 180.3 1498.0 3.7 47.5 Belington . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 188 ‚О 1680 .0 7. 7 23. 5 Beaver Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 192.8 1750.0 4.8 14.7 Leading Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 202.3 1880.0 9.5 13.3 Beverly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 211.3 1990.0 9.0 12.2 Shavers Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 219.0 2040.0 7.7 6.5 38 MONONGAHELA RIVER. TABLE N0. 7-(Continued.) DISTANCES, ELEVATIONS AND SLOPES ALONG MONONGAHELA RIVER. F 11 Distance Elevation of Distance per 111110 Towns, mouths of tributaries and other points from water ' between between mouth surface points points (Miles) (Feet) (Miles) (Feet) Huttonsville-Riffles Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . 224.0 2070.0 5.0 6.0 Elk water River ................................... ..' 232.6 2190.0 6.3 14.6 Valley Head-Windy Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 237.5 2460.0 5.2 51.4 Logan Run ......................................... ..’ 239.0 2560.0 1.5 60.0 Mingo Flat .......................................... . 241.0 2690.0 2.0 70.0 Head of stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..l 245.8 4100.0 4.8 283.5 Note: The lifts of the locks are as follows: Lock No. 1 . . . . .. 4.40 feet. Lock No. 9 . . . . .. 12.35 fee “ “ 2 . . . . .. 7.70 “ “ “ 10 . . . . .. 10.66 “ “ “ 3 . . . . .. 8.00 “ “ “ 11 . . . . .. 10.66 “ “ “ 4 . . . . .. 11.50 “ “ “ 12 . . . . .. 10.67 “ “ “ 5 . . . . .. 12.10 “ “ “ 13 . . . . .. 10.67 “ “ “ 6 . . . . .. 13.05 “ “ “ 14 . . . . .. 10.67 “ “ “ 7 . . . . .. 9.20 “ “ “ 15 . . . . .. 10.66 “ “ “ 8 . . . . .. 10.60 “ No notes of slope are given until above head of slackwater, which extends to 4 miles above Fairmont. Where slopes are given, the distances and elevations were determined from U. S. Geo- logical Survey maps, TOWNS AND POPULATION. The following table shows the cities and towns of over 1,200 population along the Monongahela River, with their respective distances by river from Pittsburgh. TABLE No. 8. PRINCIPAL CITIES AND TOWNS ALONG MONONGAHELA RIVER. Distance above mouth Population (Miles) 1191 Name О) Elkins, W. Va. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 203 5260 Belington, W. Va. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 188 1490 Grafton, W. Va. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . . . . . . . . . 148 7560 Fairmont, W. Va. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 127 9710 Morgantown, W, Va. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102 9150 Point Marion, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90 1390 Brownsville, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56 2330 California, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52 2230 Roscoe, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49 1450 Fayette City, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46 2010 Bellevernon, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44 2380 Charleroi, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42 9620 Monessen, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 1 1780 Monongahela City, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 7600 Elizabeth, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 2320 McKeesport, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 42690 Duquesne, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 15730 Braddock, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 19360 Rankin, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 6040 Swissvale, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8. 5 7380 Munhall, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 5190 Homestead, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . . . . . . . 7.5 18710 West Homestead, Pa, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 3010 Hays, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 1890 Pittsburgh, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o 533905 ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. OHIO RIVER. GENERAL DESCRIPTION. C ourse. The Ohio River is formed by the junction of the Allegheny and Mononga- hela Rivers at Pittsburgh, and Hows in a general southwesterly course, emptying into the Mississippi River at Cairo, Ill., 967 miles below Pittsburgh. For the first 39.5 miles of its course, the river is entirely within the State of Pennsylvania, and in the remainder, forms the boundary line between the States of Ohio, Indiana and Illinois, on the north, and ÑVest Virginia and Kentucky on the south. Basin. The drainage area of about 21o,OOO square miles lies in the central part of the eastern half of the United States and includes portions of the States of New York. Pennsylvania, Maryland, West Virginia, Virginia, North Carolina, Georgia, Alabaira, Tennessee, Kentucky, Ohio, Indiana and Illinois. Its northern boundaries are within four miles of Lake Erie at one point, its southern boundaries are within 3OO miles of the Gulf of Mexico, and its eastern boundaries are about 225 miles from the A/tlantic Ocean. The sources of the tributaries from the north lie in the glaciated area ; those of the southern tributaries, which are the larger and more numerous, are located on the steep and rocky slopes of the western side of the Appalachian Mountains. The 'topography of the Ohio Basin varies from Hat and rolling in the western and northern portions to rough and mountainous in the southern and eastern sec- tions. The'northern and western portions of 'the basin are largely deforested, but the southern and eastern portions are still covered with a heavy growth of timber, es- pecially near the headwaters of the streams. The mean annual rainfall in the basin is about 45 inches, ranging from 35 inches along its northern boundary -to 70 inches in the southeastern part, at the source of 'the Tennessee River. Valley. From Pittsburgh to LOuisville,601 miles, the valley is only about 1 mile wide, at few places exceeding 2 miles in width. In the,vicini­ty of Louisville, its width is about 4 miles, but below the mouth of Salt River it narrows abruptly to about 1 mile, and remains narrow for nearly 100 miles. Beyond this narrow stretch it broadens out to a width of 6 or 8 miles, which it maintains for much of its course to Cairo, except in passing the elevated ridge below Sliawneetown, Ill., where its width is reduced to about 2.5 miles. In the lower 188 miles of its course, from the mouth of the Green River to the Mississippi, the character of the Ohio changes, and the stream in its gen- eral characteristics resembles the lower Mississippi. In general, the rock Hoor of the valley is from 30 to 50 feet below the level of the stream at low water, and at a few points is from 65 to 75 feet below the stream. The depth ot the valley ranges from about 100 feet to 600 feet, being greatest along the northern part of West Virginia, and least in the portion near the mouth, where the valley is widest. The width and depth of the Ohio valley are notably less than should have been accomplished by erosive action since the beginning of the development of the drainage lines, and this fact is explained by recent investigations, which indicate that the basin of the Ohio has been enlarged inits upper portion, owing to the geologically recent union of several independent drainage systems, formerly discharging into the Lake Erie Basin. Channel. In its upper portion, the bed of the river is composed of coarse gravel and boulders, and in places rock; but proceeding downstream, the gravel and boulders gradually disappear and the bed becomes sandy. The minimum width of the river in its upper reaches is only about I2Oo feet, and while it widens considerably at numerous points, the general width does not increase materially from Pittsburgh to Cincinnati. In the long pool above the falls of the Ohio at Louisville, the average width is much greater than that - 40 01110 RIVER. above Cincinnati, while just below the falls there is a considerable narrowing. Below this the average width continues to increase toward the mouth of the river. The maximum width between banks is found about 20 miles above the mouth, where it is considerably over a mile. There are many islands in the river, more than 50 above Louisville and about 30 below, ranging in size from a few acres to 5000 acres. These islands are for the most part permanent in position, but a number have been considerably reduced in size by the cutting of the Hoods, and so ne have partly or wholly disappeared. The total fall between Pittsburgh and Cairo is 430 feet, or an average of 0.445 foot per mile. This descent is made up of a series of shoals and rifHes, separated by pools with deeper water, and slopes sometimes less than one inch per mile. The surveys of the U. S. Engineers show that there are 187 pools with over 7 feet at low water, aggregating 632 miles in length. The greatest fall is at the Louisville rapids, where there is a drop of 23.0 feet in 2.25 miles, or 10.25 feet per mile. Discharge. In quantity of discharge the Ohio River is the main tributary of the Mississippi. Its mean annual discharge at the mouth is about 300,000 second-feet, and its maximum discharge is approximately 1,500,000 seoond-feet, or about 30 times the low-water How. A comparison of records of How of the Ohio River with those of the upper Mississippi and Missouri shows that, although its drainage area is only one- third that of the combined Mississippi and Missouri, its mean and low-water discharges are 1.3 times as great as their combined How, and its maximum discharge is 1.5 times as great. This fact is accounted for by the greater rainfall within the Ohio watershed and by the general character of its basin. The minimum discharge at Pittsburgh is about 1200 second­feet, or 0.063 second- foot per square mile of drainage area. The maximum discharge is about 434,000 sec- ond­feet, or 23 second­feet per square mile. NAVIGATION. The Ohio is generally navigable throughout the entire season for boats of less than 3 feet draft, while during a few months in the early part of the season, it is naviga- ble for boats of 6 feet draft, although there is usually little traffic with such boats after ~luly. Navigation is interrupted by ice for periods averaging from 10 to I2 days a year. The canal at Louisville affords opportunity for passing around the rapids dur- ing low water. During high stages the boats are able to pass over the rapids. The proposed improvement of the Ohio to give a nine-foot stage from Pittsburgh to Cairo by means of locks and dams involves the ultimate construction of 54 dams at an estimated cost of $63,731,488, in addition to the amount appropriated and authorized prior to March 2, 1907, or a total cost of $73,012,864. Up to August 1, 1911, 12 of these dams had been completed and 11 others were under construotion. All the principal tributaries of the Ohio are navigable, and have been improved by the United States, either by locks and dams or by improvement of the open channel. PRINCIPAL TRIBUTARIES. The drainage areas of the principal tributaries are shown in the following table, together with the elevations of their mouths, their distances below Pittsburgh and the fall of the Ohio between these points. Below the Beaver River, low-water elevations of open rivers are used; above this point, pool elevations are given. ALLEGHENY AND MONONGAIIELA DRAINAGE BASINS, AND OHIO RIVER. 4I TABLE No. 9. PRINCIPAL TRIBUTARIES OF OHIO RIVER. Fall of Ohio Fall of Distance fiom Elevation between Ohio per Drainage Enters Ohio Pittsburgh mouth streams mile area Stream from (Miles) (Feet) (Feet) (Feet) (Sq. miles) Allegheny . . . . . . . . . . . . . . . . . . North 703 ‚ 1 1,580 Monongahela . . . . . . . . . . . . . . . South 703 7,340 Beaver . . . . . . . . . . . . . . . . . . . . . North . 26 668 35 1.35 3,021 Muskingum . . . . . . . . . . . . . . . . North 172 565 103 0.71 7,797 Little Kanawha . . . . . . . . . . .. South 184 562 3 0.25 2,288 Kanawha . . . . . . . . . . . . . . . . . . . South 265 515 47 0.58 12,197 Big Sandy . . . . . . . . . . . . . . . .. South 317 487 28 0. 54 3,950 Scioto . . . . . . . . . . . . . . . . . . . . . North 355 472 15 0.40 6,630 Licking . . . . . . . . . . . . . . . . . . . . South 468 432 40 0.36 3,269 Miami . . . . . . . . . . . . . . . . . . . . . North 489 428 4 0.19 5,247 Kentucky . . . . . . . . . . . . . . . . . . . South 543 408 ‘ 20 0. 37 6,630 Green . . . . . . . . . . . . . . . . . . . . .. South 779 332 ‘J Э76 {- 0.32 8,575 Wabash . . . . . . . . . . . . . . . . . . . . North 840 314 ‘ 18 0.30 33,725 Cumberland . . . . . . . . . . . . . . . . South 910 291 23 0.33 18,573 Tennessee . . . . . . . . . . . . . . . . . . South 922 287 4 0.33 39,050 Ohio at Cairo . . . . . . . . . . . . . . 967 273 14 0. 32 210,000 Other important tributaries are the Little Beaver, Big Hocking, Shade, Raccoon, Guyandotte, Big Scioto, Licking, Big Miami, Salt, Saline and Tradewater. RESOURCES. The Ohio Basin is rich in agricultural and mineral resources, and is traversed by a network of railroad lines. The Pittsburgh coal extends along the Ohio from a point about 75 miles below Pittsburgh, a short distance above ÑVheeling, W. Va., to a point about 285 miles below Pittsburgh, a short distance below Point Pleasant, W. Va. The lower measures extend to a point about 320 miles below Pittsburgh, terminating just above Portsmouth, Ohio. From a point about 788 miles to a point about 875 miles below Pittsburgh, or from about Cannelton, Ind., to Elizabethtown, Ill., the Ohio Hows through the southern end of the “Eastern Regio­n” coal field, which lies largely in Illi- nois, Indiana and Kentucky. POPULATION. The total population in the basin is estimated at about 12,000,000, while the total population of the towns along the banks of the river is about 1,776,000. The river is bordered with prosperous manufacturing towns, .the principal of which are given in the following table, together with their distances below Pittsburgh and their populations in 1910. 42­ oH1o RIVER. TABLE No. 10. POPULATION OF CITIES AND TOWNS ON OHIO RIVER FROM PITTSBURGH TO CAIRO. Distance Distance below . below Pittsburgh Population Pittsburgh Population City or town (Mi1es)~ (1910) City or town (Miles) (1910) Pittsburgh, Pa. . . . . . . . . . . . .. 533,9О5 Соа1 Grove, O. . . . . . . . . . . . . .. 1,759 Bellevue, Pa. . . . . . . . . . . . . . . .. 4.7 6,323 Ironton, О. . . . . . . . . . . . . . . . .. 326.7 13,147 Coraopolis, Pa. . . . . . . . . . . . .. 10.4 5,252 Russell, Ky. . . . . . . . . . . . . . . . .. 1,038 Baden, Pa. . . . . . . . . . . . . . . . .. 20.3 601 Hanging Rock, O. . . . . . . . . . .. 3299 662 Freedom, Pa. . . . . . . . . . . . . . .. 23.5 3,060 Greenup, Ky. . . . . . . . . . . . . . . .. 335_4 689 Rochester, Pa. . . . . . . . . . . . . .. 24.6 5,903 Portsmouth, O. . . . . . . . . . . . . .. 3552 23,481 Beaver, Pa. . . . . . . . . . . . . . . . .. 26.0 3,456 Quincy, Ky. . . . . . . . . . . . . . . . .. 3658 285 East Liverpool, O. . . . . . . . . .. 43.8 20,387 Vanceburg, Ky. . . . . . . . . . . . .. 377_0 1,145 Wellsville, О. . . . . . . . . . . — ­ - - - 47.2 7,769 Concord, Ку. . . . . . . . . . . . . . . . . 3893 213 Empire, O. . . . . . . . . . . . . . . . .. 55.1 509 Manchester, O. . . . . . . . . . . . . . 3958 1,966 New Cumberland, W. V21- - - ­~ 56.2 1,807 Aberdeen, O. . . . . . . . . . . . . . . . . _ _ _ __ 568 Toronto, O. . . . . . . . . . . . . . . . .. 58.7 4,271 Maysville, Ky . . . . . . . . . . . . . . .. 4972 6,141 Ste11’bCI1Vi11€, . ­ » ­ ­ - ~ - - - ’ - ~ 22,391 Ripley, . . . . . . . . . . . . . . . . . . 1,840 Mingo Junction, O. . . . . . . . .. 70.5 4,049 Dover, Ky. . . . . . . . . . . . . . . . . .. 4185 386 W€11SbUfg, W- Va- - - - ~ ­ - - - - ~' 73.9 4,189 Augusta, Ky. . . . . . . . . . . . . . .. 425,8 1787 Brilliant, О. . . . . . . . . . . . . . . . . '/­4_0 742 Bradford, Ку, ‚ ‚ _ _ , . ‚ . ‚ . . . . . . _ , , и 330 Martins Ferry, O. . . . . . . . . . . .- 877 9,133 Foster, Ky. . . . . . . . . . . . . . . . . .. 437_1 153 Bridgeport» O- ­ ­ ­ - - ­ ~ ­ - - ­ - -- 89.1 3,974 Neville, O. . . . . . . . . . . . . . . . . . .. 437,5 299 Wheeling, W- Va« ­ ~ ~ ­ - - ­ - - - -’ 89.6 41,641 Moscow, O. . . . . . . . . . . . . . . . .. 449_3 327 Benwood, W. Va. ‚ ‚ ‚ ­ ­ - - - - - - 93.8 4,976 California, Ky. . . . . . . . . . . . . .. 4460 248 Bellaire, O. . . . . . . . . . . . . . . . .‚ 940 12,946 New Richmond, O. . . . . . . . . .. 448,5 1,733 McMechens, W. V2- - ~ - - - - ­ - -- 95.3 2,921 Newport, Ky. . . . . . . . . . . . . . . .. 468,2 39,399 Moundsville, W. Va. - ­ - - ~ - -- 101.5 8,918 Cincinnati, O. . . . . . . . . . . . . . .. 468,2 363,591 POWl'13IaIl POÍHÍ, . . . . . . ‚ . .. Covington, Ky, ‚ ‚ , , . . . . . . . . . .­ 53,270 Clarington, O. . . . . . . . . . . . . . .- 1169 784 North Bend, O. . . . . . . . . . . . . .. 484,1 569 New Martinsville, W'. Va. 127,6 2,176 Lndl9W, Ку _ ‚ ‚ ‚ _ _ _ _ . . . . . . . .. 4,163 Sistersville, W. Va. . . . . . . . ..‚ 1374 2,684 Lawrenceburg, Ind. . . . . . . . 491_1 3,939 Friendly, W. Va. ­ ­ ‚ ­ ~ - - ~ - -- 217 Aurora, Ind, . . . . . . . . . . . . . . . .. 494,8 4,419 New Matarnoras. О. - ­ - ~ - - - 142.0 711 Rising Sun, Ind. . . . . . . . . . . . .. 5o4_1 1,513 St Marys, ч“ Va- - ° ­ - ~ ~ ~ - ‘ -‘ 154.8 1,358 Patriot, Ind. . . . . . . . . . . . . . . .. 517,9 340 Henderson, W. Va. . . . . . . . . .. 286 Warsaw, Ky_ ‚ _ ‚ ‚ ‚ _ . _ . . . . . . .. 5258 999 Marietta, O. . . ‚ ­ ­ - - - - ~ - - ~ ­ ­ °‘ 171.4 12,923 Vevay, Ind. . . . . . . . . . . . . . . . . .. 535,2 1,256 Parkersburg, W. Va- - - ­ ­ - - -‘ 183.0 17,842 Ghent, Ky. . . . . . . . . . . . . . . . . .. 5352 421 Ravenswood, W. Va. . . . . . . . .. 219,8 1,981 Carrollton, Ку, _ _ _ ‚ _ ‚ _ _ ‚ , , . .. 5 45 4 1,oo6 Ripley. W. Va- ------------ -- 591 south Carrollton, Ky. ...... .. 365 Racine, O. . . . . . . . . . . . . . . . . . .. 241,9 549 Brooksbnrg, I11d_ _ ‚ ‚ . . . . . . .. 548,5 159 Pomeroy, O. . . . . . . . . . . . . . . . .. 249,6 - 4_023 Milton, КУ, _ _ _ _ _ _ _ ‚ ‚ ‚ ‚ ‚ . . . .. 554,8 355 Mason, W. УЗ. - ­ - ~ - - - - ­ ­ ­ ­ °‘ 249.6 784 Hanover, Ind. . . . . . . . . . . . . . .. 356 Hartford, W. Va. - - - - - ~ ­ ~ - ­ °­ . . . .. 358 Madison, Ind. . . . . . . . . . . . . . . 555,5 6,934 Mìddlepoftl O- - - ­ ­ ­ ­ - ~ ­ ­ ‘ ­ ° " 251.5 3,194 Jeffersonville, Ind. . . . . . . . . . .. 6oo,5 1o,412 Point Pleasant, W. Va. . . . . . .. 264,5 2,945 Louisville, Ky, _ . . . . . . . . . . . .- 691,5 223,928 Gallipolis, O. . . . . . . . . . . . . . . . .. 269,2 5,569 New Albany, Ind~ . . . . . . . . . .- 605_0 29,629 CÍOWTI City, . ‚ . . . . . . . . . .. 295 West Point, Ку. . . . . . . . . . ‚ -- 782 Athalia, O. . . . . . . . . . . . . . . . .. 226 Brandenburg, Ку, . . . . . . . . . .. 6431 482 PfOCtOfSVll1€, . . . . . . . . . . . .’ 304,2 Mauckport, . . . . ‚ . ­ - ­ - -- 645.2 279 G11)/afldotl W» V3- ­ ­ ~ ­ - - ­ - - ­­ 304.5 1,702 Leavenworth, Ind. . . . . . . . . . .. 661,1 699 H11ntÍI1gt0n, W­ Va- ­ ­ - ­ ­ ­ ­ ­ ­' 307.6 31,161 Alton, Ind. . . . . . . . . . . . . . . . . .. 675,9 161 Ceredo, W. Va. ­ - ‚ - ­ - - ­ ­ ~ ­ - -- 314.2 1,215 Stephensport, Ky. . . . . . . . . . .. 697,4 295 Kenova, W. Va. - - ­ ­ ­ - - - - - -- 315.1 992 Cloverport, Ky. . . . . . . . . . . . .. 7977 1,403 Catlettsbllfg, КУ - - - - ~ - - - - ­ ­­ 316.6 3,520 Cannelton, Ind. . . . . . . . . . . . .. 7262 2,130 South Point, O- ~ - - - - ­ - - - - -- 316 Hawesville, Ky. . . . . . . . . . . .. 720,3 1,002 Ashland, Ky. .............. .. 321; 8,688 Те11 City, loo ............ .. 723.4 3,369 ALLEGHENY AND MONONGAHELA DRAINAGE BASINS, AND OHIO RIVER. TABLE No. 10-(Continued.) POPULATION OF CITIES AND TOWNS ON OHIO RIVER FROM PITTSBURGH TO CAIRO.- Distance Distance below below Pittsburgh Population Pittsburgh Population City or town (Miles) (1910) City or town (Miles) (1910) Troy, Ind. . . . . . . . . . . . . . . . . . .. 727.2 510 Cave in Rock, Ill. . . . . . . . . 871.5 306 Lewisport, Ky. . . . . . . . . . . . . .. 734.0 596 Elizabethtown, Ill. . . . . . . . . . .. 879.7 633 Grandview, Ind. . . . . . . . . . . . .. 738.1 735 Carrsville, Ky. . . . . . . . . . . . . . .. 884.5 298 Rockport, Ind. . . . . . . . . . . . . .. 742.6 2,736 Fosiclare, Ill. . . . . . . . . . . . . . . .. ...... 609 Evansville, Ind. . . . . . . . . . . . .. 746.9 69,647 Golconda, Ill, . . . . . . . . . . . . . . .. 892.3 1,088 Owensboro, Ky. . . . . . . . . . . . .. 752.1 16,011 Smithland, Ky. . . . . . . . . . . . .. 909.9 557 Newburg, Ind. . . . . . . . . . . . . . .. 772.9 1,097 Paducah, Ky. . . . . . . . . . . . . . .. 924.1 22,760 Henderson, Ky. . . . . . . . . . . . . .. 798.0 11,452 Hamletsburg, Ill. . . . . . . . . . . .. 215 Mount Vernon, Ind. . . . . . . . .. 822.9 5,563 Irookport, Ill. . . . . . . . . . . . . . .. 926.9 1,443 Uniontown, Ky. . . . . . . . . . . . .. 835.7 1,356 Éfetropolis, Ill. . . . . . . . . . . . . .. 932.9 4,655 Shawneetown, Ill. . . . . . . . . . .. 848.9 1,863 Olmstead, Ill. . . . . . . . . . . . . . .. 288 Caseyville, Ky. . . . . . . . . . . . . .. 861.9 230 l\/lound City, Ill. . . . . . . . . . . . .. 961,7 2,837 Tolu, Ky. . . . . . . . . . . . . . . . . . .. 876.7 180 Cairo, Ill. . . . . . . . . . . . . . . . . . .. 966.8 14,548 CHAPTER III. FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. Introduction-Table of Floods--Monthly Distribution-Increase in Frequency and Height-Causes-Possible Maximum F1ood-De- Scription of Principal Floods-Relation of Allegheny and Monon- gahela Rivers to Floods at Pittsburgh. INTRODUCTION. The City of Pittsburgh, located at the conHuence of two rivers, both subject, often simultaneously, to severe freshets, has naturally been repeatedly visited by disastrous Hoods. Since 1806, the rivers at Pittsburgh have crossed the danger mark, or 22- foot stage, 78 times, and the 30-foot stage 15 times, with an alarming increase in frequency, height and damage, culminating in the great Hood of March 15, 1907, when the record stage of 35.5 feeft was reached. The following table, obtained through the courtesy of the Local F orecaster, United States Weather Bureau, Pittsburgh, shows the dates and gage heighlts of these Hoods. TABLE NO. 11. Record of Floods at Píŕfsburgli. Flood Stage, 22.0 feet* Gage 1 Gage Year Day of month Ht. Year Day of month Ht. (Ieet) 1 I (Feet) 1806 April 10 . . . . . . . . . . . . . . . . . 33 .9 1888 July 11 . . . . . . . . . . . . . . . . . 22.0 1810 November 9 . . . . . . . . . . . . . . . . . 32.0 1888 August 22 . . . . . . . . . . . . . . . . . 26.0 1813 January . . . . . . . . . . . . . . . . . 29.0 1889 June 1 . . . . . . . . . . . . . . . . . 24.0 1816 February . . . . . . . . . . . . . . . . . 33 . 0 1890 March 23 . . . . . . . . . . . . . . . . . 24.3 1832 February 10 . . . . . . . . . . . . . . . . . 35 ‚О 1890 Мау 24 . . . . . . . . . . . . . . . . . 22 ‚О 1840 February 1 . . . . . . . . . . . . . . . . . 26. 8 1891 January 3 . . . . . . . . . . . . . . . . . 23 .2 1846 March 15 . . . . . . . . . . . . . . . . . 25.0 1891 February 18 . . . . . . . . . . . . . . . . . 31. 3 1847 February 2 . . . . . . . . . . . . . . . . . 26. 9 1892 January 15 . . . . . . . . . . . . . . . . . 23 ‚О 1847 December 12 . . . . . . . . . . . . . . . . . 24 ‚О 1893 February 8 . . . . . . . . . . . . . . . . . 24. 0 1848 December 22 . . . . . . . . . . . . . . . . . 23. 0 1893 February 11 . . . . . . . . . . . . . . . . . 22.0 1851 September 20 . . . . . . . . . . . . . . . . . 30.9 1894 May 22 . . . . . . . . . . . . . . . . . 23 .2 1852 April 6 . . . . . . . . . . . . . . . . . 25.0 1895 January 8 . . . . . . . . . . . . . . . . . 25.8 1852 April 19 . . . . . . . . . . . . . . . . . 31.9 1896 July 26 . . . . . . . . . . . . . . . . . 23.0 'l858 May 27 . . . . . . . . . . . . . . . . . 26 . 0 1897 February 24 . . . . . . . . . . . . . . . . . 29 . 5 1859 April 28 . . . . . . . . . . . . . . . . . 22 . 0 1898 March 24 . . . . . . . . . . . . . . . . . 28 . 9 1860 April 12 . . . . . . . . . . . . . . . . . 29. 7 1899 March 6 . . . . . . . . . . . . . . . . . 22.0 1860 November 4 . . . . . . . . . . . . . . . . . 22.0 1900 November 27 . . . . . . . . . . . . . . . . . 27 .7 1861 September 29 . . . . . . . . . . . . . . . . . 31.0 1901 April 7 . . . . . . . . . . . . . . . . . 22. 1 1862 January 21 . . . . . . . . . . . . . . . . . 30.0 1901 Ap ril 21 . . . . . . . . . . . . . . . . . 27 . 5 1862 April 22 ............... . . 27 . 9 l 1901 December 16 ............... . . 25.8 1865 Maren 4 ............... . . l 24.5 1902 March 1 ............... . . 32.4 1865 Ма1011 19 ............... . . I 81 ‚4 1903 February 5 ............... . . 24.0 1867 February 15 . . . . . . . . . . . . . . . . . I 22 ‚О 1903 March 1 . . . . . . . . . . . . . . . . . 28.9 1867 March 13 . . . . . . . . . . . . . . . . . 23 . 5 1904 January 23 . . . . . . . . . . . . . . . . . 30.0 1868 March 18 . . . . . . . . . . . . . . . . . 22.0 1904 March 4 . . . . . . . . . . . . . . . . . 26.9 1873 December 14 . . . . . . . . . . . . . . . . . 25. 7 1904 March 8 ‚ ­ — ‚ ‚ ­ ­ ‚ ‚ ‚ ‚ . — ‚ . . . 23. 2 1874 January 8 . . . . . . . . . . . . . . . . . 22.2 1905 March 22 . . . . . . . . . . . . . . . . . 29.0 1876 September 19 . . . . . . . . . . . . . . . . . 25.0 1905 December 4 . . . . . . . . . . . . . . . . . 23.5 1877 January 17 . . . . . . . . . . . . . . . . . 24. 6 1907 January 20 . . . . . . . . . . . . . . . . . 23.3 1878 December 11 . . . . . . . . . . . . . . . . . 24.5 1907 March 15 . . . . . . . . . . . . . . . . . 35. 5 1881 February 11 . . . . . . .‘. . . . . . . . . . 23 . 2 1907 March 20 . . . . . . . . . . . . . . . . . 22.4 1881 June 10 . . . . . . . . . . . . . . . . . 27. 1 1908 February 16 .¿ . . . . . . . . . . . . . . . 30.7 1883 February 5 . . . . . . . . . . . . . . . . . 24 . 8 1908 March 20 . . . . . . . . . . . . . . . . . 27 .3 1883 February 8 . . . . . . . . . . . . . . . . . 28 ‚О 1909 February 25 . . . . . . . . . . . . . . . . . 22. 3 1884 February 6 . . . . . . . . . . . . . . . . . 33 . 3 | 1909 May 1 . . . . . . . . . . . . . . . . . 22. 2 1885 January 17 . . . . . . . . . . . . . . . . . 23 ‚О 1910 January 19 . . . . . . . . . . . . . . . . . 22.8 1886 April 7 . . . . . . . . . . . . . . . . . 22.8 1910 May 1 . . . . . . . . . . . . . . . . . 22.0 1887 February 12 . . . . . . . . . . . . . . . . . 22.0 lí 1911 January 15 . . . . . . . . . . . . . . . . . 23. 8 |887 February 27 . . . . . . . . . . . . . . . . . 22 .0 1911 January 31 . . . . . . . . . . . . . . . . . 25. 2 *Market Street gage . FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. MONTHLY DISTRIBUTION. The authentic records extend back to 1872, and since this date 53 Hoods, rang- ing from the 22.0 to the 35.5-foot stage, have occurred. The following table gives the monthly distribution of the Hoods since 1872, and shows that the three prin- cipal Hood months are February, March and January, and that February leads in point of number and March in point of average height; 13, or 24.5 per cent of the 53 Hoods havingoccurred in the former, while the average gage height for the 11 March Hoods is 27.4 feet. No Hoods have occurred in September or October during this period. TABLE N0. 12. Monthly Dz'st1’z`butz'01z of Floods at Pittsbmfglz. December I4, 1873 to January 31,/1911. Month N о. of Hoods Per cent of total /A/verage stage / February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 24.5 ,/ 25.9 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 11 20.7 / 27-4 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 20.7 24-3 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4 7 .6 24.9 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4 7 .5 22.4 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 5.7 24.1 J une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 3.8 25. 5 .1 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 3.8 25.5 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 3. 8 22. 5 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.9 27 . 7 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . О . . . . . . . October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53 100.0 25.3 CAUSES. The causes of Hoods may be classified under two general headings: Natural, and Artificial. NATURAL CAUSES. The principal natural cause is heavy and concentrated precipitation. The magnitude of a Hood caused by such a rainfall is dependent upon the condition of the ground. When a heavy precipitation occurs with the ground dry and parched, as in late summer, the ground naturally absorbs the Hrst part of the rainfall, and the rain must be of consid- erable intensity and duration before the ground can be thoroughly soaked and a high rate of run-off take place. When rain falls upon frozen or icy ground, however, there is little or no penetration and practically all the precipitation Hows off at once and causes high stages. This run-off is considerably increased if the ground is covered with snow, especially if the temperatures are high and the snow is soft and easily melted. It is considerably decreased where there are good conditions of forest and humus cover. A study of the records of precipitation over the Allegheny and Monongahela Basins fails to disclose any increase in amount or intensity of rainfall during the period for which Hood records are available. It is evident, therefore, that the increase in the fre- quency and height of Hoods is due to artiñcial causes. ARTIFICIAL CAUSES. Artiñcial causes may in general be of two kinds, the one causing a higher rate of run­oH for a given rainfall, and the other causing a higher stage for a given discharge. It is generally believed that extensive deforestation of the drainage area of the two rivers, 46 INCREASE 1N FREQUENCY AND HEIGHT. by giving а‘ higher rate of run­off, has been the cause, in part, of the increase in the frequency and height of Hoods along the Allegheny, Monongahela and Ohio Rivers. This subject is fully discussed in Appendix No. I of this report. It »is well known, moreover, that the carrying capacity of the river channels at Pittsburgh has been con- siderably reduced in the last Hfty years and that Hoods of a given discharge now reach a higher stage than formerly. The erection of bridge piers in the channel and of bridge abutments extending, in some cases, a considerable distance beyond the former bank lines is recognized as reducing to some extent the carrying capacity of the river chan- nel. ’The extent to which these reductions have taken place is discussed in the following chapter. ’ _ The construction of the navigation dams has. also, to a certain degree, raised the stage at which a Hood of a given discharge passes Pittsburgh. The Davis Island dam on the Ohio and the Herr Island dam on the Allegheny, it is true, are movable dams, and when their wickets are lowered, as during Hoods, they offer little or no obstruction to discharge. The Monongahela dams, however, being fixed dams, are naturally greater obstructions to the passage of Hoods than the Herr Island and Davis Island dams. The Davis Island dam, while it does not materially raise the stage of the crest of high Hoods, has a tendency, nevertheless, to lengthen the time at which Hoods are at a high stage, for the reason that the wickets are of course not lowered until there is a sufficient How to give a navigable depth in the pool with the wickets down, so that navigation will not be suspended and river craft will not go aground. As a result, the first part of a Hood descends upon a stage several feet higher than would obtain with open river con- ditions, and the first part of the Hood wave rises sooner and higher than it otherwise would.\ As fully discussed later, in Chapter VIII, the dams would have a considerable backwater effect during Hoods if any comprehensive dredging of the channel were carried out, and it would be necessary to rebuild them with the required sill elevations if the full Hood-lowering effect of such dredging were desired. INCREASE IN FREQUENCY AND HEIGHT. That Hoods are increasing in frequency and height is evident from an inspection of the following table, which gives, by Hve­year periods, the number of Hoods of various heights since 1871. TABLE No. 13. 'Increase of Floods at Pittsburgh since 1871, by Fir/e­year Periods. Number of Hoods Five­year period 1 ì 22 ft. to 26 ft. 26 ft. to 30 ft. 30 ft. t0 35 ft. 35 ft. to 40 ft. Total 1871-187 5 . . . . . . . . . . . . 2 0 0 0 2 1876-1880 . . . . . . . . . . . . . 3 0 0 0 З 1881-1885 . . . . . . . . . . . . . 3 2 1 0 6 1886-1890 . . . . . . . . . . . . . 7 1 0 0 8 1891-1895 . . . . . . . . . . . . . 6 0 1 0 7 1896-1900 . . . . . . . . . . . . . 2 3 0 0 5 1901-1905 . . . . . . . . . . . . . 5 4 2 0 11 1906-1910 . . . . . . . . . . . . . 8 1 1 1 11 (Inclusive Jan .. 31, ’11) Total . . . . . . . . . . . . . . 36 11 5 1 53 POSSIBLE MAXIMUM FLOOD AT PITTSBURGH. As inferred later, in the description of the 1907 Hood, it is not only possible, but probable that Pittsburgh will some time be visited by a greater Hood. The following 501| PLATE 1 ` TOTAL SNOWFALL, INCHES. / A/fred N.Y 2 Ba_//'var Н - 56 ' 3 О/еап ~ '- 4 Allegany ' ­ ‘94 ‘ 5 Hump/:rey - ­ е‘ fran/r/my/7/e ~ 70 7 Redhause ‘ Uffa ­ Cherry Cree/r ­ Jamesŕalm Ivesŕŕïe/d Vo/as/‘a Erie Saegersŕoßvn /Va/‘ren Sme#/porŕ G01/de/~ŕ.sporŕ St Marys Ridgway Dubo/ls* E/'oo/rw’//e //arvŕno/‘n Мало/ту /r/'ŕfa/mi/zy C/sr/'an Par/fers /.'nd_'ç. 0/'/ 5/'ŕy F/‘anx//'n Grove C/'ŕy 81/r'/er 6/‘eem//'//6 Skidmore E/Wood ._/¿vf Beaver дат 38/dw/h P/#sau/yn ­>`pr/`n_çda/e Freeporŕ тут Greensburg де/‘Гу 5/a/'rsvi//e Sá/ŕs.bllf_`9 /nd/'ana Cassandra Johnsŕawn Somerseŕ Conf/vence L y c/’ppl/s West# /Vewŕon Loc/r М‘! Ca//'fa/-17/'a union/‘afm Greensboro We."/sbl/rg C/aysv///e ‚недра Sm/'ŕ/1f/'e/d Mann/'n fon Ma/pan от) Ра/г/пат‘ 6/‘afŕon R0lY,’s.$`ó1/r 7?/:fa Ада 94 Granŕs Y///e Md 7 д Deer Par/r к 7/ Oak./and ” 49 6`8 Parsons N Va 6.9 E/if/'nä .55 MAP SHOWING 70 5¿-yer»/_y I7/ P/C/re/is Í LINES OF EQUAL. SNOWFALL1, ‚г Buckhannon I 73 Ph////_',0/' `¢ 1, 2 8, I 74 L05] Creen' 75 )Yesŕan ч‘ Saaie in Miles. ` 55 ш о Io zo 30 Aa 50 8....... on OI Ч N Ч N ~.­..­.‘­\­ \. \ Ф //8 ‹ x 76 90 47 :~=:\x:z:~\s-\~­~ U) Q) ` ses lœ§lI\=lll\ll ь. Ы ­.....§ ё Ь‘ eser äm «Н FLOOD COMMISSION \ P|TTsBunGH,PeNN’A. //7 4.5 44 .ao 47 «slain- ‘н! Lnfw .MTD IlSls,u\Lîr..Mu FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. review of the weather conditions during the winter of 1909-1910, when Such an un- precedented amount' of snow fell, is interesting in this connection. December, 19o9, was the coldest December on record. rIlhere were no extremely low temperatures recorded, but the low average was due to the long duration of the cold weather. The smaller rivers were frozen by the 15th and remained frozen for the rest of the month. There was a heavy fall of snow all over the two basins. In the mountain seotions and in the northern portions. snowfall was somewhat heavier than is usual in December. The range in depth in the Pennsylvania section of the basin was from 8 to 28 inches, in the New York section from 8 to 16 inches, and in the Maryland sec- tion from 18 to 3o inches. In VVest Virginia it was the heaviest recorded in any one month, ranging from 6 to 35 inches in depth. During the entire month of january the ground was frozen and covered with snow. There was an extraordinary snowstorm on the 5th and 6th. The snowfall during the month was from 24 to 57 inches in Pennsylvania, from Io to 43 inches in West Vir- ginia, and from 20 10 3o inches in western Maryland. Although exceptionally cold weath- er prevailed from the 6th to the 11th, the average tempera«ture for the month was slightly above the normal. There were alternate warm and cold periods of short duration, the two mildest being at the first and last of the month. These periods of moderately warm weather, however, were not sufficient to melt OH the very great accumulation of the De- cember and ~january snowfall, and at the end of the month snow lay on the ground to a depth of 25 inches over parts of western Pennsylvania and Io to 20 inches over most of West Virginia. In February there were two unusually heavy snowstorms, on the 11th and 12th, and on the 17th and 18th. The total snowfall for the month was from 25 1-0 40 inches in the pontion of the basin lying in New York, 15 to 44 inches in the Pennsylvania section, 10 to 4o inches in the West Virginia section, and IO to 17 inches in the Maryland section. This gave a total snowfall for December, january and February of from 56 to 94 inches in the New York section of the basin, from 47 to 117 inches in the Pennsylvania section, from 3o to 117 inches in the West Virginia section, and from 5o to 70 inches in the Maryland section. The above information is collected from the monthly bulletins of the U. S. Weather Bureau. The map, Plate I, shows the depth and distribution of the total snowfall for the above period. On account of the unusual and alarming .amount of snow remaining on the ground at the end of February, grave apprehension was felt by those in touch with the conditions as «to the possibility of a Hood at Pittsburgh considerably exceeding that of March 1.5, 1907. It was not unreasonable to suppose that the heavy warm rains that so frequently occur during the lasft of February or the month of March might occur at this time, when the conditions on the watershed were ripe for an unprecedentedly high rate of run- off. Fortunately, however, the rain of the 27th and 28th of February was comparatively light, and March hada remarkably lightt precipitation, which was scattered through the month in ineffeotual showers, the total for the month over the entire drainage area being in general considerably under one inch. The month of March, however, had an unusually high temperature, which prevailed almost continuously throughout the month. As a result, the deep snow melted Off rapidly, but with no additional run-off due to rainfall; and while the streams were Howing full during the latter pant of February and the Hrst part of March, the waters did not rise high enough to do serious damage, the highest stage reached at Pittsburgh being only 22.0 feet on March Ist. The water fell rapidly after 48 PRINCIPAL 1~‘LO0Ds. the Hrst part of March and by the end of the month had dropped to the 3.5-foot stage. The U. S. Engineers raised the wickets on the movable dams to facilitate navigation, this being the earliest date it has ever been necessary to use the slackwater facilities. If a rain similar to any one of the frequent heavy, warm spring rains had occurred at this critical time, for example, similar to that of March 1-4, 1904, which caused a Hood stage of 26.9 feet at Pittsburgh, the snow on the ground at the end of February, 1910, would have melted and run olf with this rain, and a very conservative estimate, made graphically by means of the diagram, Plate 83, places the probable Pittsburgh stage at 38.3 feet. (See Chapter VII.) A Hood of this height, giving a discharge of about 560.- 000 second-feet, or 30 second-feet per square mile, would iniindate 1820 acres at Pitts- burgh and the damage might amount to ten million dollars. As the snow run-off from only 62 per cent of the drainage area was used in this diagram, it is not unreasonable to suppose that a gage height of 40 feet might have been reached if the entire drainage area had been considered. ln' fact, if the maximum re- corded discharges of the Kiskiminetas, Allegheny, Monongahela and Youghiogheny Riv- ers were assumed to arrive at Pittsburgh simultaneously, a discharge of 634,000 second- feet, equivalent to a gage height of about 39.8 feet, would result. The following, quoted from the annual report of the \/Vater Supply Commission of Pennsylvania for 1907, is interesting in this connection: “That greater Hoods may be expected at Pittsburgh is suggested by a comparison of rec- ords of the Ohio and Susquehanna Rivers. These two streams drain at Wheeling, W. Va., and at Harrisburg, Pa., respectively 23,800 and 24,030 square miles, areas approximately equal. If conditions of rainfall, forest cover, topography, geology, development and industry were alike in the two basins, Hood discharges approximately equal at these two points might be expected. The Susquehanna drainage basin is subject to a rainfall of 41 inches, while the Ohio basin receives 41.2 inches. The topography does not differ essentially, each stream having certain tributaries leading from the glaciated areas and regulated by lakes, ponds and swamps, and both draining the sides of the Allegheny Mountains, through other tributaries. The records show that the great rain of May and June, 1889, resulted in a run-off at Harrisburg, in the Susquehanna River, of 29.2 cubic feet per second per square mile, while during the Hood of March, 1907, the Ohio at Wheeling reached but 20 cubic feet per second per square mile. What a discharge of 30 cubic feet per sec- ond per square mile at Pittsburgh would mean in damage and loss of life cannot be foretold.” PRINCIPAL FLOODS. The notable Hoods between 1873, when the authentic records begin, and 1898, are those of February 6, 1884, 33.3 feet, February 18, 1891, 31.3 feet and February 24, 1897, 29.5 feet. Prior to 1873, detailed data as to rainfall and river stages are not available, and no discussion can be made of earlier Hoods. After 1897 more complete data are on record, enabling fuller discussion and analysis of the principal Hoods occurring since that date. PLooD or FEBRUARY 6, 1884. The Hood of February 6, 1884, reached a stage of 31.9 feet at Pittsburgh at 8 A. M. and must have reached its maximum of 33.3 feet some time before mid- night, when it began to slowly recede, having fallen to the 31.7-foot stage at 8 A. M. on the 7th. The only river stages on the Allegheny and Monongahela Basins available for this time are those at Pittsburgh, Freeport and ConHuence. Freeport reached its maximum of 30.0 feet, only 2.7 feet below record stage, on the morning of the 6th. The Youghiogheny at ConHuence rose to 9.9 feet on the 5th, 8.7 feet below its maximum in the 1907 Hood. Unfortunately, no record of the stage at Lock No. 4 on the Monongahela is available, but it must have been lower than the 1907 crest of 37.4 feet, for during the 1884 Hood, the Freeport maximum was 2.0 feet higher than the 1907 crest, while the Pittsburgh stage was 2.2 feet lower. Had the Monongahela and Yough- FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. iogheny equaled their 1907 crests during this Hood the Pittsburgh stage would un- doubtedly have exceeded that of 1907. During this Hood, the Ohio at Wheeling and Cincinnati reached the highest stage ever recorded at these points. Table No. 14 gives the gage heights on record for river stations on the Allegheny, Monongahela and Ohio Rivers. In this and the following tables the stages of the Ohio at Wlieeliiig, Parkersburg and Cincinnati are inoluded, in order to show the relation between the Pittsburgh stage and that at points further down the Ohio. TABLE No. 14. Daily Gage Heights at Кбит’ Stations. Flood of February 6, 1884. Date iiighest recorded stage Station January February 30 | 31 1 I 2 Í 3 I 4 5 I 6 ,I 7 Ё 8 Í 9 Stage) Date __1 l ________ I I Freeport __--....------... 5.7 I 8.8 12.2 I 11.5 i 11.5 I 9.2 14.0 i 30 0 28.5 22.4 i 18.7 i 32.7 Feb. 18, 1891 Confluence -------..---. 0.7 5.7 5.8 I 4.2 | 3.4 3.2 9.9 9.5 8.9 7.2 j 5.2 18.6 Mar. \ 14, 1907 Pittsburgh .......... ... 3.3 8.4 20.4 17.3 12.8 11.1 15.8 2131.9 31.7 ‚ 263 21.3 I 35.5 Mar. 15, 1907 Wheeling ___________ --._ -..__ ____ ---_ ____ .._.... 20.0 23.0 38.0 b 46.5' 46.5 41.3 53.1 Feb. 7, 1884 Marietta (c) 20.0 1.5 1.5 25.5 В‘ 25.2 29.0 37.7 46.2! 49.5 52.0 ---- a. Max. 33.3. b. Max. 53.1, 2 P.M. c. No gage heights for Parkersburg available. FLooD oF FEBRUARY 18, 1891. The Hood of February 18, 1891, which reached a maximum of 31.3 feet at Pittsburgh, was the Hrst considerable Hood since 1884. It was caused principally by the extraordinarily high discharge of the Allegheny, the stage at the Freeport gage reaching the record height of 32.7 feet, while the Monongahela at Lock No. 4 rose to only 21.8 feet, 20 feet below record stage. The West Fork and Cheat Rivers did not rise at all, but the Youghiogheny had a considerable Hood, rising to 18.6 feet at West Newton. The following table gives the gage heights at river stations during this Hood. TABLE N0. 15. Daily Gage Heights at Rit/en Stations. Flood of February I8, 1891. Date Highest recorded stage station February 12 13 14 15 Il 16 17 18 19 20 21 Stage Date 2.0 1.2 0.8 0.5 2.5 10.0 9.0 4.2 1.8 2.0 14.0 June 1, 1889 gl1'á)r(i>(l)«1äil1e | 3.7 3.7 3.7 3.5 4.0 11.7 13.0 8.0 6.6 6.3 16.0 Mar. 20, 1905 Saltsburg I 3.5 3.0 2.6 2.2 3.0 18.5 11.5 6.0 4.5 5.0 22.1 1 Warren | 4.3 3.9 3.1 2.9 2.6 11.0 12.0 11.3 10.0 9.7 17.4 Mar. 1865 Oil City _I 5.4 4.3 3.9 3.5 3.5 13.8 15.9 13.5 10.9 10.4 21.0 Mar. 17, 1865 parker 1 7.4 6.0 5.2 4.4 4.0 12.0 20.7 17.0 13.0 11.0 28.0 Mar. 186 Freeport I 12.5 10.4 8.9 7.8 7.6 23.4 32.7 27.0 20.0 19.0 32.7 Feb. 18, 1891 Rgwlesburg __________________ __| 5.0 5.0 5.0 5.0 5-0 5-7 6.0 5.5 5.3 5.3 22.0 July 10, 1888 Confluence I 6.1 5.5 4.9 4.3 6.9 12.3 10.2 6.9 6.0 6.2 18.6 Маг 14, 1907 West Newton ________________ __1 6.6 5.1 4.1 3.7 5.5 18.6 13.2 8.6 6.4 8.2 28.2 Mar 14, 1907 Weston _' 3.0 3.0 2.5 3.0 3.5 3.0 3.0 2.5 4.0 4.4 21.0 Oct. 13, 1890 Greensboro 1 13.0 11.0 10.2 9.8 10.0 14.0 13.5 12.0 11.5 12.0 39.0 July 10, 1888 Loek N0, 4 __________________ __ 18.8 13.8 11.8 11.4 12.3 21.8 20.5 16.3 14.0 16.5 42.0 July 11, 1888 Pittsburgh _______________,_____I 16.7 12.6 10.4 9.2 9.3 24.2 31.3 26.5 19.5 18.6 35.5 Mar 15, 1907 Wheeling 27.6 23.0 17.8 14.0 16.0 25.0 40.0 44.6 40.5 34.5 53.1 Feb 7, 1884 Parkersburg ____________ _„_| 26.2 26.9 23.3 19.6 16.0 27:0 34.5 41.4 44.3 44.6 53.9 Feb, 9, 1884 Cincinnati I 43.0 I 46.3 46.3 l 45.1 44.6 45.5 41.8 41.5 44.4 49.7 71.1 Feb. 14, 1884 l 1«‘1.ooD or FEBRUARY 24, 1897. The Hood of February 24, 1897, reached a maximum of 29.5 feet at Pittsburgh. It was caused by a three days’ rainfall, which was very light on the up- 50 PRINCIPAL F1.0oDs. per Allegheny, the average for that entire basin amounting to only 0.98 inch as against an average of 2.55 inches on the Monongahela Blasin. As a result of this un- equal distribution of the rainfall, the Monongahela at Lock N0. 4 reached a height of 36.0 feet on the 23rd, within 6 feet of the great Hood of 1888, relnaining at this stage for 24 hours or more; but the stages of the Alleglleny at Parker, Oil City and Warren showed very little increase. The Youghiogheny rose to 22.0 feet alt li/est Newton, its greatest recorded stage, except that of March, 1907, while the Kiskiminetas was but a small contributor to the Hood. The Cheat and Weslt Fork of the Monongahela were at high stages, and were important factors in causing the high stage at Lock N o. 4. The following table gives the gage heights at river stations during this Hood. TABLE No. 16. Daily Gage Heights at Rit/er Stations. Flood of February 24, 1897. Date Highest F b recorded stage Station I е 11122’ `_ __ „й 18 I 19 | 20 21 l 22 23 24 25 26 l 27 stage Date и “т д l -l- --|~ -~'-.-_»-»~ Brookville 1.4 1.4 1.4 1.6 1.7 8.4 4.1 8.2 2.8 2.7 14.0 ,laune 1, 13,815» Warren 1.6 1.6 1.8 1.8) 1.8 .1 .5 2.0 1.9 1.7 17.4 ar. oil olty 2.5| 2.5 2.7 2.9I 8.0 8.6 4.8 8.9 8.2l 8.0 21.0 l,l,4,ar. 17, 13,65 Parker 8.4 8.4 8.4 8.0 8.0 8.9 5.0 4.5 4.0 4.0 28.0 ar. Freeport ‚ 6.6 7.5 7.1 6.9 8.2 14.6 14.7 11.0 8.9 7.8 82.7 Feb. 18, 1891 Rowlesburg 8.5 8.0 8.0 8.5 10.0 13.5l 7.0 6.0 50| 4.5 22.0 July 10, 1888 Confluence 4.9 5.7 4.2 5.8 11.6 13.0 9.6 6.8 5.6 4.3 18.6 iMa1‘. 14, 1907 West Newton ................ __ 4.7| 5.4 4.7 4.1 10.0 5121.3, 14.6 7.8 5.5l 4.6 28.2 làlar. lâ, 15935 Weston 0.1 0.0 0.0 8.0 11.0 lo. 8. 20 1.5 0.8 21.0 et 1 , 1 ralrnionr 82l 28 28 4.5 15.0 27.8l 18.0 9.0 4.0' 8.5 87.0 July 10,1888 Morgantown _________________ -_ 9.5 8.9 8.5 8.9 16.0 29.0 28.9 14.7 10.7 96 80.0 July 11, 1888 Greensboro 10.1] 10.0 9.5 9.2 165 88.0 24.5l 15.8 12.8’ 11.4 39.0 July 10, 1888 1,¿oo„kbNo.„4 __________________ __ 12.3 11.0 10.8 10.0 16.0 §60 86.01, 28.0 14.0I 11.9 .,:,l,111y 1%, 138,8, it s urg - 8.8 8.8 8.1 7.6 10.1 .8 128.9 19.0 12.0 9.0 . ar 1 , Wheeling l 18.2 18.8 18.4 12.6 12.4 19.5 85.8 87.0 270| 17.8 58.1 Feb. 7, 1884 Parkersburg -_----_-_-----_----| 15.0 14.2 142 157 21.8 29.9 84.0l 87.5 86.4 29.8 58.9 Feb. 9. 1884 cincinnati 82.8, 80.6 29.1 29.5 410 50.4I 56.0l 59.4 6l.1l 60.9 71.1 Feo. 14, 1894 _ а. .ylo.\»îo2.o. _ 0. Íll1Ä«x.¿29.5. __ _ M 171.000 or MARCH 24, 1898. The Hood of March 24, 1898, reached a height of 28.9 feet at 1.00 A. M. and was at or near this stage for about 1o hours. Rain fell practically continuously for the four days, March 20th to 23rd inclusive, the maximum of 5.0 inches occurring at Brookville, Pa., while the headwaters of each of the two lnain rivers received only about 1.0 inch. No records as to the amount of snow on the ground are available. r1`he rainfall causing this Hood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 2, shows the total amount and distribution. No at- tempt has been made to show 'the rainfall of earlier Hoods, as the records preceding this time are too incomplete to be satisfactory for this purpose. The upper portions of the Allegheny and Monongahela Basins were not large con- tributors to this Hood on account of_the relatively light rainfall in these sections, while the maximum How of the Cheat arrived too late at Pittsburgh ‘то Ье а factor in pro- ducing the crest. The Clarion River, and Red Bank and Mahoning Creeks had the great- est run-off, and the simultaneous arrival of their Hood crests at Pittsburgh doubtless was largely responsible for the stage reached by this Hood. The following table gives the gage heights at river stations during this Hood. I I \ i тотм. RMNFALL f­’".""‘\ д‘ ‚_‚’\Г’\д$ I \.8‘ /f-/\` ?"I'\ э <\‚“.Ъ< so ' ~ ` САТТА -, ' PEN \ A/wz/v /5 | / I \ Í „.. ,„>_._` ‘ssss88s=aa„s48 I ‘\ .QOOD COMMISSION PITTSBURGH, PENNA. MAP SHOWING INES OF EQUAL PAINFALL FOR FLOOD OF мАвсн гыввв GAGE HEIGHT АТ PITTSBURGH ze э‘ 72 73 74 75 I0 G IU 20 J0 U ‚спад в... as с Hump/1/‘ey PLATE 2 INCHES N.Y /.Z7 "' /.5О I I _aa /­'r‘an/r//'nw'//e 1 ~ 1.3/ í?edhol/se 0.00 1/amesŕarvn ìvesŕf/'e/d Va/I/:fa E Pie Sa egersŕarrn /Ver/‘ en Smefńparŕ Coude/‘ŕsparf Si Marys НИ; wa у Dubo/ls B/'oofrw'//c Haw/horn Ma/Jon/'ry /0'/fan/7/'ny C/ar/‘on Par/fers L м; 0// C/'ŕ _y F/‘amr//'n 6/-ave C/'ŕ y 67/ŕ/er Gr e en v/'//e Sk/'dm are E/wood Л»? Вегуег дат Ba/dmh P/ŕŕsbu/yh .Sp r/ngda/e Freeport /rn//n Greensburg Der/‘ y Bla/‘rs Y/‘I/e Sá/ŕsbvrg /nd/‘ana Cassandra J0/msŕown Som e/‘seŕ Conf/1/ence L y c/'ppi/.s' Wßsŕ /Veil/Í0/7 Loclr М’! Ca//‘fern/'a Un/'on foam Gre en-sbo/‘0 We//sb игу C/aysri//e Aleppo Sm/'ŕhf/'e/d Мэпп/п fan Marys/7 от) Fa/‘r/zvonl 6/‘afŕo/7 Raw/esburg Terra A/fa Granŕsvi//e .Deer Par/r Oak/and Parsons E/.Ir/'ns ßerenly P/'C/rens Buckhannon P/2/`///'/H' /.asf Cree/r Wesfon 0/re/*ry Cree/r н ~ /.05 /.28 Ра 8229 5.00 5.4/ 4.47 =2|x~¢=.--~.x--.:­\=.~ 5.05 .44 3.0/ г.” lIl=>iltllu 2.3.9 W V3. Ра. W~V8. п Md 2.25 I Í.3Í I /.64- 2,06 /.76 _ llóa ve ra//`7fä// А; für .96 /mi//S s°“° ‘" М" 1 prev/'ous (а д AM. Mardi Z3, /838I nu шип IALTQJREII миома PLATE 3 TQTAL RAINFALL INCHES / A/fred NX 2 ‚Ш 2 Bo,//var п - 3,81 3 О/еап ~­ ­ 4 Allegany - ‚ 5 Humphrey ’ - 3.00 6 Fran/r//'nr/'//e ‘ - 2.55 7 /Pedhol/se ‹ - E От’ - ­ .9 0//er/‘y Creek ~ ­ /0 L/amesŕon’/7 ­ ­ 2. I/ J/ Nesŕf/'e/d ~ ­ /2 Vo/1/5/'a п ~ 2.6.9 /3 Erie Pa. /4 Saegers/myn /5 /Var/‘en I6 Smeŕńparŕ /7 Caz/de/‘ŕsporŕ I8 St Marys 79 Ridgway 20 01/bo/ls г‘ Вгоакт/е — 2.50 22 /­/an'ŕ/Jorn ‚ 23 Мгла/ту Y'24 /K/'Hann/‘ny .25 C/ar/on 26 Par/\rer.s‘ “М; 27 Oi/ C/ŕy 28 Frank/in 29 этого‘ C/‘fy — 30 ßuŕ/er 3/ Greenville 32 Sk/2/more зз E/Wood мы 31 Bearer Dam 35 58/dw/h l .36 D/Yŕsbu/yh A|37 Spr/nyda/e ‘J 2.7/ Aunis.. 2.55 2.57 I .45 2.07 2.20 2.24 38 Freeporŕ 2 .42 39 /rw/n 40 Greensburg 4/ Derry 1- 2.55 4? 6/airsv/'//e I3 Sd/fsb:/ry J4 /nd/'sns 45 Cassandra 46 Johnstown ` 47 Зотегат‘ 48 Conf/1/ence 4s L _yc/'ppl/s 50 W05# лент’) 5/ Lac/r /V4.4 / .52 Ca//'forn/’.9 /' .F3 un/'onŕo/vn , .54 Greensboro .55 We//sbu/y ‘ .56 C/aysv///e Pa. _ . _ 57 A/epßo ” 58 Sm/'ŕnf/'e/d Wh 59 Mann/'n_9ŕon . ‚М Moryanŕawn ­ 6/ Fa/rmanŕ ~ ’ 62 Grafŕon . 63 /Paw/esburg ’ 64 Te/‘ra I/fa ‚ ’E5 eranfsv///e Md `\.ELOOD COMMISSION 66 Deer Рэгк `P|1'1'ssuReH,P1­:NN'A. 5" 0""""”d 68 Parsons Ww. 2.00 /J 69 5/fr/’ns 5.51 MAP SHOw|NG 70 Beye’./y LINES or-' EQUAL RAINFALL Z’. '°"°"”’ z B1/cw/7a/man FOR FLOOD OF и pm'//I-p,~ NOV EMBEH 27, lsoo 74 Lasŕ C/‘ee/r /.43 GAGE EIGHT AT G I 75 H/esßŕon l 2.40 Н Ртзвин Н г” Above ra/nf@///5 for 72 /murs sono in Miles i,ß'cVÍOU5 to BAM /VOVCIUÓC/'26, ‘ж ‚и 0 ю zu so 40 до .I \l\ltlIl(lllI0~ì~|\ §|ìl=\ll\ll:l; ё NN`N<»«N ba .asses .. (nNN-NNN NQ. . . . . œnglëäîî 3.26 2.57' inail.. »N I no no ‚ ‘о о lolo »oon ooo. ‚о... м’ Lann .Atvo ’ull нации. FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. 51 TABLE No. 17. ‘ Daily Gage Heights at Ritter Stations. Flood of March 24, 1898. Date Highest | recorded stage station мать 11 18 I 19 20 I 21 I 22 I 28 24 25 26 27 stage Date I I Brookville 1.8 1.8I 4.5 8.4 8.2 10.5 6.9 8.7 2.9 2.6 14.0 June 1, 1889 oiariou --_- _---I ----| -_ ---- 811.5 ---_ -.._ -.._ -.._ 16.0 Mar 20,1905 Warren ­ I 3.7 3.5 5.8! 6.0 5.5 6.8 7.2 6.2 6.0 5.0 17.4 Mar 1 Oil City I 8.9 4.1 7.0 7.0 6.5 9.21 10.2 8.5 7.0 6.0 21.0 Mar. 17, 1865 parker I 4.7 4.0 10.0 9.7 8.7 b18.5l 14.0 10.0 8.2 7.1 28.0 Mar 1865 Freeport I 7.5 7.0 10.6 159 16.1 0 25.2’ 25.8 18.9 14.8 11.9 82.7 Feb 18, 1891 Rowlegburg l 7.0 5.4 4.0 6.0 7.0 d 7.2 7.5 8.0 5.0 4.5 22.0 July 10, 1888 confluence I 5.8 4.0 4.0l 6.0 7.5 7.61 7.6 8.1 6.8 4.0 18.6 Mar 14,1907 weer Newton _______________ 5.1 4.9 2.7I 5.0 10.8 е 10.1I 10.9 8.7 7.5 5.4 28.2 Mar 14, 1907 Weston 3.2 1.0 1.5 3.5 3.0 1.5 4.0 8.0 1.5 0.5 21.0 Oct 13, 1890 Fairmont 11.0 6.2 4.21 7.8 11.2 7.1I 8.4 18.4 10.6 5.4 87.0 July 10,1888 Greensboro 15.5 18.0 11.0I 12.4 16.0 14.0 14.5 21.2 16.0 12.0 89.0 July 10, 1888 Loek No. 4 __________________ _- 20.0 16.7 12.7 18.8 22.5 20.7I 20.2 24.7 28.8 16.0I 42.0 July 11, 1888 Pittsburgh 102 11.4 98 14.6 19.5 24.9 128.5 22.5 20.8 15.0 85.5 Mar 15, 1907 Wheeling 10.4 14.2 15.8 18.9 25.6 85.4I 48.9 42.9 87.0 29.9 58.1 Feb 7,1884 Parkersburg ___________.____... 16.5 14.0 16.1 21.2 29.2 82.0, 40.0 46.8 47.8 45.2 58.9 Feb. 9,1884 oiueiunaii 28.5 27.1 81.8I 88.5 41.9 44.1I 49.2 51.8I 54.6l 57.9 I 71.1 Feb. 14.1884 I a. Мах. as far as records show; only reading during Hood. d Max. 11.0, 10 P.M. b. Max. 15.5, 9 P.M. e. Max. 12.3, 4 Р.М. с. Мах. 28 4, 8 P.M. f. Max. 28 9, 1 A.M. FLOOD or NOVEMBER 27, 1900. Т11е Hood of November 27, 1900, reached a height of 27.7 feet at 10.00 A. М. and remained at this point only a very short time, and above the danger mark of 22.0 feet only 34 hours in all. This rise was caused entirely by a rainfall amounting to 2.0 inches or more over the greater part of the two basins and reaching a maxi- mum of 3.81 inches at Bolivar, N. Y., the eastern part of the watershed receiving the greatest precipitation. Both this Hood and that of April 21, 1901, were due to a heavy rainfall which would have caused a much higher stage at Pittsburgh had the ground been covered with snow or in the frozen condition that would give the high- est rate of run­off. The rainfall causing this Hood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 3, shows its total amount and distribution. All the streams were at moderately high stages and contributed to the crest, except the West Fork and upper Tygart Valley Rivers, the Hood waters of which arrived too late at Pittsburgh. No particular streams appear to have been especially responsible for the high stage at Pittsburgh. The following table gives the gage heights at river stations during this Hood. TABLE No. 18. Daily Gage Heights at Кбит’ Stations. Flood of November 27, 1900. recor e stage Station Í November I I Í 21 I 22 I 28 24 I 25 26 27 28 I 29 I 80 I Stage Dare Brookville _ 1.2* 1.8 .8 1.0 1.8 6.2 4.2 8.1I 2.5 2.8 14.0 June 1, 1889 Clarion l _---Í ---_ ---_ ---­' 2.8 7.9 1110-4 6.7 -__ ' ---I 16.0 Mar. 20, 1905 Warren I 8.2I 4.0 8.8 8.8I 4.0 8.6 b 9.0 7.9I 7.5 8.0 17.4 Mar. 1865 on city _ 8.6 8.8 4.0 8.9 8.9 7.8 10.0 8.6 7.4 7.0I 21.0 Mar. 17, 1865 parker I 8.4’ 4.0 I 4.1 8.7 ’ 4.2I 8.7 12.6 10.2* 8.8 8.1 28.0 Mar. 1865 Freeport I 8.9I 6.6 7.1 6.6 I 6.81 18.0 21.7 17.0* 14.1I 12.8I 82.7 Feb. 18,1891 Herr Island - 6.4 8.8i 9.4 8.8 8.5 18.7 28.1 22.9I 17.8 ‘ 15.4 86.9 Mar. 15, 1907 Rowieeburg I 2.0 2.0 I 4.5 5.0I 5.0 ' c 11.0 8.0 4.0 8.0 ’ 8.0‘ 22.0 July 10, 1888 Confluenee __________________ __ 1.2 1.4 2.4 2.8 3.3 I 10.3 7.3 5.2 4.1 I 3.7 18.6 Mar, 14, 1907 West Newton ________________ ___ 1 1.2 i 2.0 I 1.7 2.2 2.5 d 7-9 12.1 6.7i 4.3 3.3 28.2 Mar, 14, 1907 weston _ 1.1 1.5 1.8 1.8 25‘ 12.8 4.0 1.'2I 0.5l 0.8' 21.0 oer 18, 1890 Fairmont 1.0 2.0l 2.6 2.6 8.8 е 16.8 19.4 8.4I 5.2 8.8 87.0 July 10,1888 Greensboro _„ _________ __ 7.8 8.5! 9.8 8.9 9.4 1 18.2 22.8 14.6 11.0I 9.5 89.0 July 10,1888 Lggk N0, 4 __________________ __ 8.5 I 9.8I 10.3 10.9 11.2 17.6 33-8 225| 14.8 11.5 42.0 July 11, 1888 Pittsburgh 5.9 6.7 7.8 6.8 7.0 11.8 g27.8 21.4I 15.8 12.1 85.5 Mar 15, 1907 Wheeling 2.9 8.61 7.0I 9.0 9.9 10.8 19.8 84.8 28.2 21.0 58.1 Feb 7, 1884 Parkersburg ..... ............. 4.0 4.4I 4.9 7.0 9.2 11.5 15.8 25.2 80.0 27.0I 58.9 Feo 9, 1884 Cincinnati »__ 8.0 10.4I 8.6I 9.6 149 18.0 28.0 82.5 87.9Ii189.0 ,I 71.1lFeb 14,1884 a.. Max. as far as records show; gage read only for four days. е. Max. 23.9, 6 P.M. Max. 9.5, 6 P.M. f. Max. 27.4, 6 P.M. c. Max. 11.0, 5 A.M. g. Max. 27.7, 10 A.M. d. Max. 14.7, 6 P.M. h. Max. 40.0, Dec. 1. 52 ‚ PRINCIPAL FLOODS. FLOOD OF APRIL 21, IQOI. The flood of April 21, 1901, reached a height of 27.5 feet at 3 A. M. and re- mained practically at this height for 15 hours. The rise was caused entirely by a heavy rain which fell on the 19th, 20th and 21st, during which time the entire Allegheny Basin received a precipitation of from 2 to 4 inches, while the rainfall on the Monongahela Basin varied from 4 inches, in the northwestern part, to 0.10 inch at Parsons, in the southeastern section. The rainfall causing this flood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 4, shows its total amount and distribution. All the streams, with a few exceptions, were flowing fairly full during this flood. but none approached their maximum recorded stages. The Cheat and Youghiogheny were relatively unimportant factors in the rise, as their basins received the lightest pre- cipitation. The upper Allegheny crest did not reach Pittsburgh until the crest at that point had nearly passed, as the maximum stage at Oil City did not occur until the 22nd. This was also the case with the Cheat River, the maximum stage of 8.0 feet at Rowlesburg not being reached until 8.00 A. M. on the 21st. The following table gives the gage heights at river stations during this flood. TABLE No. 19. Daily Gage Heights at River Stations. Flood of April 21, 1901. Date | Highest recol ded stage station AW] 15 16 17 18 19 20 21 22 23 24 I Stage' Date I Brookville — 1.6 1.6 1.6 1.6 2.2 5.7 4.2 3.8 2.6 2.2 14.0 June 1, 1889 Warren _____________________ _._ 4.6 4.2 4.0 3.5 3.2 4.2 6.9 9.5 10.0 10.0 17.4 ‘ Маг. 1865 Oîl Oity _ 4.4 4.2 4.0 3.8 3.7 7.1 9.5 11.0 10.5 10.4 21.0 Mar. 17, 1865 Parker 5.0 4.6 4.2 3.9 3.9 8. 9.9 12.0 12.0 12.0 11.4 28.0 Mar 1865 Freeport 9.1 8.8 8.0 7.0 6.9 16.0 13.0 19.4 18.3 17.0 32.7 Feb. 18, 1891 Herr Island ..-..__--.._._---............ 11.0 12.2 11.3 9.8 9.5 19.2 28.6 24.3 21.3 19.9 36.9 Mar 15, 1907 ROWleSb11rg’ 6.0 5.0 4.5 4.3 4.0 6.0 b 8.0 7.5 7.0 6.5 22.0 July 10, 1888 Confluence __________________ __ 3.0 2.8 2.7 2.6 3.0 4.6 8.5 6.9 5.5 5.0 18.6lMar 14, 1907 West Newton ________________ _.. 3.3 3.7 3.7 3.2 3.0 9-2 12.0 10.3 7.5 6.1 28.2lMa1‘ 14, 1907 Weston _ 4.4 1.7 1.0 0.6 0.4 4.5 5.0 2.9 3.2 1.7 21.0\OCt 13, 1890 Fairmont 10.8 9.1 6.5 4.6 3.2 13.0 10.2 9.8 7.2 6.4 37.0 July 10, 1888 Greensboro _ - ____________ __ 12.1 12.5 11.7 10.8 10.5 17.3 16.8 15.0 13.0 12.2 39.0 `July 10, 1888 Lock N0. 4 __________________ __ 10.9 17.0 15.6 12.6 12.0 C 23.3 25.5 21.5 17.2 15.0 42.0 July 11, 1888 Pittsburgh ___________________ __ 8.5 11.0 10.2 8.5 8.0 17.4 d27.4 23.0 19.5 17.0 35.5 Mar 15, 1907 Wheeling 11.8 12.6 14.3 13.6 12.9 23.8| 37.0 41.3 37.0 32.2 53.1 IFeb 7, 1884 Parkersburg _______..____...._.... 12 О 12.9 13.0 14.0 14.6 27.8 37 ‚О 41.0 e 43.0 43.7 53.9 Feb 9, 1884 Cincinnati ____ _ _-______.___ 28.9 25.8 23.9 24.8 26.3 31.1' 40.7 47.9 53.2 1 56.4 71.1ìFeb 14, 1884 I a. Max. 12.7. c. Max. 26.5. e. Max. 43.9, 7 P.M. b. Мах. 8.0, 8 A.M. d. Max. 27.5, 3 A.M. and 6 P.M. Í. Max 59.7, April 27. F1.ooD or MARCH 1, 1902. The flood of March 1, 1902, reached a height of 32.4 feet at 6.00 P. M., and re- mained at this height for about two hours. This was the first time in eleven years that the water had reached the 30-foot mark. The rainfall, which was unusually light for so great a flood, was practically concentrated into one day, February 28, and this, combined with the run-off of a large amount of melted snow, was the reason for the magnitude of the rise. The upper Youghiogheny received the greatest rainfall, the maximum of 2.45 inches being recorded at Somerset, Pa. This flood affords a striking example of what may result from a general rainfall of no very great intensity, when combined with proper conditions of melting snow and frozen ground. The precipitati­on causing the floods of April 21, 1901, and November 27, 1900, was much heavier than the rainfall preceding this flood, but there was no snow on the ground. / 22 _ 2з '24 .25 26‘ 27 28 2.9 30 3/ 32 33 34 35 36 37 38 39 40 ll 42 (3 44 45 46 47 48 ‘э 50 5/ 5? J8 54 55 56 J7 53 59 $0 6‘! б‘? 63 Е‘ 65 66 67 | 68 I 6.9 ' 70 1 .7/ 7? 73 74 75 I `\.Fl_O0D COMMISSION Q, P|'rTsBURGH,PENN2\. MAP S|»«|0WlNG “/LINES oF EQUAL RAINFALL FOR FLOODOF APRIL 21, »SOI GAGE HEIGHT AT PITTSBURGH z7.5` Some in мы" Ю 20 30 40 PLATE 4 TOTAL. RMNFALL. A/f’/‘ed Bal/'var 0/ean Allegany Humphrey Fran/r//'n W'//e Redhat/se OH@ ., . . . . . п п I д . п с O/7e/‘ry Creek Я - Мгтейожп lYesŕf/'e/d Va/us/a E r/' e Saegersfan/n „arr en Sme/ńporŕ Couderŕsporf St Marys R/'d way Du 0115‘ дгоаку/Лс //swf/vorn Ma/)on/'ry /r/'/fa/m/'ny C/ar/‘on Par/fers L „д; 0/7 C/ŕ y . Fran/fl/'n Grave C//y EL/ŕ/er Grzen V///e 5/r/d/nare E/Wood J6# Bearer Dam Ba/dw/'n P//'ŕsßu/yh Springdale Freeporŕ /rw/’n Greensbufjq Der/‘y ßlairs w'//e 6*#/Asbury /nd/‘ana Cassandra Jonnsŕolvn Sam erseŕ Conf/vence Ly C/'ppl/5' Лев‘ /Ver/fan Loc/r М‘! Ca//‘ŕ’o/*nia Z/n/‘anŕa/rn 6/‘eensbvrû We//sb 1/rg C/aysv///e A/ep/J0 Sm/'inf'/e /d Mann/'n fan Morgan own Fa/'rma/7,' Grafŕan /Pow/esburg Tt/'ra Ада Granŕsr///e @eer Pam' Oak/and Parsons E //r/'ris Bever'/y Pfc/rena Buc/rhannon Pb/'///pi L05! Cre ел’ Wesŕon xxlxnvxlx\:~|'A\lx¢!l\||-~|--­v|¢|-\=\- НУ: Ра. l\l\l‘|. в МУЗ Md WV# Yu( mln сцто п!" цмломп INCHES NY 2 .75 2 .02 2 .53 /.88 4.80 4.00 3.84 3.55 2.20 /.70 2.33 2.06 5.25 1.40 3.55 4.89 2. /4 I .37 .I0 _.92 .30 l­l8 /.27 2.20 /.86 Above minfall /5 for 72 hours I prev/'ous to 8 /Hl. Apn'/ ZI, /.90/. PLATE 5 . TOTAL RAINFALL INCHES A/fred А‘. Ba//'var - ‚74 О/еэп - I//egan y ‘ Humphrey ’ F/‘an/r//'nr///e ‘ /?ed/muse I Oiŕo ­ Cherry Cree/r ~ ./amesŕarvn fyesŕfie/d - Va/I/S/'a E r`/'e Saege/‘sŕalvn Warren Smeńäpo/‘ŕ Coude/‘ŕspa/~/­ 8’? Marys Ridgway Dubo/S Braam//'//e /­/awŕho/‘n Ms/mn/'n_.7 /f/'ŕ/an/7//ly C/ar/‘on Par/fers мы; 0// C/'ŕ_y Frank//'n Grave C/'ŕy 31/f/er Greenville .SW/'dmare E/wood мы Bearer Dam 53/dw/h P//ŕsóuly/P Springdale F/‘eeporŕ тип?’ Greensburg Der/‘y 8/a/'fsw'//e .5‘á/Asbury /nd/'ana Cassandra Jahnsŕonn Somerseŕ Conf/I/ence L _yc/'p,r.u/.5` Wes# /Vervŕon /.ac/r М“! C2//fa/‘n/'a l/n/'onŕolm /- I 2 Greensba/-0 . 7.5 We//sburg ту; .52 .56 C/aysv///e Pa. 57 4/eppo и .52 58 Sm/'ŕbf/'e/d #Va 5.9 Mann/'n fan /. I0 $0 Marga/1 шт /.25 6‘! Fa//‘mani /.55 б? Gra/ŕan /.58 63 Pow/esóury .71 ‚ 64 Terra 4/fa ‚во 1-. $5 G/‘anŕsr///e Md .-95 ` ­\.r-­I.ooD coMMIssIoN sa om Рагу.‘ . /./o \ »' 67 Oak/and ­ PITTSB RGH PENNA. U ’ 68 Parsons Ж Va. 00 6.9 E//r/'ns .62 MAP ЗНОИЛНО т ВеуеГ/у LINES oF E-:QUAL I5>AINI=AI_L 7/ Ист’ _as 72 Bue/rhannon FOR FLOOD OF .73 p/1////pl' ‚Од ммчсн I, Isoz 7‘ /.asf Creel.- .88 GAG: нвюнт АТ PITTSBURGH 1.2.4' Z;550::f}`,`§`,;§’;,’/7/,'5;5,7¿/,¢;„r5 /J7 suele In Miles prev/ous (о @AM-february Zd /.902_ Ю ZD 30 ‘О È¢oou\1cuo\`mN\ g:~\n¢~n,...,< www '* м" „„„ёатазэёггзхашззч8шыЧё&гвв= ......­.......... /Y , Y. \ /WA ай I npr@ _\J . ) 52 55 .57 à ääääääâœìààäèbëê .:nxn~a~\~.­«-.: ььак- une mn lA|.ru.nI: FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. nor was it in the frozen condition necessary for a high rate of run-off, so that the crests of the 1901 and 1900 Hoods were only 27.5 and 27.7 feet respectively. The rainfall causing this Hood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 5, shows its total amount and distribution. The Youghiogheny was a large contributor to this Hood, and its stage of 22.0 feet at West Newton equals the highest recorded except that of 28.2 feet in March, 1907. The Clarion came within 2 feet of maximum stage, but its greatest How arrived at Pittsburgh after Hood peak time. The Allegheny at Freeport came within 2.7 feet of record stage, While the Monongahela at Lock N0. 4 reached a stage 12.0 feet below the maximum of 1888, and its Hood crest arrived at Pittsburgh after the highest stage had passed. The following table giives »the gage heights at river stations during this Hood. TABLE N0. 20. Daily Gage Heights at RÍ7/er Stations. Flood off ]IÍarrÍi I, 1902. щ | II Date Highest II I recorded stage Station I February Mai cli I IJ 23 I 24 I 25 26 I 27 I 28 1 2 I з 4 этаж Date ßrookviiie _________________ _-..I 1.0 1.0 1.0 1.0 1.0 4.2 6.7 4.8 3.5 2.5 14.0 June 1, 1889 Clarion 2,5 2_5 2,2 2,5 3_2 7 0 14 0 10.6 8.0 6.0 16.0 Mar. 20, 1905 saitsburg ___________________ _-I 0.6 0.6 1.8 2.2 4.0 7.0 15.5 7.5 6.0 3.8 22.1 1859 Wan-en I 0.9 1.0 1.3 1.4 1.5 5.8 12.5 13.5 13.0 11.0 17.4 Mar. 1865 он City L 3.3 3.1 3.1 3.2 3.5 5.4 14.5 15.3 14.2 12.5 21.0 Mar. 17, 1885 Parker __ 1.3 1.3 1.4 1.5 1.8 5.1 8.18.0 18.0 12.5 11.5 28.0 Mar. 86 Freeport __ 4.5 4.5 5.1 5.4 11.0 12.9 b28.8 26.8 23.9 19.7 32.7 Feb. 18, 1891 Hen' Island _____-____._,__,__.‘ 2.6 3.5 5.7 7.1 11.8 13 6 31.0 33.7 27.1 22.0 36.9 Mar 15, 1907 Rowlesburg _______________ _-..I F F F 6.0 5.0 C 7.0 10.0 7.0 6.0 5.0 22.0 July 10, 1888 confluence ________________ ---I 1 5 1.5 1.6 3.3 4.0 10.1 9.9 7.5 6.0 4.3 18.6 Mar 14, 1901 west Newton _______________ _-I F E F F F 22.0 21.0 13.5 11.5 7.3 28.2 Mar 14, 1907 Weston __ 0.2 2.3 4.3 5.7 2.2 4.1 3.5 1.2 2.0 0.9 21.0 Oct 13, 1890 Fairmont I 1.5 6.0 8.8 15.0 12.6 9.7 15.0 9.4 7.2 5.1 37.0 July 10, 1888 Greensboro _________________ --. 6.8 8.3 10.6 16.2 15.5 15.5 22.7 15.8 14.2 12.1 39.0 July 10, 1888 Lock No. 4 _________________ -_ 7.3 9.5 11.6 16.4 21.5 18.8 d29.5 25.1 20.0 15.6 42.0 July 11, 1888 Pittsburgh ______-_____________ 20 2.9 5.3 6.9 12.0 13.1 e29.3 30.3 25.0 19.9 35.5 Mar 15, 1907 Wheeling ____________________ __ 9.6 9.4 7.4 10.7 12.0 17.7 28.8 42.0 42.0 37.9 53.1 Feb 7, 1834 Parkersburg __- . __ _. -.._-- -___ 4.5 8.0 3.4 16.5 17.0 26.5 32.6 38.2 40.0 53.9 Feb 9, 1884 Cincinnati _____ _. - ..._..- .4 8.6 11.0 14.1 22.5 33.8 39.6 44.8 48.6 50.4 71.1‘Feb, 14, 1884 I а. Мах. 19.5, 7 P.M. c. Max. 12.0, 6 P.M. е. Мах. 32.4, 6 P.M. b. Max. 30.0, З Р.М. (1. Мах. 30.0, 1 P.M. F. Frozen. FLOOD OF MARCH I, 1903. The Hood of March 1, 1903, reached a height of 28.9 feet at Pittsburgh at 3.00 P. M., and remained at that height for about three hours, when it lowered gradually, registering 25.5 feet at 8 A. M. the following day. The rain causing this Hood fell on the 27th and 28th of February, `and was com- paratively light over the entire basin, not exceeding 2.0 inches at any point, and in gen- eral varying between 1.0 inch and 1. 5 inches. The weather, however, was generally cold preceding the rise, and the increase in ‘temperature accompanying the precipitation at the end of February caused a high rate of run-off of rain and melted snow from the frozen ground. Many of ‘the streams were frozen preceding this Hood and the ice came out on the night of the 27th. The rainfall `causing this Hood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 6, shows its total amount and distribution. None of the streams approached previous maximum stages during this Hood and none are notable as particularly responsible. The Cheat and the Clarion reached fairly high stages, but their maximum contribution to «the Pittsburgh Hood arrived after the crest had passed the city. The following table gives the gage heights at river stations during this Hood. 54 PRINCIPAL FLOODS. _ TABLE No. 21. Dazly Gage Heights at River Stations. Flood of March I, I903- Date Highest Station February March recorded stage 28 l 24 I 25 26 27 28 1 2 8 4 Stage Date ll Brookville 1.6 1.6 1.6 1.6 1.6 8.6 8.8 8.2 2.2 1.5 14.0 June 1 1889 отдав 6.8 7.4 7.3 7.0 6.7 9.6 911.8 7.o 6.5 4.5 16.0 Mar. 20: 1906 saltsburg F F F F F 7.0 8.0 4.6 8.4 2.6 22.1 1 Wm@ .F F F F F 4.7 9.8 8.1 7.0 6.6 17.4 Mar 1866 011 Olty 8.2 8.2 8.2 8.2 8.0 4.0 12.9 11.1 7.9 7.0 21.0 Mar 17, 1865 Parker F F F F F 18.0 15.0 11.4 10.0 8.1 28.0 Mar 1865 Freeport . 3.8 3.8 4.0 4.0 8.9 9.0 23.0 20.3 15.2 18.1 82.7 Feb 18, 1891 Herr Island -_---_---------..--* 5-9 6.2 6.3 6.1 5.9 8.8 28.6 26.7 19.4 16.0 86.9 Mar, 16, 1907 Rowlesburg ................. —— F F F F F b 7.0 8.7 6.0 4.2 8.4 22.0 July 10, 1888 oonnuenee ..-----_--_------..-l 2-9 2.6 2.6 2.6 2.6 4.6 5.0 4.0 8.8 8.8 18.6 Mar 14, 1907 west Newton -- .---..------..-- F F F F F c 11.0 15.4 8.7 6.7 4.6 28.2 Mar 14, 1907 weston I, F F F F 4.0 612.8 6.0 6.4 6.0 4.5 21.0 oet 18, то Fairmont I 4.5 4.6 4.5 4.5 4.6 e 15.6 19.6 10.8 6.7 4.0 87.0 July 10, 1888 Greensboro .............. _-.._ I 8.3 8.3 8.3 8.4 8.6 15.5 24.7 15.3 11.6 10.1 89.0 July 10, 1888 1,991; N9. 4 _______________ --..\ 9.2 9.0 9.2 9.4 9.5 14.6 32.5 24.6 15.7 12.3 42.0 July 11, 1883 Pittsburgh l 5.0 6.1 6.2 6.2 4.9 7.9 127.6 25.6 17.6 18.0 85.5 Mar 15, 1907 Wheelmg Н 9.0 8.9 7.8 8.9 8.9 18.0 28.6 g89.7 87.8 27.9 68.1 Feb 7. 1884 Ращегвьщ; ___ __„..__.,.. 10.7 11.0 11.0 10.7 19.0 18.0 80.0 86.0 1189.4 88.0 68.9 Feb 9, 1884 Oinclnnatl 88.6 82.9 29.8 26.6 25.2 81.4 88.0 44.4 49.0 j 51.6 71.1 Feb 14, 1884 a. Max. 11.5, 6 P.M. e. Max. 23.8. h, Max, 39,9_ b. Max. 10.4, 6 P.M. f. Max. 28.9, 3 to 6 P.M. j. Max. 53.2, Mar. 5. c. Max. 16.9, 8 P.M g. Max. 40.2. F. Frozen. d. Max. 14.0. FLOOD OF JANUARY 23, 1904. The Hood of January 23, 1904, reached its maximum of 30.0 feet at 3 P. M., ’ where it remained for about 4 hours. Preceding this rise, the temperature was gen- erally low and the precipitation light, so that the streans were at fairly low stages, and many were frozen over. The precipitation was light on the entire West Virginia part of the drainage area, and heaviest in the northern part of the Allegheny Basin, French, Oil and Red Bank Creeks receiving the greatest rainfall. The rainfall causing this Hood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 7, shows its total amount and distribfution. The Clarion River and French Creek were large factors in this Hood, while the Youghiogheny at West Newton reached its previous maximum of 22.0 feet, 6.2 feet below the height of the 1907 Hood. The maximum How of the Monongahela above Lock No. 4 arived too late to contribute largely to the Pittsburgh peak. The following table gives the gage heights at river stations during this Hood. TABLE No. 22. Daily Gage Heights at River S tations. Flood of January 23, 1904. Date Highest Station January recorded Stage 17 1 18 19 20 21 22 28 24 25 26 Stage Date Brookville 0.2 0.2 0.2 0.2 0.4 5.8 6.0 4.4 2.8 2.0 14.0 June 1, 1889 019,1­i9n 1.3 1.2 1.0 1.0 1.5 6.1 12.5 8.5 6.0 5.0 16.0 Mar. 20, 1905 Bßltsburg F F F F F a 9.0 12.0 5.5 3.5 3.0 22.1 1859 Warren F F F F F 3.0 10.2 9.0 8.0 6.9 17.4 Mar. 5 ‘M1 City 3 7 3.7 3.7 3.7 3.8 8.1 13.8 11.6 9.6 7.8 21.0 Mar 17, 1865 Parker 1 8 1.8 1.8 1.8 2.0 10.0 19.0 14.5 11.0 10.0 28.0 Mar, Freeport 4 9 4.9 4.8 4.8 4.9 b 21.0I 30.7 24.9 18.5 14.8 32.7 Feb. 18, 1891 Hm Island 2 5 2.8 2.7 8.3 4.5 9.4 30.9 29.0 20.9 15.7 36.9 Mar. 15, 1907 Rowlegburg ______,________„_„__ F F F F F 6-0 7-8 5.0 4.3 3.8 22.0 July 10, 1888 Confluence F F F F F c 9.0 10.6 5.0 4.2 3.6 18.6 Mar. 14, 1907 West Newton _____________________ F F F F F d18­0 16-5 10-0 7.0 5.2 28.2 Mar, 14, 19“! Weston 1.7 1.4 1.3 1.4 1.7 1.7 1.1 0.9 0.7 0.6 21.0 Oct 13, 1890 Fairmont 15.3 16.0 16.3 16.0 16.2 17.3 19.7 19.4 17.1 16.1 37.0 July 10, 1888 Grgengboro __ „_________________ 7.4 8.1 8.1 8.1. 8.3 е 12.5 15.8 14.4 д 11.2 I 9.7 1 39.0 July 10, 1888 Lock N0. 4 6.9 7.1 8.7 9.0 8.8 13.8 21.2 20.0 I 14.5 11.4 42.0 July 11, 1888 Pittsburgh 1.9 1.9 2.2 2.9 4.0 8.9 1 28.7 27.5 | 19.2 I 13.7 35.5 Mar 15, 1907 Wheeling 10.1 10.1 9.7 9.6 11.1 20.6 34.2 43.9 41.0 31.5 53.1 Feb. 7, Parkersburg __„_ _ ________„_ 6.1 6.0 6.0 6.0 6.0 8.8 26.5 35.2 ` 41.4 l g 42.0 68.9 Feb, 9, 1884 (linoinnnti 13.2 , 13.6 13.4 13.0 15.2 23.7 22.5 20.3 26.9 h 36.0 71.1 Feb. 14, 1884 a. Max. 12.8, 6 вы. с. Max. 11.6, 3 P.M. e. Max. 16.4, 6 ЕМ. g. Max. 42.4, 12 Midnight. b. Max. 31.2, 12 Midnight. d. Max. 22.0, 12 Noon. 1. Max. 30.0, 3 to 7 P.M. h. Max. 43.9, Jan. 28. F. Frozen. PLATE 6 INCHES TOTAL RMNFALL 1 / .4/fred /vx 2 60/ivar ­ ' -77 3 0/ean - ­ 4 Allegany ' I .5 Humphrey ' ' 6‘ Рггпк/дгг/У/е ' ' .25 7 Recrnouse ­ ­ OH@ ' ' -29 Cherry Creek п Jamesŕown ­ ­ ~67 Wesŕfie/d ~ Н Va/as/'a ~ ­ -44 E rie Pa. 45 Saeyersŕown ‘ / -55 Ла/‘геп ’ -24 Smeŕnporŕ ­ / ~50 Coude/-ispo/‘ŕ N .sx Ma/-ys ­ 4 R/'d way ­ _ D1/ 0/ls* ' I Brno/rv///e ­ . 92 l з! Hawŕhorn ­ K Ma/‘lon/'/y 'Í . /K/‘ŕ/ann/'n ~ OV C/ar/'on y ‚ '­ - Ю : Parlrers /.'/idg. 1 /­ I0 б: 0// c/fy ­ /-30 :_ Frank/ïn п / ~3/ I Grave C/Yy ­ I I 51/f/er ­ ­~9/ I @ree/rw'//e ­ / ­ 52 1 J. 5’/r/'dmore ‘ L_' E/fread ../ét ' I ‘за I Bearer Dam ~ I Ba/dw/n ’ Г P/'ŕŕsbury/I * -SÍ __ 6‘ rin da/e ­ I Fîeeíorŕ " Í - 29 > /rw/n ' ISI Greensburg ’ :W деггу . /.44 IZ .5/a/'rsvi//e " sa/fsbury ~ д‘; ‘ш /nd/‘ana ” '80 In Cassandra ­ д’ : Jonnsŕann ' ’ ‘34 55 Somers# ‘ I ‘G8 . ! Conf/1/ence ­ I L yc/'ppl/.s‘ ­ Í д’ (I _)reef /Vewŕan ­ / ‘Z4 Y Е: Lac/r Ад.‘ I _ Ъ California ­ ’ ‘4’ о ‚ un/‘onŕa/rn и I ‘о? Е 1 Greensboro ­ / . 00 > I 5 7 We//sb Шу И! Va C/aysrl//e PaV 4/eppo " I ‘5/ Sfr)/'ŕhf/'e ld W Y2. Manninyŕon » _-I ' O : Mo этом’ - /43 .ss Í W [4 / A Fa/Í?/noni ~ /_/8 . )MA " "д / Gra//‘on ­ /J7 lf`~`_ KL Q_!" Ё; Ron'/esburg ­ /.£3 ) ём’ д? ‘СЕ 53 if - «Z5-î~,.;n8f::i/is iiss ‹ A _ {АУ щ Í . ­\ELooD COMMISSION as naar Pm . ‚э‘ 5“ RR "’ L_.- у, ‚ _ "Иди `P|TTSBuR<;H,PENN’A. 2; f;”"a""’ „ъ 2 до âl`$0f7$ « - ­ ov Il es E//f/n.s ­ до“ МАР SHOWING 70 Beye/~/y I /.02 /.5-,LINES oF EQUAL PAINFALL 3/, §¿§;,§gj„0„ 3 jg,” . ю FOR FLOOD 0*’ 73 Pn////p/' « /:.57 _rj MARCH в, laos 7‘ ¿psf creer ­ 2.05 GAG: неюнт AT PITTSBURGH 28.9' 75 Wesfa” ' "з? _ Abave raínfa//is for46'ńou/-s soule m man prev/`ou.s taâ'/1.MFebrueryZd /303. Ю 0 I0 20 30 40 50 :nl Lann .ALTO mln uM.‘r°.«° PLATE 7 ’ TOTAL RAINFALL INCHES Y с‘ ' 2 / A/Fred /vx "б 1 J 2 Bn//'rar и - 2.02 9 Y """' д 3 Olean и -I I/ , ` _ 4 4//egany ­ ­ AU UA CAT TA ' ' ~ ЯК‘? 5 Hump/)rey ц I ` у ­ ‘ IHK 6‘ Fran/r//'nn'//e ­ ' 2.45 ./_,. /.¿»­<~ /qs Y 4 з г (‚да 3 ggd/iol/se ­ ' г 64 ._ _ Q 7 а I I . Y_.._.__..1.. V25... :-..„.`.. ­­­­ “Т 9 Cherry Cree/r ­ ~ PEN " ' NIA ‘\_ I0 Jamesŕonn ­ ­ 2.6 ‚‚ |"\ 1°' I I ¿I // rresff/a/er ‚- - , _ ‚‚ „ ‘г ya/us/'.9 «н 8.0.5 ’ /3 Er/'e Pa. 2.7.9 ,I /4 Saegers/own ­ 2.68 ‚ /5 Warren ­ .56 ° /6 Smet/vporŕ ~ /7 Cauder/sport » _ I8 #Marys ­ /.80 19 /Píoyway ­ ‹ 20 Dubo/'s ­ _CAMRO Т 2/ дгвоку/Ле — 2.20 ` 22 Hawfnern ­ 2.65 _ 23 Mahon/'ng ­ *24 /I’/'/fan/1/'ny ­ .2.5 C/sr/'an ­ 2./8 26 Par/fers Миф - 2.00 27 0// C/'ly ­ 2.44 28 Frank//'n ­ 2.22 J( 2.9 Grow.' C/'ty ~ 30 Bw*/er ­ з/ Greenv/'//e ­ -L9 32 Skidmore ~ L28 зз E/wood МЫ - 90 а‘ ßearer Dam ~ 35 Байт?’ - .36 P/‘#850/yn I- /-06 57 Springdale ~ `~/ за Freeport ­ /.56 3.9 //‘ж/п »­ /.I3 40 Greensburg ­ Il De/‘ry »' /.20 42 6/a/'rsw'//e ­ ' 43 Sá/ŕsbl/rg ­ I .25 44 /nd/’ana ~ /./8 45 Cassandra ­ .88 46 Johnstown " /.59 47 Somerset ­ /,_l0 ‘в Conf/4/ence ­ .72 ‘в Lyc/'ppl/6* ­ /.29 50 Wes/ /Vervŕan ­ /.20 5/ Loox М’! и .94 › 52 C3//'far/)/a ­ .72 53 0n/'cnŕwm 8 .75 .54 Qreensbnra ~ .66 J5 'Ye//.sbc/rg #Va /.al 56 c/aysv///2 Pa. 5'/ 4/en/Jo ­ .65 58 Sm/'lbf/'e/d #Ya 59 Mann/'n for ­ .60 A 60 Morgen own ­ ‚5/ 54 dz 6‘! Fa/'/‘mani ~ ‚45 I |< 6‘? Grafŕo/7 - '43 ;’>1 63 Row/esburg ’ .56 64 Terra ‚(На ­ -60 $5 Grants Y///e Md .45 '\.F\l:OOD COMMISSION 65 Deer Ps/vr ­ .0/> Il PITTSBURGHIPENNÄ. 67 Oalr/and I .00 68 Parsons WV# 69 E//r/'ns .59 MAP SHOWING 70 Berer/y /.00 / LINES OF EQUAL RAINFALL -7’ Рим‘ ’ -S’ ‚ \ Í Fon FLOOD or 72 81/¿yr/_1a_/:nan ­ /.I0 73 P/N///p/ ’ ‚68 _rf ‘днища? 23. |90* 74 Los! Cree/r ~ /.04 GAG: HEIGHT AT PITTSBURGH 30.0' 75 „гид“ ' -60 som. _H M I“ A661/_e rainfà//is Ли‘ 72 /:ours ‘ ' prei'/aus to 8 A.M../anualy 22 /304. ml Lann "по rnumucro nu PLATE 8 lm; TOTAL RAINFALL INCHBS / A/f`/‘ed ivy 2 Ва/паг ~^ ­ /I4? 3 О/еэл ~ 1' 4 A//egany ­ ­ 5 /­/1/mph/‘ey ~ ­ 6‘ Fran/r//'nw'//e ­ ~ 1.45 7 Red/7oz/se I ­ Ода ­ - .95 C/7er/~y Creek ~ ­ Jamesŕown ~ ­ / .56 l‘Y8sŕf/‘0/d ’ - ya/1/.s/'a и ~ /-48 Erie Pa. д’ Saegersfonn ­ I ­ 75 Warren f 7-54 Smeńbporŕ ­ ‹ Couderisporŕ ­ ’ ~50 .SY Marys ­ /.85 Rid »ray - Du 0/ls* " - Broom'/'//e f 5- /4 Haivŕhorn ­ I Ma/ion/'ry ­ ‘ if/'flan/I/'n ’ OL" C/ar/'an у - -L02 _ L Par/rens* мы; - 2-64 11 0// oify ­ 2-40 or“ Frank/in ~ | Grove C/Yy ­ I Ew*/er ­ 15 ' Greenville - /.30 ' ó`/I'/'dmore ­ / ­ 4,8 E/wood МЫ - 2. /6 zo ‚ ‚ _ ‚‚ Beaver Dam ­ ' ­ ‹ 1‘ » Ba/dw/'n ’ " Í P/'ŕŕsbl/ry/; ­­ / . 8 7 `îprin_ça‘.iv/e ­ Freeporŕ " гид /rn'/n - 2.02 Greensburg ' - Der/‘y „ /.J8 B/airsv/'//e ~ Sá/Asbury „ 2.20 /nd/'ane '- 2~ га Cassandra ­ -75 Jo/Insŕonn ' / - б‘ 55 Some/‘seŕ ' «5_0 . Conf“/1/en ce и / ­ I U ¿yc/'ppus ­ ­35' < Wes! /Vewŕon ~ -70 " Loc/r „д! ‘ и 2 ­ /5 Е Ca//’farn/'a I I ‚ U ‚ ^ . « . Un/'onŕo/rn - /~ È: _ «ETT \ Greensboro и Н” >| ””’ т“ ‘а ' L we//.sbo/~g ma Ё‘ ’ у V’ ч ‹ 56 C/aysv///e Pa. ' î„­_’LÈ‘_L_S.vÈ~'ê_rif` __ __/._._...- -. _.-. ‚_— 57 А/ерра ~ /_5/ " ‘ 1 I САЙТ‘ .ss sm/ihm/d »wa à ‚1 , '» ` 59 Mann/'ngŕon ~ ' ’ ‘ / _-' _$0 Morysnŕonn ­ .95 ‚ ‚ ’ 6‘! Fa/‘rmoni ~ Los ‚ б? âraf/'an ­ .81 63 Row/esourq ’ 1,25 64 Terra Ада’ I ‚да ' 6`5 Q/`âm‘6‘Y///8 Md .58 ` FLOOD COMMISSION $6 Deer Par/r ­ .00 ITT-sBuRli|s,l'­I.ta.Mb FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. F1.0oD oF MARCH 4, 1904. The Hood of March 4, 1904, reached its peak of 26.9 at 9 A. M., and began to fall almost immediately, but remained at a fairly high stage for a number of days, crossing the 22­foot mark again on the 8th, when the gage registered 23.0. The rainfall causing the Hood was not very uniformly di\stri~bu'ted, being greatest on _ the Allegheny Basin, a large part of which received a precipitation of 2.0 inches or over. The maximum precipitation was 3.14 inches at Brookville, Pa., and the drainage areas in this region, those of the Clarion River, and Red Bank and Mahoning Creeks, received the greatest rainfall. There was very little, if any, snow on the groundgat the time of this rise and the temperatures were exceptionally low for a Hood period. The rainfall causing this Hood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 8, shows its total amount and distribution. The Clarion River, and Red Bank and Mahoning Creeks were the largest contrib- utors to this Hood, the Clarion being within 2 feet and Red Bank within 0.6 foot of maximum recorded stage. The Kiskiminetas, Youghiogheny and C-heat did not figure prominently in this rise.' A The following table gives the gage heights at river stations during the Hood period. TABLE No. 23. _Daily Gage Heights at River Stations. Flood ofi March 4, I904. « _ i I I I Date Highest - -2- -- — -Y----»_-~--~ Ч › h ~I recorded stage Station I' @bl На!) щ _ Y _____ А I ‘нс _ in _*AA F _ 7 ,_ if 27 Il 28 ‚ 29 I 1 ` 2 I з 4 5 6 7 8 9 10 |Stagei Date _____ _ I ‚_ _1 -..M_ _ -_ . _*_ ____ —__ _„_ „`_`.__._1„.__.„__„ Brool1ville_._.lI 1.0 1.0 1.0 3.8 2.6 a 6.6 5.0 3.0 2.5 10.0 6.0 4.0 3.0* 14.0 June 1, 1889 Clarion .... --.’ 3.0 2.9 3.0 8.0 6.0 b 8.2 11.5 6.8 5.2 8.7 12.0 7.0 6.6 16.0`Mar, 20, 1905 Sa1tSburg____ F F I F 0.7 0.4 0.5 8.0 4.0 2.5 2.5 7.0 4.2 3.5 22.11 1859 warren _____ 1.4 1.2 1.2 2.2 5.1 6.6 8.6 7.1 6.6 7.1 11.1 10.0 8.8 17.4 маг, 1865 0i1Cjty______Iî 2.2 2.0 2.2 11.0 6.8 7.9 11.6 9.6 7.5 7.7 13.0 10.7 9.1 21.0 MarI 17, 1865 Parker _____ ‚Д; 3,1 3.1 I 3.3 8.0 8.5 c 11.0 15.8 12.0 8.2 10.0 14.9 12.0 9.7 28.0 Mar 1865 Freepo1‘t-_---iI 6.0 5.4 ' 6.5 18.3 16.5 17.6 (127.9 18.0 14.1 15.0 23.9 20.0 17.0 32.7 Feb. 18, 1891 4He1‘1‘Island._If 5.4 5.0 ` 6.7 18.0 19.1 16.5 29.1 21.3 15.2 15.8 25.1 22.4 17.0 36.9 Mar 15, 1907 R-0WleSburg__,I 3.2 3.0 2.9 3.8 5.0 4.0 6.0 4.6 4.0 3.4 5.6 4.6 4.0 22.0 July 10,1888 Oonfluence__-ll 2.6 2.2 2.1 4.2 3.7 3.1 6.2 4.6 3.6 3.7 5.8 4.4 ' 3.4 18.6 Mar 14, 1907 West Newton. F F I12.8 17.0 9.0 6.6 11.8 6.7 4.3 6.0 8.9 6.7 4.6 28.2 Mar 14, 1907 Weston---..--. -0.1 0.3 g 1.0 1.1 0.7 0.6 1.0 0.9 0.6 е 1.1 1.2 0.9 0.6 21.0 1Oct 13, 1890 Fairmont_--_ 15.8 15.8 `17.0 18.4 18.0 17.2 19.5 18.0I 17.3 Í 17.0 19.5 18.0 16.9 37.0 July 10, 1888 Greensboro-.. 8.7 8.5 l 8.8 11.4 12.4 11.0 15.2 12.5 10.5 10.5 13.9 12.5 10.6 39.0 July 10, 1888 Lock мы 4___ I 9,5 8.9 ; 9.5 13.3 15.0 13.8 18.7 , 16.8 13.2 12.5 19.5 16.9 13.5 42.0 July 11, 1883 Pittsburgh__.lI 4.8 4.1 j 5.6 15.0 16.7 14.6 g26.5 Í 19.8 13.7 13.7 23.0 20.5 15.2 35.5 Mar 15, 1907 Wh6eling___-,fL 9.8 8.2 I 9.5 15.6 26.3 25.5 36.8 Í 38.5 29.0 22.7 28.4 36.3 29.3 53.1 Feb 7, 1884 Parkersburgle 11.6 . 10.0 ` 8.8 13.0 21.0 27.4 33.0 j 37.3 38.6 35.0 33.5 33.6 35.0 53.9 Feb 9, 1884 Oineinnati___.f 22.6 23.9 `23.4 2217 21.8 21.41 27.0'I 34.2 38.2 42.0 44.8 45.9 45.6 71.1 lFeb 14, 1884 a. Max. 13.4, 2 P.M. c. Max. 16.6, 11 P.M. e. Max. 6.6, 4 Р.М. g. Max. 26.9, 9 A.M. b. Max. 14.0, 12 Midnight. d. Max. 28.9, about 1 A.M. 1. Max. 20.6, 6 Р.М. F. Frozen. rLooD or MARCH 22, 1905. The Hood of March 22, 1905, was the longest Hood on record at Pittsburgh, rising- above the 22­foot n‘ark about 3 A. M. on the 20th and remaining above until about 5 P. M. on the 23rd, a period of 86 hours. Th ere were two peaks to this Hood, the first ris- ing to the 2~7.9­foot stage at 8 P. M. on the 20th, and the second to 29.0 feet at 8 A. M. on the 22nd. Between these two peaks the stage dropped to 27.0 feet at 12 noon on the 21st. ' - The rainfall causing this Hood was not extremely great at any point within the watershed, but'.90 per cent of the entire Allegheny and Monongahela Basins had a pre- cipitation of from 1.5 to 2.0 inches. This rainfall was spread out overthe four days from the 19th to 22nd, inclusive, and kept up a high stage in the streams for a number 56 PRINCIPAL FLooDs. of days. It is shown on Plate 52, Chapter VII, and the map of the basins, Plate 9, shows its total amount and distribution. The Monongahela crest arrived after the Pittsburgh peak had begun to subside, as the maximum stage at Lock No. 4 did not occur un-til the 22nd. The Allegheny was the main cause of the Hood and its high stage was due principally to the unprecedented height reached by the Clarion, the gage at Clarion registering 16.0 feet on the 20th, 0.8 foot above the previous recorded maximum of 15.2 feet, reached in 1894. The Allegheny at Kittanning reached the greatest height on record and was only about 0.5 foot lower than duringr the great Hood of 1865, wl1ile it was 12.9 feet higher than in March, 1907. The Kiskiminetas was not an important contributor to this Hood, but in spite of that fact, the Allegheny at Freeport rose to within 0.7 foot of record height. The following table gives the gage heights at river stations during the Hood period. TABLE No. 24. Daily Gage Heights at Ri?/er Stations. Flood of March 22, 1905. Date l Highest 1 recorded stage Station Malch _ ' l 18 17 18 19 20 21 ` 22 28 24 25 IStege nete Brookville 10 1.0 1.4 e 5.0 5.8 4.01 3.4 2.8 2.0 2.0ÍI 14011000 1,1889 0101100 28 8.0 7.4i 10.8 18.0 11.0‘ 9.8 7.7 8.8 7.8 1 18.0 ,Men 20, 1905 selteburg 27 8.4 5.0 5.5 9.0 b 7.0I 7.5 5.0 4.0 4.0 22.1 1859 warren _ F 1.5 1.7 10.1 18.5 12.0 12.1 10.5 9.4 10.0 17.4 Mer. 1885 011 oity ______________________ _. 80 2.8 4.2 15.5 17.8 14.8,I 14.1 12.8 11.1 11.0‘ 21.0 Mar. 17,1885 Parker ---_ ---_ 17.0 12.5 22.0 17.0 15.0 18.8 12.0 11.0 28.0 Mer. 1885 Kittenning ___________________ _„ --_- ---_ 18.0 18.2 e 28.2 24.81 21.8 18.4 16.5 16.0 29.3 1885 Freeport 7.1 8.7 11.0 18.8 881.2 28.5I 28.8 21.5 18.0 17.4ì 82.7 Feb. 18,1891 Herr 1e1en8 __________________ -_ 7.5 7.5 9.8 18.8 28.5 e 80.0 80.0 25.4 19.7 17.5I 88.9 Mer. 15, 1907 Rowleebnrg 8.4 8.2 8.2 8.8 8.8 1 7.2I 7.0 5.0 4.5 4.8 22.0 July 10, 1888 Confluence . 3.5 3.3 6.0 6.5 8.0 g 7.9 7.2 5.6 4.8 4.5 18.6 Mar. 14, 1997 weer Newton ________________ .. 4.5 4.0 7.5 8.9 18.1 h11.8[ 18.0 8.9 8.4 5.8 28.2 Mer. 14,1907 weston 0.4 0.8 0.1 0.1 0.8 8.4 0.7 0.4 0.4 0.8 21.0 oet. 18, 1890 Fairmont _.--_--_----.._-----.| 15.5 15.4 15.8 15.2 17.0 20.7l 21.9 18.8 17.0 18.9 87.0 July 10, 1888 Greensboro .................. -J 8.9 8.9 9.1 9.2 12.8 15.0 19.0 18.8 11.8 10.9I 89.0 July 10, 1888 Loek No. 4 I 9.9 9.4 9.8 9.9 14.4 18.5] 27.2 20.5 18.8 12.9 42.0 July 11, 1888 Pittsburgh 8.8 8.5 8.5 14.2 24.7 27.8I 29.0 24.1 17.8 15.8 85.5 Mer. 15,1907 Wheeling 11.8 10.5 10.9 14.9 24.9 88.8 5420 42.0 85.9 27.8* 58.1 Feb. 7, 1884 Perkersburg ---..--.............. 12.5 11.4 10.5 11.0 15.0 29.0 89.1 1r41.8 41.0 870| 58.9 Feb. о. 1884 cincinnati -„-_- ..-.......-...... 40.9 85.8 29.8 25.8 22.8 21.24I 28.8 87.1 42.2 45.0 ‚ 71.1 Feb. 14. 1894 l 1 . а. Мах. 7.6. с. Мах. 28.8. e. Max. 31.0. g. Max. 8.8. j. Max. 42.9. b. Max. 9.2, 6 P.M. d. Max. 32.0. I. Max. 7.9, 2 P.M. h. Max. 14.1. k. Max. 42.4. F. Frozen. FLOOD or MARCH 15, 1907. The Hood of March 15, 1907, the greatest by 2.2 feet that Pittsburgh has ever experienced, was caused by a very unevenly distributed rainfall, accompanied by high temperatures, causing the run-off of a considerable arrount of snow, and the break- ing­up of the ice in the rivers and their tributaries. The month of February and the Hrst part of March had been unusually cold, and the ground was frozen and in condition to cause a high rate of run-off. There was 8 rainfall on the 10th amounting to between 0.50 and 0.70 inch at some parts of the basin, while the 11th and 12th had light rainfall, unevenly distributed. The principal rain, which occurred on the 13th and 14th, was light over the northern Allegheny Basin; but from Mahoning, P8., on the north, to Plhilippi, W. Va., on the south, the precipitation was over 2 inches, reaching a maximum of 4.25 inches at Aleppo, Pa., 3.45 inches at Grantsville, Md., and 3.25 inches at Cassandra, Pa. The highest temperatures were at this time, and the ice and snow came out with the rain, run-off. The rainfall causing this Hood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 10, shows its total amount and distribution. PLATE 9 TOTAL RAINFALL INCHES I I / A/Fred A/.Y I 2 Bo//var ~ ' -25 .I I 3 0/ean ­« п Ё 4 A//egany ' ‘ , 5 Humphrey ' ­ ì AL EGANY I 6 Fran/f//‘nv/‘//e ' ' .60 I 7 Redbause ­ ­ 8 Ода - ~ .2/ ' 9 C/7er/'y Cree/r ­ ' a5 I0 ./amesŕaivn ­ ­ ~55 д I /I Wes///e/d ’ - _. /2 Vo/us/'a ­ " ‘40 ’ I /3 Erie Pa А” ,I g/4 Saegersŕorvn ­ /-07 [а I /5 Warren ­ 2-42 I' 16‘ Зтетрог! ~ .I7 Caua‘e.f/spor/~ » I8 #Marys ’ 1-94 19 Rid way ­ _ " £5 20 Du ois ' ‘Т 2/ Braam//'//e ' 2-/4 ' 22 //awŕhorn ­ _ 23 Ala/70/7/'/y ~ ‚ *Z4 K/Wann/by ~ 25 C/ar/on ' 2-3? ' 26' ,Da/-ners ‘м; - /-5@ | 27 of/ c//y ‘ д“ г Z8 Franklin ~ /'75 I {а 29 его’: C/'fy у I 30 Bw*/er ­ I 3/ Greenville ~ /.87 I J' I 3? 5’/ria'/nora ­ 1.82 ' " 33 E/wood „М: - /.60 Р“ 31 Beaver Dam ­ 1.91' I 35 Ba/dn'/77 ' “за за‘ P/wsburyh " /­/0 |= ¿Á 57 spr/nya@/e ­ ' 38 Freeparŕ М /./4 ‘> 39 /rw/n ­ /.67 |.J 40 Greensburg ­ M_ 4/ Derry 1‘ /­54 Iz ì 42 B/a/‘rsv/'//e ~ .2 43 Sá/fsb//rg ~ /.22 ‚ш 44 /nd/'ana " /-52 ‘д 45 Cassandra ~ I-00 ‚ нб Jo/msfo/rn “ ‘да 55 ' ` 47 Somerset ­ /.94 О I ‘в Conf/I/ence н /-90 I 506 4.9 L ус/ррш - /.0_9 ‘xl 50 /Ye$ŕ летал ~ /.20 î­_­.„ 5/ Loc/r М?‘ H L8/ “ Z» '__ / 52 ca//fam/9 ­ 1.75 о!“ C /‘ .53 un/‘anŕo/rn - \ Ir ‚ .$4 Greensbara ~ 2.20 ‘ .55 /Ye//am/rg пи: ‘ 56 C/aysv///e Pa. /.28 ‚ - _ 57 4/appa п 2./8 .58 Smiŕhf/8/d NVB .56 5.9 Mann/'ngŕon ­ 2.28 60 Ma/ganŕawn ­ 2.42 6'/ Fa/`r/77/onf ~ б? Grafŕan ­ 2.25 63 Row/s$bur_ç ’ 64 Tërra ‚та - 2-67 $5 Granŕsrì//e Md I . /6 `\.F=\I.OOD COMMISSION il; 568/r‘n/¢’;’i/`/I ­ ‘gg ' ЭК а I Q Q5 P|TT'SEIURGI­I,PENNA. 68 Parsons mw ‚АО 6.9 E//r//75 I /.75 к MAP SHOWING 70 Beyer/y д /LINES OF EQUAL r­?A|Nf=A|_\_ 3; 535153„” ; ‘—“ FOR FLOOD OF 73 p/,////pl' ‚‚ 2. I/ 7‘ /.asf Cree/r ­ 1'./7 75 Wes ŕ0/7 в /‚ 86 Above mfnŕàll /'s Лчг 72 долг: ,are v/'ous ta д A./‘1. Marc/I Z/I /$05 GAGE HEIGHT AT PITTSBURGH 29.0 (‘г Sonie .n мня. I0 0 Ю ZU 30 40 I I 'Tr MARcH2z,!sO5 I i :studs rn( иль «naa ‘ни льна-о PLATE 10 TOTAL RAINFALL. INCHES / A/fred N.Y Z Ba//var 3 О/егл I Allegany 5 Humphrey 6‘ Fran/r//‘nr/‘//e 7 Red/70//se 8 Olio 9 Cherry Greek /0 Jamesŕown ll Wesŕŕ'/'e/d /2 I/0/I/SÍ@ /3 Erie Pa .65 И Saeyers/ann .52 /5 Warren .77 /6 Smeńhporŕ /7 C0.//derŕsporŕ /8 St Marys 1.9 /P/'dgway 20 Duna/'.5` 2/ Brooxv/`//e 22 Hawŕhorn ‚ 23 ‚Ив/типу '24 /f/`/1‘.9nn/'ny .25 C/ar/‘on 26‘ Par/Ire/‘.5` L’/1d_'ç. 27 0// C/'ŕy 28 Fran/r//'n 2.9 Grove C/'fy T 30 ßw*/er 3/ G/‘eenvi//e.I 3.? S/ridmore 33 E/wooo’ МЫ 34 Beaver Dam 35 Ba/dn/'n 36 P/#Shu/yh 37 Spr/'nyda/e 38 Freeport 39 /rw/n 40 Greensburg Il Derry 42 B/a/rey/'//e I3 Sd/#sharp 44 /nd/'ana 45 Cassandra 46 Johnsŕown 47 Somerseŕ 48 Conf///ence 49 ¿yc/'ppus .50 Wes# Лента 6/ Loc/r М‘! 5? Ca//'fern/0 J3 Un/onfonn .54 Qreensbaro и We//.s~hurg .fs c/ayer///e 57 A/ep/Ja .58 Sm/'fhfie/d 5.9 Mann/'ngŕon Moryenŕonn Fa/'rma/If Grafŕan Ro/Y/eâburg Terra ‚та Granŕsv///e `­\.ELOOD COMMISSION Deer Per/I* `PITTSBuReI-I, PEN NA датам’ P6f`30l76` E //r/`/1.5 MAP SHOWING Beye/~/y \`\Í/ LINES OF EQUAL RAINFALL p,«¢„.„. 1.35 I72 Buc/than/von FOR FLOODOF' phj//60,' 2.10 MARCH 15,1907 7‘ /.oef Cree/r /.42 OASE HEIGHT AT PITTSBURGH 355 7,‘Í,ó0’,‘,'e?f;Í,f,C¢;//l$ñ7r4¢9/,our/¿Jj 70 some In м" prev/'ous to 8 AM, Marc/7 Ц /.907~ ш zo 30 '» И ’Í . C I I I . I e 0 0:. ‘д.’ .56 и I c п п I и ‚- и .64 . /S .05 А! \~tlI\\l\\ "‘".""! ‘с! N_I Á ~u\|z\:n\z«\l||~\...-|~­1. \ го‘ Н‘! Lann пила rntll Панама FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. The contribution of the northern Allegheny to this Hood was unusually small on account of the light 44rainfall on the upper part of its basin. The gage at Clarion, on the Clarion River, recorded only 12.0 feet on the 14th, as against 16.0 feet on March 20, 1905. The Allegheny at Kittanning reached only 15.9 feet, whereas the stage in March, 1905, was 28.8 feet; and at Freeport, below the mouth of the Kiskimine- tas River, it reached a maximum of 28.0 feet at 1.15 A. M. on the 15th, 4.7 feet lower than the maximum of 32.7 feet reached in February, 1891. The Kiskimine- tas, however, was nearly at record stage, reaching a gage height, at Saltsburg, of 21.0 feet at 5.00 P. M. on the 14th, only about a foot lower than the maximun re- corded stage at this point, which occurred during the Hood of 1859. The Monongahela at Lock No.4, Ра.‚ reached a stage of 37.4 feet on March 14, as against the maximum of 42.0 feet on July 11, 1888. The Youghiogheny was the only large tributary which exceeded previous maximum recorded stage, the gage at \/Vest Newton registering 28.2 feet on the afternoon of the 14th, while the pre- vious maximum was only 22.0 feet. ‚ It is evident that the unprecedented stage at Pittsburgh was caused principally by the Youghiogheny and Kisrkiminetas Rivers. The maximum on each occurred on the afternoon of the 14th, and as Ithe time of travel from West Newton and from Salts- burg to Pittsburgh is about 15 hours, the crests of both these streams arrived at Pitts- burgh in Ithe early morning of the 15th, when the maximum stage of 35.5 feet was reached. Had the upper Allegheny received a rainfall equal to that -on the Monongahela, a. much higher stage a­t Pittsburgh would have resulted. ‚ The following table gives the gage heights at river stations during the Hood period. TABLE No. 25. Daily Gage Heights at River Stations. Flood of March I5, `1907. Date Highest Station ц March recorded Stage 10 11 I 12 13 14 I 15 I 18 I 17 Stege Dare , | _____. olarion 2.9 2.8 2.8 3.5 а 8.0? 8.5 6.9 8.5 18.0 Mar. 20, 1905 selrsburg 4.2 2.7 1.3 5.0 мам 13.4 8.0 5.0 22.1 1859 Warren 1.4 1.4 1.5 1.8 3.5’ 8.2 8.0 8.5 17.4 Mar. 1885 grelrîklin Ё; 5É3 41.1 ä18.gI 8.4 8.8 8.2 -___ Mar. 17. ggg ar er . О. 7.5 6.5 6.0 .0 Mar. Kittenning 4.7 4.8 4.7 8.8 14.0’ 15.9 14.2 13.0- 29.3 1885 Freeport 4.9 4.9 5.0 9.7 22.4' e25.7 16.5 15.0 32.7 Feb. 18, 1891 Springdale 9.2 8.8 9.2 14.1 27.4I 32.4 21.2 19.2 32.4 Mer 15, 1907 àterr1 Iâland 5.8 gg 2.3) 132 3£1;.gI 135.4 23.8 17.2 38.9 Mär 15, liggg ow es urg 3.9 . . . . I .6 5.0 4.2 2.0 J '10 oonrluenee 2.8 2.8 2.2 11.0 1:1172’ 11.4 7.0 5.0 18.8 mila?. 1411907 3333.3ewtolll 33 3-3 3-3 11 11111 23-3 ll3-3 33 33-3 111‘- 11 333 _ . . ­ ‚ . . . . . t. Fairmont 18.8 21.5 19.8 23.0 k24.5I 22.2 19.0 17.1 37.0 ^ Jrily 13: Greensboro 10.0 14.8 14.1 18.7 27.21 21.0 14.2 11.2 39.0 July 10 1888 Loek No. 4 11.4 13.9 19.2 21.0 37.4,’ 35.0 22.8 15.5 ‚ -42.0 July 11: 1888 111111111‘ 33 3-3 333 33-3323 M3 13 333 Perlrersbnrg 9.8 11.9 12.2 18.0 37.0 |n48.1 51.4 50.9 53.9 Fgb. 9:1884 Cincinnati I 28.1 28.1 25.2 24.5 23.8I 22.3 21.5 o21.0 71.1 Feb. 14,1884 a. Max. 12.0, 11 A.M. e. Мах. 28.0, 1.15 P.M. J'. Max. 28.2, 1 to 5 P.M. n. Max. 50.1. 9 PM. b. Max. 21.0, 5 P.M. Í, Max, 36,9, k. Max. 25.6, 3 P.M. o. Max. 62.1, 11 P.M., Mar. 12 c. Max. 10.8, 4 P.M. g. Max. 9.2, 6.00 P.M. m. Max. 35.5, 5 A.M. F. Frozen. cl. Max. 18.0, 5 P.M. h. Max. 18.6. FLOOD oF FEBRUARY 16, 1908. The Hood of February 16, 1908, reached a stage of 30.7 feet at Pittsburgh at about 1.00 P. M., remaining at this height a little over two hours. The rainfall was not exceptionally heavy, but was general over both basins, averaging from 58 — PRINCIPAL 1=LooDs. 1.0 inch to 1.5 inches, with a maximum of 2.04 inches at Parker, the lat- ter part of which was in the form of snow. The first páart of the month was un- usually cold an-d there was a large snowfall, especially in the mountain districts. After the 10th of the month .it became steadily warmer until the 15th, when the highest tem- perature for the month was reached. VThere were scattering showers on the 13th, but the rainfall causing the flood came on the 14th and 15-th, and .the resulting run­off was largely augmented by melting snow. The streams were low and quite generally frozen and the ice came out with th-e high water. The sudden drop in temperature on the night of the 15th, and the continued cold on the 16th, stopped the melting of the snow and changed the rain to snow, preventing a higher flood, and causing a rapid drop in the streams. The Local Forecaster of the U. S. VVea­ther Bureau had predicted a stage of 31.0 feet and the precautions taken as a result of this excellent forecast considerably lessened the flood damage. The rainfall causing this H-ood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 11,shows its total amount and distribution. It isinteresting to note that in this flood the maximum stages of the Clarion at Clarion and of the Allegheny at Freeport were about the same as in March, 1907, while the Allegheny at Kittanning reached a point 9 feet higher, and the Cheat at Rowlesburg 2.8 feet higher. On -the other hand, the Kiskiminetasat Saltsburg was 10 feet lower, the Monongah-ela at Lock No. 4, 9 feet lower, and the Youghiogheny at West Newton 10 feet lower than in Mar-ch, 1907. The crests of the upper Allegheny, the Cheat and the Clarion, however, did not reach Pittsburgh until af-ter the maximum stage had passed that point, and it is evident, therefore, that the maximum discharges of the Mononga- hela, Youghi-ogheny and Kiskiminetas, arriving at Pittsburgh at nearly the same time on the 16th, were responsible for the height of the flood. The following table gives the gage heights at river stations during the Hood period. TABLE N0. 26. Daily Gage Heights at Ri'z.'er Stations. Flood of February I6, 1908. I' Date Highest I recorded stage Station I _ February I I I 1 | 10 I 11 I 12 18 14 15 I 16 I 17 I 18 19 Stage Date . 1 ‘ Clarion 3.0 2.9 2.9 I 3.1 6.0 a 6.21 11.0 6.6 5.8 5.3 16.0 Mar. 20, 1905 Saltsburg F F F I 9.5 9.9 b 7.6 I 9.5 5.0 3.5 2.8 22.1 1859 Avonmore 10.4 10.5 10.8 12.8 14.0 20.3 I 21.4 11.8 8.8 7.8 ___ Warren 1.2 1.2 1.2 1.6 4.0 c 9.8 11.0 9.7 8.3 7.0 17.4 : Mar. 1865 Franklin 4.9 4.8 4.5 4.0 7.9 10.6 I d16.2 13.1 10.6 8.7 —..— IMar. 17, 1865 Parker 5.0 5.0 4.8 4.7 6.3 8.5 1 17.5 11.6 7 .8 7.0 28.0 ‘ Mar, 1865 Kmanmng ___________________ __ 8.0 8.0 * 9.0 * 10.0 11.0 18.9I 24.6 18.7 15.4 12.8 29.si 1865 Freeport 3.5 3.7 4.3 4.8 7.0 20.3 28.4 22.0 17.6 13.8 32.7 ;Feb, 18, 1891 Springdale 10.7 10.8 10.8 11.0 17.0 22.0 ­ 33.0 27.3 21.9 17.9 32.4 (Mar. 15, 1907 Herr Island _________._--_-__.. 4.0 3.7 3.9 5.6 8.5 19.9 931.9 27-5 19-6 14-8 36.9 ‘Mar 15, 1907 IRowlesburg ____-__--_----___... F F F 6.0 6.6 1 8—0‚ 8.4 5.5 4-5 4.0 22.0 lJu1y 10, 1888 Confluence ________________ ___. F F F F 3.8 7 .5 8.2 5-0 3.5 3.0 18.6 ¿Mar 14, 1907 West Newton ______________ --._ F F F F 8.0 g 12.4 16.5 7-8 5.8 4.1 28.2 IMar 14, 1907 Weston _____________________.... 0,4 0.0 0.0 -0.2 0.0 h 2.8 1.8 1-0 0.4 0.4 21.0 I Oct. 13, 1890 Fairmont А 15.8 Ё 15.8 15.8 17.0 18.5 19.8 ‘ 22.4 19.8 17.0 16.6 37.0 `|JuIy 10, 1888 Greensboro 8.3 I 8.5 8.5 10.4 13.6 15.8 j20.8 14.7 11.4 10.0 39.0 ‘July 10, '1888 Lock N0. 4 Y I 10.5 10.4 10.5 11.5 16.1 20.3` 28.5 21.5 15.8 12.7 42.0 :July 11, 1888 Pittsburgh _-I 3.6 I 3.1 3.4 5.0 7.7 17.8 k29.8 26.0 17.5 13.1 35.5 îMar 15, 1907 Wheeling ____ _ 8.0 I 7.0 6.9 7.9 10.8 19.8 _ 34.0 m42.0 39.2 29.3 53.1 IFeb, 7, Parkersburg 4 10.5 I 9.5 9.3 9.5 12.2 21.7 ’I 30.0 37.2 n 41.0 39.9 53.9 I Feb, 9, 1884 cincinnati __. . .-.-_. _---__ 29.6 I 25.8 I 23.5 I 22.4 I 21.0 34­5I 42.2 45.0 46.8 I p 49.2 71.1 IFeb. 14, 1884 I г ‹ ’ Í a. Max. 12.0, 5 P.M. e. Max. 32.6, 1 P.M. 1- M8X­ 22­0. 1 A­M­ D- Max. 51-3, Feb. 20. b. Max. 11.0, 6 ЕМ. f. Max. 11.0, 4 to 6 P M k. Max. 30.0, 1 to 3.57 ЕМ. *Interpo1ated. I c. Max. 12.2, 4 ЕМ. g. Max. 17.5, 10 P.M. 1n. Max. 42.8, 10 P.M. F. Frozen. d. Max. 16.4, 10 P.M. h. Max. 10.6, 6 P.M. n. Max. 41.2. FL0oD or MARCH 20, 1908. The flood of March 20, 1908, which Yreached a stage of 2-7.3 .feet at Pittsburgh, at PLATE 11 '\ ¿","' 'ilfíï ‚в‘ /ox 2 TOTAL RAINFALL. INCHES \_` II \ \ ‘ / A/fred N.Y //{f­"\î"\\S ’I < J ~ Í I 2 Bow//'var ‹ ' »QA fr ` sn( VL’. 5 6Ó\ I .Í so/ean Н ‚г У \ I / ,Ty E 4 A//egany ’ ­ /.20 _ßß А U C/A’T TA I ’ 5 Humphrey ' ­ ь / 6 Fran#//'nv///e ' ‘ /.25 „ 1 7 /?ed/muse ­ ’ ; 8 000 - -‹ ‚37 Э Cherry Creen' ­ ­ Ю L/amesŕolvn ­ - // II»'es.‘/'ie/d » ­ /2 ¿"0/IIS/'8 " ~ .66 I I3 Erie Pa. /.08 /4 Saegersŕown ­ /.27 /5 il/ar/‘en ~ /.25 i6 Sme//Jporŕ ‘А /7 Coz/der/sporŕ f I8 Si Marys ­ /.25 7.9 ‚та‘ way ­ _ 20 Du ois ~ 2/ 5/‘corvi//e ­ 22 Harvŕhorn ­ 25 M8/‘Ion/ry ­ Y24 /r/‘iŕann/'ny — 25 C/arion ' L40 26 Par-/fers L'nd5'1. - 2.04 27 Oi/ C/'ŕy ­ 28 Frank/in ­ ‚во 2.9 Grove C/Yy ­ /.I4 30 Bof/er ­ 3/ Greenville ~ /.57 3? `_$`/r/'dr/'rare ’ .85 33 E/wood МЫ — .86 ‚З! Beaver Dam ~ -97 I 35 Sa/dn'/'n ' /­/0 36 P/'I/ŕsbu/yn ­ .60 37 spr/ngda/e ­ /.o/ `~/’ 38 Freeporŕ ~ Ä /.08 39 /rn/in " /‚3/ 40 Greensburg ‘ 4/ Berry " Í~/6 4? 8/airsv/‘/./e ~ I3 Sd/ŕsburg ­ .72 44 /nd/‘ana ­' /.40 45 Cassandra ' 46 Ja/msŕoivn " _98 47 Somerset ' .65 ц _ V ‘в Conf/z/ence ­­ .70 5, ‚ ‚ ’ 49 L yc/‘ppl/s » /./5 ‘т! ‚г. I .50 изв! /Vewion ­ /.30 Е, ;‚„ч_\ 5/ Loclr М‘! 1' / П _’ (_. ' — ' 52 California ' /.I0 DL“ C ‚ Т _ .53 I/nianŕoirn -’ .90 Е: ’ .54 Greensboro и .72 ,I 55 We//sburg mva .55 g.: 56 C/aysv///e PaV /.J8 .57 А/ерра ~ /.52 58 Sm/'ŕhfìfe/d NV: 5.9 Manninyŕon ‚ /. L9 60 Morgsnŕown ­ /.02 ь‘! Fa/r/noni ­ .$5 E2 Gra/‘fon - .50 63 /?o»'/e.sburo ­ /. I6 64 7%rra Ада’ - /‚32 6.5 Granŕsv/.'/e Md .40 `\.FLOOD COMMISSION да Deer Pa/w ~ /.27 I-Í-TSB G ENNIAI 67 Oax/and . ­ /.65 UR H'P 68 Parsons Nw /.55 |55 E//ri/73 ' /.05 MAD SHOWING 70 Bever/y ­ 7/ P/'c~rens ­ '60 FOR FLOODOF 1: FEBRUARY I6, ‘зов. 7‘ ¿asf cree/r ~. .97 GAGE HEIGHT АТ PITTSBURGH 30.7‘ 75 ”e5f°” ' "и Aóone rain/ä// is /br 72 /murs вы“ ‘n W“ | prev/aus to EAM. feb? /6,/306. I П‘! LDIB .MTU "lll lI\L¥0.nlLI PLATE 12 TOTAL RAINFALL INCHES / A/fred М)! 2 E0//var ­­ ­ а O/earl ‚‚ „ 4 Allegany ­ ­ ‚д, 5 Humphrey ‘ - 6‘ Fran/r//'nw'//e ‘ ‘ -20 7 Redhat/se ­ ~ 8 090 . ‚ 9 Cherry Cree/r ~ ­ /0 Jamesŕown ­ ­ -24 // lyesŕf/'e/d I ­ /2 I/a/I/S/'a ~ ‘- /з Erie pa. д’ /4 Saegersŕann ­ -75 /5 Warren ~ г -‘ 7 ю Зтетрот‘ ~ /7 Coude/‘/.sporŕ ~ ` /8 S¢Ma/*ys ~ д” 7.9 R/0’ way ­ 20 D1/ als ' 2/ Brau/rw"//e › 22 //aw/‘ho/‘n ­ _ 23 Ala/‘lan/'ng ~­ “Z4 /f/'ŕ/an/1/'ny ­ .25 C/ar/'on ­ /.60 25 Par/fers ДМ; - /.24 27 0/'/ C/’ŕy ­ 28 F/*amr///7 ~ /.40 2-9 @rave C/'ŕy - I -79 30 El/ŕ/er- - 3/ G/-eem////e I /~52 3? .5`/f/'dmare ­ .60 33 E/wood МЫ ~ /.32 34 Bearer Dam ­ /.60 35 ¿ia/dw/h ' .36 P/'/ŕsbury/1 «I /.43 37 Spr/'nyda/e 1» /.85 38 Freeparŕ к /_.98 39 //W/n - 2.50 40 Greensburg ­ 4/ De/‘ry -f 2.92 4? д/а/гзу/У/е ’ (3 Sá/ŕsbury ­ /.77 44 /nd/'ana ~ 2.57 45 Cassandra ­ 46 Jo/msŕonn ­' `3.55 47 .Somerset ­ 2.04 48 Conf/I/ence ­ /.98 49 Lycippue ­ 3./.9 .50 Wes# /Vewŕon ­ 2.84 5/ Loclr NM ‹› 2.57 5? Ca/ifarn/‘.9 ~ 2.73 .55 I//7/'onfo/vn » 2.17 .54 Greensboro п /.46 55 We//.sm/rg /wn /-84 56 C/ayer///e Pa 2.76‘ .57 .4/eppa ­ /.35 52 sm/fm’/'e/d ma /./9 5.9 Mann/‘n fon ‚ /./7 .E0 ‚Ищут шт ‚ /.53 д‘ Fa/'rmonŕ ~ /./0 62 Gfafŕon . /.42 63 /‘Pwr/e.sbur~_g I I .75 64' Тегга A/ŕa ­ /.65 $5 Granŕsr///e Md /.$7 '\.FLOOD COMMISSION 66 Deer' Par/r ­ /.70 ITTSBURGI-I,PENN'A. б’ ОгК/‘М - /-60 6`8 Parsons WV.. /.56 3 _. ‚‚ 6.9 E//I’//7.5’ ’ .75 _ к ` ‘ MAP ЗНОИННФ 70 sere,-/y I ‚ - / LINES oF EQUAL PAINFALL V7/ /’/C/fm ­ ‘д’ \ ~\ ­ FOR FLOOD or 72 Buen/rspnon ~ l ‚ Í 'ra pm////2 ­ /. ‘г / 'n _rj MAncHzo,|soa 74 ¿,357 cree/r ­ 1.; ‚ I 75 esŕan - ­ Pq, GAGE HEIGHT АТ PITTSBURGH 27.3 Abavera/.nfa//l.5fòr 48/murs . / (а Scala In Milet 'previous lo 8A_Ml„a,.c/,L91/sod _ In о In zo Jo 2 4’ „др“ g. 2: ‘ ’ '14' /.0 4 ‘..’ 1}: gf: .__1 _ nu mln IMJ» vll!! “плоть FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. 1.00 А. М., where it remained for three hours, was preceded by the following weather and stream conditions. During the cold weather following the Hood of February 16, the precipitation was in the form of snow, and the streams dropped to points approximately as low as before this rise. The rainfall through the ñrst half of Ma-rch caused two fairly high stages at Pittsburgh, 20.5 feet on the 3rd, and 20.9 feet on the 7th; and the stage remained high from the 7th on, oyying tothe melting of the snow by the generally warm weather, and to the frequent showers. As a result, on the 18th and 19th, when the principal rain of the month came, the streams were already above normal, and less additional run-off was re- quired to bring them to Hood stage. In this feature, this Hood was different from the Feb- ruary Hood, preceding which the streams were all frozen at fairly low stages; for the stage at Pittsburgh, 3 days before the day of the crest, was 15.5 feet as against 5.0 feet in the February Hood. ' The rainfall of the 18th and 19th was fairly uniform in its distribution. With the exception of the ex-treme Inorthern part of the Allegheny Basin, it was above 1.0 inch, and was above 1.5 inches over three-fourths of the combined basins. The maximum rainfall for the two days was 3.55 inches, at Johnstown, Pa., and the storm seemed to reach its greatest in-tensity in this region, the rainfall at Ly-cippus being 3.19 inches for the 24 ‘hours preceding 8 А. М. on the 18th. The rainfall cau'sifn»g this Hood is shown on Plate 52, Chapter VII, and the map of the basins, Plate 12, shows its total amount and distribution. A glance at this map readily explains why the Kiskiminetas was so large a con- tributor to this Hood, as the region >of greatest rainfall centered around its watershed. This stream reached, at Saltsburg, a height of 18.0 feet at 2 P. M. on the 19th, 7 feet above the maximum pf -the February Hood; and at Avonmore a 'height of 30.8 feet, at 4 P. M., on the 19th, 8.2 feet above the maximum of the February flood. The time of movement from Avonmore to Pittsburgh would bring this crest to Pittsburgh at about peak time. The Clarion was at about the same Iheight as in the February Hood, but its maximum How, as in the earlier Hood, reached Pittsburgh after peak time. The Allegheny at Kittanning was 5 feet lower than in the February Hood, but its crest of 19.8 feet occurred at 6 P. M. 'on the 19th, so th-at 9 hours, the approximate .time of movement of its Hood wave to Pittsburgh, would bring Iit there at peak time; whereas, the maxi- mum in the February Hood did not occur~unti1 9 P. M. on the 16th, 8 Ihours after the arrival of the crest of the Hood at Pittsburgh. It is noteworthy that, in both these Hoods, the Kitt-anning maximum was greater than in the Hood of March, 1907. T­he Cheat River Iat Rowlesburg was 4.5 feet higher than in the February Hood, but its maximum height of 15.5 feet did not occur until 2 A. M. on the 20th, so that its Hood - water arrived at Pittsburgh- too late to contribute to the Hood peak. The Monongahela at Lock No. 4 was 5.5 feet lower than in February, and its crest of 23.0 feet came too late -to arrive at Pittsburgh at peak time.. The Youghiogheny at West Newton reached a maximum of 15.1 feet on the 19th, 2.9 feet lower than in February; but, as in the former Hood, its water arrived at Pittsburgh at peak time. The following table gives the gage heights at river stations during the Hood period. 60 PRIN C I PAL F LOODS. TABLE N0. 27. Daily Gage Heights at River Stations. Flood of March го, 1908. I иже Highest recorded stage station | Maren 1 I 14 I 15 I 16 Í 17 18 19 l 20 Í 21 1 22 23 stage Date olerion 8.8 85 10.5 7.4 6.8 910.81 9.0 6.0 5.0 3.8 16.0 |111111- 20,1905 saltaburg 5.2 5.2 6.0 4.7 3.5 b16.5 9.2 5.5 4.0 3.4 22.11 Avonmore 1 10.8 10.9 13.1 9.8 10.6 c 30.1 17.9 11.9 9.6 8.9 ..-__ 1 Warren 1 8.0 8.5 10.0 9.2 8.3 8.11 7.2 6.3 5.3 4.6 .4 Mar 1865 Franklin ‚ 8.9 9.6 11.0 10.6 9.1 10.9 9.6 7.8 6.5 5.8 -___ Mar 17, 1865 Parker I 8.7 10.5 11.8 11.0 10.1 612.0 11.4 9.4 7.0 6.3 28.0 Mar 1865 Kittenning -I 14.5 15.4 16.8 16.5 16.9 18.71 17.6 13.9 11.2 10.4 29.31 1865 Freeport I 14.2 16.5 18.0 17.8 15.2 e 22.7 23.0 15.3 12.9 11.0 32.7 Feb 18,1891 Springdale ——' 18.0 20.3 21.5 21.9 19.4 25.8' 28.8 20.3 17.1 15.0 32.4 lMar 15, 1907 Herr Island ‘ 14.0 16.4 17.1 17.8 15.5 226 28.6 19.1 14.2 11.8 36.9 Mar 15,1907 Rowlesburg _I 3.2 3.0 2.8 2.7 2.6 f 5.8l 6.3 4.8 4.2 3.9 22.0 July 10, 1888 Confluence ——' 48 43 4.4 3.6 2.7 9.0 6.5 4.3 3.4 3.0 18.6 Mar 14, 1907 weer Newton ______________ __..' 5.7 59 5.9 5.5 4.4 g15.1 12.6 7.1 5.4 4.6 28.2 Mer 14,1907 weston _I -0.2 -0.2 -0.2 0.0 0.0 1.11 0.4 0.0 0.0 0.0 21.0 oet 13, 1890 Fairmont —' 16.2 16.0 15.9 15.9 15.7 18.2 19.5 17.9 16.8 16.2 37.0 July 10,1888 Greensboro nI 9.5 9.2 9.2 9.3 9.0 12.81 15.5 12.3 10.4 9.5 39.0 lJu1y 10, 1888 Loek No. 4 I 11.9 11.7 11.3 11.0 10.9 17.5 23.0 17.0 14.0 12.1 42.0 July 11,1888 Pittsburgh _ 12.0 14.1 14.8 15.5 13.0 20.4 1126.7 17.8 13.2 10.7 35.5 Mer 15,1907 Wheeling ' 17.7 19.2 21.2 22.7 22.3 26.7 136.7 38.4 29.5 20.9 53.1 Feb. 7,1884 Parkersburg ___________..___-...., 200 19.4 20.0 21.4 23.0 25.3 33.2 37.7 38.0 32.7 539 Feb, 9, 1884 Cincinnati 49.5 45.0 41.8 37.5 34.8 34.8 38.0 41.0 44.5 47.5 71 1 `Feb 14, 1884 I а. Мах. 12.0, 5 Р.М. а. Мах. 12.8, 4 Р.М. 1. Max. 6.8, 2 Р.М. b. Мах. 27.3, 2.00 Р.М. b. Мах. 18 О, 2 P.M. e. Max. 26.7, 8 P M g. Max. 17.8, 4 Р.М. j. Max. 39.6, 7.40 P.M. c. Max. 30.8, 4 Р.М. RELATION OF ALLEGHENY AND MONONGAHELA RIVERS TO FLOODS AT PITTSBURGH. Although the drainage area of the Allegheny River is 58 per cent larger than tl1at of the Monongahela, the Allegheny collects its Hood waters more rapidly, and, owing to its steeper channel profile, moves them on to Pittsburgh at greater speed. This is clear, insofar as travel down the main river is concerned, from a study of the diagran1, Plate 53, Chapter VII, showing time of movement of 110008 011 the Allegheny and Мо- nongahela Rivers. It would seem, therefore, that Pittsburgh floods, when due to a rise in both rivers, are caused by the crest of the Allegheny, added to whatever part of the Monongahela flood Water has arrived in Pittsburgh in time to meet it; while the crest of the Monon- gahela, reaching Pittsburgh later, keeps up a high stage, but rarely causes the maximum. In fact, an analysis of the principal Pittsburgh 110008 for a number of years shows that, unless the Monongahela is at very high stage and the Allegheny at a relatively 1077 Hood stage, the crest of 'the former never arrives at Pittsburgh until after peak tinge. It is also ‚ true that whenever the Monongahela is at high stage and arrives at Pittsburgh at or be- fore peak time, if there is a rise of any consequence in the Allegheny, a considerable Hood always results. For example, the greatest flood of the Monongahela, that of July 11, 1888, 7788 accompanied by no rise in the Allegheny, and a Pittsburgh stage of only 22.0 feet re- sulted. Again, in March, 1907, 1118 М0110113а1181а 7788 very high, and the Allegheny, al- though in flood, considerably below previous maximum. The Monongahela crest ar- rived at Pittsburgh several hours before peak time, while the Allegheny maximum ar- rived nearly 15 hours later. Likewise, in March, 1902, 8110 111 February, 1908, the Mon- ongahela crest reached Pittsburgh at or a little before peak time, and high Hoods resulted. Any discussion of the relation of the two main rivers to Pittsburgh Hoods is incom- plete Without special mention of the two principal tributaries, the Kiskiminetas and Youghiogheny Rivers. These two streams, each entering one of the main rivers from FLOODS ON THE ALLEGHENY AND MONONGAHELA BASINS. OI the east, a short distance above the mouth, drain extensively deforested areas of about the same size, with heavy precipitation and a high rate of run-off ; and in consequence, both collect and move their Hood waters to Pittsburgh in about the same time. As a result, one or both of these streams have been important factors in every great Hood that has visited Pittsburgh. CHAPTER IV. FLOOD DAMAGE Pittsburgh - Physical Features — Developments -­ Encroachments - Investigations of Flood Damage — Profile of 1907 Flood ­- Details and Character of Flood Damage at Pittsburgh — Flood Damage along Rivers above Pittsburgh-Flood Damage along the Ohio River. PITTSBURGH. PHYSICAL FEATURES. Pittsburgh is located 100 miles south of the Great Lakes and 300 miles west of the Atlantic Ocean, at the head of the Ohio River and on a direct line to the west from the great harbors of the east. This position has caused it to be called the “Gate- way to the West”. Nature has favored the locality with vast natural resources, includ- ing the most needful minerals, and waterways for transportation; and at the same time has so formed the topography, by its lines of drainage and high bordering hills, that the enormous industrial and general business activity has of necessity been con- centrated along the valleys. This concentrated condition of the various interests, while it has certain disadvantages, has resulted in expediting and making more effective the daily transactions of business. The general combination of these conditions of location, topography and resources makes Pittsburgh unique and probably different from any other city in the world. The character of the valleys for a considerable distance above and below the city is much the same as within the city limits. The hillsides in some places have slopes of about 40 degrees and rise to heights of about 450 feet above the river surface, which, at the Point, or junction of the Allegheny and Monongahela Rivers, is 703 feet above tide. The Hat land in the city, which has an aggregate length of about 24 miles and an area of nearly 3,000 acres, extends from the bottom of these slopes to the river, with an average width, on either side, of about 950 feet, at a height ranging from I9 to 45 feet above pools. The elevation of the many hilltops surrounding the city ranges from about 1,000 feet to 1,250 feet, the highest being 1,370 feet, situated 3.7 miles north of the Point. The total length of river entirely within the city is 10.2 miles and the total river frontage is 31.5 miles. DEVELOPMENTS. The city had its beginning upon the point of land between the Allegheny and Mo- nongahela Rivers, which location the early pioneers saw was the most strategic and favorable for all purposes. This small triangle of about 205 acres of Hat ground, which extends upstream about one mile on each river, forms the heart of the business section of the present city. The original settlement, as time went on, spread along the low land bordering the rivers and nearby tributaries, and eventually mounted the hill slopes and occupied the tableland above. The reproduction of the relief map, (see frontispiece), brings out the general topographical features and indicates the extent of the developments. The city now covers an area of 26,464 acres, and has a population of 533,905. Taking into consideration the Greater Pittsburgh, which would be form- ed by including closely located communities, the total population would reach over 1,000,000. Over 50 per cent of the 3,000 acres of low land bordering the rivers within the city FLooD or MARCH 15, 1907. Allegheny River, looking west from Р. F. W. & C. Ry. bridge. F1000 or MARCH 15. 1907. Robinson Street. N. S., looking west from P. F. W. 81 C. Ry. "о Q о no F1.ooD or MARCH 15. 1907. Ninth Street, looking north from Penn Avenue. Deposit left by high water. F1.oon or MARCH 15, 1907.. Penn Avenue, looking east from Fifth Street. r1.ooD DAMAGE. 63 limits was covered by water during the great flood of March, 1907. The greater part of this low ground is now used for the business life of the city, while a considerable portion is covered with steel and other manufacturing plants, which are generally lo- cated along the river banks. In the aggregate, about 15 miles of river-front land with- in the city limits are occupied by industrial works of various kinds, while Within the so- called Pittsburgh District, or territory included by a radius of 40 miles, a total of about 27 miles is used for similar purposes. То handle the enormous business of these numerous plants, the railroads have es- tablished a vast net­work of tracks along the river bottoms. In addition to other rail- roads of minor importance, ñve trunk lines enter the city by Way of the valleys, where they are located along the low land bordering the rivers, in many places immediately along the top of the bank. In 1910, the railroad tonnage of Pittsburgh, incoming and outgoing, amounted to 156,000,000 tons, and the river traŕñc to about 11,000,000 tons. The present total tonnage, 167,000,000 tons, which has doubled in the last six years, is twice as great as the combined tonnage of New York, London, Hamburg and Marseilles. About 14,000 miles of inland waterways are directly connected with the city. Over 150 miles of the rivers above Pittsburgh, as well as portions of the Ohio, have been im- proved; and it is the purpose of the National Government to continue this improve- ment along the entire Ohio River, so that this stream will be slackwatered by the end of about ten years. The harbor proper, which has a navigable depth of 10 feet and over, created by Davis Island dam, ñve miles below the Point, extends pool into the Allegheny River, 1.6 miles, to Lock No. 1, and into the Monongahela River, 1.9 miles, to Lock N o. 1, of that stream. The average width of the rivers in this harbor at pool surface is as follows: Ohio, 1,385 feet; Allegheny, 770 feet; Monongahela, 850 feet. The total water surface has an area of about 1.8 square miles. ENCROACHMENTS. These activities of man have brought about extensive encroachments upon the rivers, in the placing of which the absolute requirements of nature have been thought- lessly ignored and little' consideration given to the disastrous results which must in- evitably íollow continuance of the process. This short-sighted policy, endangering the broad public interests of the present as well as of the future, was continued without limit or control until 1895, when harbor lines were established by the National Gov- ernment. rI`he State of Pennsylvania, under an act passed in 1907, has likewise had jurisdiction over the placing of obstructions in or along the streams of the state. Allegheny River. According to the maps prepared by the Pennsylvania River Commission for Pitts~ burgh and vicinity, in the year 1861, the average width of the Allegheny River for a distance of 7 miles from its mouth was 1,250 feet. It is thought that when this map was made, the river was very nearly in its original state. By measurements made on the map of the Flood Commission, of 1910, it has been ascertained that the river channel, between the top of banks, now has an average width of 1,040 feet, which shows a con- traction of 210 feet, or 17 per cent. In comparing this stretch of the river with the por- tion lying between the lower seven miles and the mouth of the Kiskiminetas River, 23 miles above, it is seen from a map made in 1875 that this upper part then had an average width of about 1,380 feet, or 130 feet greater than in 1910. 64 . ENCROACHMENTS. Along the rigl1t bank and near the mouth of the Allegheny, Killbuck Island, which in 1858 was a low bar something over half a mile long, has since been filled over. At Twenty-third Street, 1.7 miles above the mouth, tl1e total encroachment, in- cluding both sides of the river, is about 300 feet. At Wainwright Island, a low island about one-half mile long, formerly situated at the left bank, 2.7 miles above the mouth, or with its lower end opposite what is now Thirty-third Street, the back chan- nel has been entirely Hlled in. The total encroachment at the foot of the island is esti- mated to be about 400 feet, practically all of which is at the left bank. At a point about 2.4 miles above the mouth, the width, between top of banks, has been diminished about 35 per cent. The narrowest part of the river in the vicinity of Pittsburgh occurs about 3.9 miles from the mouth, a sl1ort distance below Fifty-first Street. At this point the distance between bank lines for a stretch of several hundred feet is only about 690 feet. It is believed that this short reach has always been abnormally narrow, the width in 1858 being only about 910 feet. Nature, however, has to some extent succeeded in rem- edying this contraction by scouring out the channel to a depth ranging from 22 to 26 feet. M onongahela River. In 1861, the average width of the Monongahela between top of banks, for a dis- tance of 4 miles above the mouth, as shown on the map of the Pennsylvania River Commission, was 1,320 feet. Comparing this with the present conditions, as shown on the map of the Flood Commission, it is determined that the amount of encroachment averages about 390 feet, showing an average contraction of 30 per cent. From the Point to the Smithfield Street bridge, а distance of 0.8 mile, the average width of encroach- ment since 1858 is about 310 feet, and the maximum 550 feet. From Smithñeld Street bridge to Lock No. 1, about one mile above, the reduction in width averages about 450 feet, with a maximum of 590 feet at Seventh Street, South Side. Along these reaches the greater part of the filling was made on the left bank. Above the lock, to Thirty- fourth Street, South Side, the encroachment, totaling both sides of the river, ranges from 300 feet to 600 feet, the maximum occurring a few hundred feet below the Monongahela Connecting Railroad bridge. About 3 miles above the mouth of the river, the width between banks has been reduced nearly 40 per cent. Bridges and Navigation Dams. The cross-section of the present river channels is also contracted at a number of points by the approaches, piers and riprapping of bridges, and by the navigation dams. In the Allegheny River channel, for example, this reduction of area of cross-section amounts, at the elevation of the 1907 Hood, to about 9 per cent at the Sixth Street bridge and about 15 per cent at Herr Island dam, considering only the fixed part of the lock and dam. On the Monongahela River, this contraction of channel cross-section is about 10 per cent at the Smithñeld Street bridge and 12 per cent at Dam No. 1. At Davis Island dam, the cross-sectional area above the ñxed parts is greater than the cross-sec- tion of the river channel at other points nearby. INVESTIGATIONS OF FLOOD DAMAGE. Although Pittsburgh and many other communities along the streams above and below the city have suffered from Hoods for a century or more, nothing in the way of ascertaining the extent of the damage or of formulating a plan for relief was under- taken until after the great Hood of 1907. The enormous destruction of property and the ‘О... .CO .O IJ.. . . ’.. .... . . О’... .I0 oso OOGOQ FLooD or MARCH 15. 1907. Federal Street, N. S., looking south from Lacock Street. FLOOD or MARCH 15, 1907. Sixth Street, looking north from Liberty Avenue. FLOOD DAMAGE. . 65 general distress caused by this Hood, together with the knowledge that records indicated that the Hoods were increasing in frequency, caused an investigation »to be made for the purpose of determining the extent and character of the frequently occurring Hoods and resultant damage and, if possible, devising means for relief. PRELIMINARY INVESTIGATIONS. The Hrst work, conducted by the Hood committee referred to under “History and Objects of Commission,” was to ascertain the extent of the damage within the City of Pittsburgh. In the investigations made for this purpose, considerable difficulty was at Hrst encountered in getting the facts as to actual Hood losses. While those coming in direct Contact with the Hood troubles are alert to the seriousness of the situation during the Hoods, the matter is, after a time, almost forgotten, the disposition in most cases apparent- ly being to take the troubles as they come, rather than to do anything in the way of even attempting to devise means of relief. Finally, however, through a large amount of cor- respondence and a canvass of much of the Hood­affected districts, the committee succeeded in preparing a provisional report showing the v»ast extent of the damage and the great need that something should be done for the protection of the important interests lying along the rivers. Methods. Particular attention was given in the investigations to the three recent Hoods, oc- curring within a period of twelve months and five days, namely, those of March 15, 1907, February 16, 1908, and March 20, 1908. The respective heights of these Hoods were 35.5 feet, 30.7 feet and 27.3 feet. The work was conducted under the following classifications: (а) Damage to bfuildings, equipment and machinery; (Ь) Damage to materials; (с) Loss to employer by suspension of business; ((1) Loss to employees due to shut-down; (е) Expense of cleaning-up. Findings. This first work brought out the fact that, unless means for Hood control could be accomplished, the larger portion of the affected area could never be properly developed, and the capital invested therein would continue to suffer. It also showed that, since the general needs of building operations and city improvement will of necessity keep pace with the advance of population, the Hood damages, which, in their effect, involve the home conditions and business of the entire city, will become correspondingly greater. AS Stated above, by far the larger part of the mercantile, industrial and railroad interests of Pittsburgh have necessarily been developed along the rivers, upon the favorably situ- ated low-level areas. As computed in the preliminary work, nearly 1600 acres of this im- portant district were covered by the Hood of 1907, while a considerable additional area was affected by seepage and backwater from the sewers. The assessed valuation of the real estate thus affected by overHow amounts to about $160,000,000, and a careful esti- mate, made in consultation with real estate experts, shows that this property is nearly $50,000,000 lower in value than it would be if protected from Hoods. FI NAL INVESTIGATIONS. Methods. The above investigations, as stated, were carried on by the Hood committee. Upon proceeding with the work, the Commission was enabled to arrive at results of the de- 66 FINAL INVESTIGATIONS. of the desired accuracy, by means of further research, and by the surveying and mapping ofthe rivers and the areas affected by Hoods, within the city. These areas were districted in accordance with the character of the business, and the direct losses of the various interests have been conservatively estimated, for each of the three Hoods mentioned above. 700 for the Hood of 27.3 feet to $5,259,500 for the one of 35.5 feet. Findings. The following table, giving the results of these investigations, shows that the total direct lossY for three Hoods amounted to $6,514,000, and that the loss ranges from $414. 0 In this report, all estimates as to damage from other Hoods have been based upon the investigatio-ns for this period, from March 15, 1907, to 'March 20, 1908. In the past twenty years, the losses due to Hood damage at the City of Pittsburgh alone have amounted to about $17,000,000, over $12,000,000 of which occurred in the ten years preceding January, 1911. TABLE No. 28. DIRECT LOSSES BY THREE FLOODS IN PITTSBURGH. 5. 4 В . «Iâ 3,3 , . ‘Б ё‘ 1 : (QD) D l 8” 2 Ф ' ‘в 3 S5 l . г» 3 ё Ё 3,3 is ш Е; ›`а A _ I I :S ‚ i ­­ë-D2 д ш l ё l ё” '93 E 5 E о в Ё‘) 8 >° .E ,-1 i ‚т‘ Ф 'H 55 4-1 >, E l ‚З td C "‘ 9 >’ Ь‘ Ё E ‘Ч ,SE 1 с, В — SE Ё Olassirication Date of Hood ‚с, а 2_2 ` E r: Q ` ‚ЕЕ C ЁБ Eli Total l В f= Ф E Ф 2 ‘Н l P 9’ ' 95 ’~ ‚ с; += Фч-ц о O 5 я ш $11 у о 1_. с) о о Ф’? с’ i Ё "' i D Ф ’- I ы) С: ы) +1’ г‘ "J+2 co ­»­­ д‘ 8 Ф 5 ‘д’ $3 5 E Ё 1 "‘ m ‘Е Ё l ä E ä §75 §75 а ‹ 52.2 3.: в 3 Q D »_1 ‚д ‘ б‘ f Ё ì (а) (Ь) ‚ (с) I (6) (н) , cf) (3) ` ч _ щ iìiabrch 15, 8138.593 $159,499 $365,499 $693,799 379,299 ........... -_ 81,477,899 _ ‘e ruary 1 ‘, ` ‚ ‘ 10,800 33,500 38, 16,400 ___________ __ 229,900 Heavy Industrlal March 29, 1998 15,000! 4,899 18,999 129,599 11,399 ____ __ __-____ 170,500 Total 226.000; 174,599 417,899 953,999 196,999 ___________ -_ 1,373,200 _"March 13,13% 59.383 329,993 33,000 53,300 62,100 . 1“e0111a1‘y 1 , 1 ‚ f 1 , 0 — ‚300 7,000 19,900 ___________ __ , _ Lesser Industrlal March 29, 1998 3,699î 5,999 7,999 4,399 6,599 ____ __ _______ 27,300 тот‘ 59,900 338,199 112,299 69,699 88,599 ___________ -_ 663,300 _"_T" iŕragcb ig, 138; 13518008; 706,300 367,700 137,299 198,899 .... -_ _---___ 2,996,599 . е ruary 1 , 1 , 19,200 139,700 63,400 22,900 _„___ ____-__ 315,200 Heavy Mercantllß March 20, 1903 10,100 4,500 72,500 17,300 14,000 -__-_- __---__ 118,499 том‘ 211,199í 739,599 1,129,999 222,999 145,799 ____ -_ __--_-_ 2,449,199 'mn VMarch 15, 1907 __________________ __ 195,799l 312,199 166,699 25,700 79,200 ____ _- _______ 639,300 Lesser Mercantile February 16, 1908 ,900f‘ 68,100 15,900 8,400 26,200 ­­­­ -_ ­­---__ 130,500 and Dwellings March 20, 1908 9,700! 7,700 11:80() 5,700 16.800 ­­­­­­­­­­­ —— 51,700 том 127,399iY 7,999 194,399 39,300 122,200 ____ -_ 871,599 , . March 15, 1997-_____-___________-_ 9,799I 28,299 69,999 7,399 24,299 ____ -- 129,400 l`raI1SD0rtat1011» February 16, 1998 1,899, 300 ___ 600 6,900 „___- ‚___--- 9.600 Slßeam March 20, 1903 1,600, 100 ____ -_ 200 1,900 ............ -_ 3,300 Rallroads Tom 13,199-È 23,600 60,000 3,100 33,000 142,300 ‚ . March 15, 1907_______________-____ 7,000 600 11,000 3,000 6,000 ___--- _____ -_ 32,600 1`ra11SD0rtat10D» February 16 1998 1999 399 3,200 500 3,900 ____ __ --__-__ 3900 Electric March 20§1998 __’___l 200 200 300 2,600 ____ _- _______ 31300 Rallroads Tof. 8,999I 1,100 14,400 3,300 12,500 44,300 11145599 15,130; .................. —— ЗЁЁЗЗ; @ggg 13%) 3.43.9 1,388 58,899 . . e шагу 16, 190 , 1 ‚ ‚ ———— —— -—-_--_ 18,800 NaVlg'3tlOI1 March 20, 1908 1,5005 900 4,000 ’700 400 ---___ ..... __ 7,500 том 44,199-i 8,799 25,399 4,300 2,209 .... -_ -____-_ 35,100 March 15, 1997 42,999l 11,799 19,999 599 6,100 ........... __ 71,300 Interests not February 16, 1908 21,700'` 1,000 9,000 800 2,000 35,000 iassiñed March 29, 1998 4,100: 1,000 700 _--_-_ 2,100 7,900 Tomi 68,799I 13,700 20,300 1,300 10,700 ____ __ ‚___--- 114,799 March 15, 19857.........._..._..__­ 1ä,299ì 5,388 „___- ———— -_ 12,2099) 9% 175,999 2à9,5g.9 ‚ February 16,19 ‚000 —————— ———— —— ‚ ‚ __-——-- 4, City Departments March 20, 1903 3,000‘ 5,000 _-_--_ ___--- 4,400 8,900 ..... -_ 24,300 том 24,299I 15,899 .......... -- 25,799 27,300 175,000 263,500 L March 15, 1997 628.59oi 1,551,400 1,578,400 933,100 383,499 9,799 175,999 5,259,599 S г February 16, 1998 192,399 118,399 279,899 226,299 194,999 9,299 839,899 ‘mma У March 29, 1998 __________________ _- 51,600` 29,200 116,000 149.999 60,000 3,900 -_____ 414,700 Total $782,499 81,698,999 81,974,299 $1,398,399 s547,499,s27,8o9 $175,909 86,514,999 PLATE 13 у F1000 00»/|M|SS|0N or PITTSBURGH 121" MAP AND PROFILES Showing certain .‘-.°"T*`*~'~D FL0oDED ARI-:AS AND FL00D HEIGHTS 1 I 7 l к 1 I ‚ T . CHESTNUT CHERRY WALNUT MADISON HOPE ANDERSON SANDUSKY FEDERAL DARRAH CRAIG CORRY SCHOOL GRANT 750 74 О 79° 72D 7|0 700 о loco 2000" anon 4080 sooo soíó Pr`0F‘ile о? Section A­B, |­ï'iver` Ave. < J . . > ш Ё Сатрдга/‘Уе F/om/ed Areas of Var’/aus Sŕayes. Z Z < 2 D ‘l _ Е х 8 _.J1 lilo: ё È dä Е fz) ä Area rbahm,//4 ШАГ” “О” $€”""" ä 8 Z Ё ‘S Z Ё Е 82 д g Ё ‘erp Q/I”,/’¢°’§1,âJ'5?a~;7”g‘ х“ _.Area ofso/ren/ey Pa/-K В З 8 ‹ jk ‘З Е 1» L» Од З ш ‹ 0 “ ‘ш ^° т“ ш _1 п: ‘.’_’ < D Il _.1 и. З н. т 3 Е 0 \___'_- A svo Ao. FEDERAL. ST. W K Й _ _ __ -I--Y . 40.0/sésfaíœ вин .frage am/=fs/age raamsbye zsfes/@el 3- « . 1 Е _ _ А ‚ 1 - ё а г 2 è - \ -Q sì I I I F а ш м Q ц _P YL _ ‹, ` Y ». _ I- ь- s§e‘ë3~r3.~. fs Ё ё H ‚1 3 ‘г; ё ё ё’ ё ¥â.."îs «‘­._"=.­« ' _È а is se Р А? ч 1 0 3 333333353 I s а ai È-È ‘ё: 3 ‘ п то‘: 'zooo „ sooo 4o_oo и .5903 _ _ sono \:_\_§ r~oPile of* Section C­D-E, crossing the Point dls+r~|c1­. -_ к ’-1, Noŕe: A ŕ Marker sf. Gage- ua Sflye I 6910 Sandy ‚Чао/г винт #L0 I ' '7/-9-0 - на ­­ ­ 722.0 из - - 724.3 за.’ „ - 727.’; 35-5 и — 732.5 40.0 ‚‚ — 'la'/.0 Proff/es rom sooo ‘ooo sooo к .д‚‚‚.‹ ц|дцпд 1ц::..: Г/ои/ L/'ne ofposs/'ó/e 40 ft. stage shawn thus: ———— -- M/máers denote D/'stricts L used in Damage Est/mate. Ш 25.2 F! Stage of Jan. 5/, /.9// |:| 275 ,‚ ., ‚‚ Mar Z0,/908 Ш 50.5 ‚‚ ‚, ‚‚ Feb. /6,l508 III 55.5 „ ,. ‚‚ Mar. l5,l.907 Numbers 2, 5, Io, 14, I5 and 16 are Heavy Industrial Districts. Numbers 4» 7, Il and I7 are Lesser Mercantile Districts. Numbers I and 9 are Lesser Industrial Districts. Numbers б, 12 and 13 are Unclassified Interests. Numbers 3 and 8 are Heavy Mercantile Districts. FLooD DAMAGE. 6 7 ‚Ч Based on the assumption that in the next two ten-year periods there will be no in- crease in the number or height of Hoods over those occurring in the ten years just preced-ö ing January, 1911, it is estimated that the Hood losses at Pittsburgh in the next twenty years will amount to about $25,000,000. Аз mentioned elsewhere in this report, however, the records show that the Hoods are increasing in frequency and height, and if this is taken into account, it is estimated that the losses in the next twenty years will amount to about $40,000,000. Moreover, even neglecting this increasing tendency, the fact that de- velopments within the Hood­at`fected district are yearly exposing additional property to Hood damage will obviously result in a perceptible increase in Hood losses. Diflìculvtiesl were encountered in getting reliable data concerning “Damage to build- ings,” column (а), and for items under (с) апс1 (Id), shown in the above table, but it is thought that these, as well as most of the other items, are underestimated. Important features regarding extent of overHow by various Hoods are as follows: Flood of March 15, 1907. Gage height, 35.5 feet. Total land area submerged (maximum depth 16 feet) . . . . . . . . . . ._ 1540 acres Industrial district, 'including 13 acres of Herr Island and all of Brunot Island, 157 acres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 866 “ Mercantile and residential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 192 “ Railroad and industrial yards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 435 ‘Í Other property . . . . . . . . .’ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47 “ Main railroad tracks (maximum depth 16 feet) . . . . . . . . . . . . . . . . . . .. 17 miles Street car tracks “ “ 12 “ . . . . . . . . . . . . . . . . . . .. .7 “ Streets and alleys ‚ “ “ 14 “ . . . . . . . . . . . . . . . . . . .. 33.4 “ During this Hood the water`was 16 feet deep over the Baltimore & Ohio tracks on the North Side, while the tracks at the Pittsburgh & Lake Erie station, on the left bank of the Mononga- hela River, were covered to a depth of 6 feet. At the crest of the Hood, in addition to the 17 miles of main railroad track above mentioned, a number of important sidings and yards were covered for a considerable part to a depth of from 2 to 16 feet. Flood of February 16„ 1908. Gage height, 30.7 feet. Total land area submerged (maximum depth 11 feet) . . . . . . . . . . .. 670 acres Industrial district, including part of Brunot Island, 136 acres..... 451 “ Mercantile and residential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 116 “ Railroad and industrial yards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 81 “ Other property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22 “ Ма1п railroad tracks (maximum depth I1 feet) . . . . . . . . . . . . . . . . . . .. 8.2 miles Street car tracks “ “ 7 “ . . . . . . . . . . . . . . . . . . .. 4.8 “ Streets and alleys “ “ 9 “ . . . . . . . . . . . . . . . . . . .. 16.3 “ Flood of M arch 20, 1908. Gage height, 27.3 feet. Total land area submerged (maximum depth 8 feet) . . . . . . . . . . . . . .. 230 aC1’€S Industrial district, including part of Brunot Island, 70 acres. . . Y140 “ Mercantile and residential . . . . . . . . . . . , , ‚ ‚ ‚ _ ‚ ‚ ‚ _ ‚ ‚ _ ‚ ‚ ‚ ‚ ‚ _ ‚ ‚ ‚ , , , _‚ 48 “ Railroad and industrial yards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 37 “ Other property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5 ‘_‘ Main railroad tracks (maximum depth 8 feet) . . . . . . . . . . . . . . . . . .. 1.4 m‘1les Street car tracks “ “ 4 “ . . . . . . . . . . . . . . . . . . . 1.3 ‘ _ Streets and alleys “ “ б “ . . . . . . . . . . . . . . . . . .. 6.3 “ 4o­Foot Stage. As shown in the preceding chapter, it is not improbable that Pitts- burgh will some day experience a forty­foot Hood. The extent of the overHow at this stage would be as follows: Total land area submerged . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1850 acres Main railroad tracks submerged . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 23 miles Street car tracks submerged . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 13 “ Streets and alleys submerged . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 45 “ 25­Foot Stage. At a stage of 25 feet, 115 acres are overHowed, involving a mileage as follows: railroad tracks, 1.15; street car tracks, 0.55; streets and alleys, 1.5. 68 FI NAL INVESTIGATION S. 22­Foot Stage. A stage of 22 feet has always been considered as the danger point, ‘ or stage at which damage Hrst occurs. It is found, however, that at this stage, on the right bank of the Allegheny, or North Side* of the city, about 10 acres of land are cov- ered, one railroad station involved, that of the Baltimore & Ohio Railroad, and nearly one mile of main, track, not including sidings, together with other interests. Stages below 22 Feet. At stages below 22 feet, numerous cellars and basements of many ofHce buildings and stores are affected by seepage or by backwater through sewers, and pumping is frequently resorted to. The platform and tracks at the Balti- more &: Ohio station on the North Side are covered at a stage of 20 feet. To show the condition prevailing over a considerable part of the industrial district, relative to damage or inconvenience resulting from various stages, the following table has been compiled from elevations obtained at 53 of the larger industrial plants along the Allegheny, Monongahela and Ohio Rivers, within the area affected by Hoods in the City of Pittsburgh. At the lower stages the plants are Hrst affected by water entering wheel or boiler pits, by seepage or otherwise. ‘ TABLE No. 29. NUMBER OF INDUSTRIAL PLANTS AFFECTED AT VARIOUS STAGES. PARTIALLY AFFECTED* SHUT DowN1" Stages By intervals Total By intervals Total 16.5 to 18 2 2 1 1 18 “ 20 1 3 0 1 20 “ 22 7 10 1 5 2 22 “ 24 8 18 1 ‚ 3 24 “ 26 10 28 6 › 9 26 “ 28 14 42 7 16 28 “ 30 2 44 8 24 30 “ 32 2 46 6 30 32 “ 34 6 52 4 34 cr II ‚ 34 35-5 _ I 53 "Ьошезг stage at which plants are affected, 16.5 feet. ‘tLowest stage at which plants are shut down, 17.0 Тест, The Hood stages are based on the zero of the Market Street gage, which has an' elevation of 696.8 feet above mean tide. About 19 per cent of the 53 plants investigated are affected between the stages of 16.5 feet and 22 feet, while between 16.5 feet and 30 feet, 83 per cent are affected and 45 per cent shut down. The following table shows the duration of the three Hoods above certain stages. TABLE No. 30. DURATION OF FLOODS. MARCH 15, 1907 FEB. 16, 19_o8 MARCH 20, 1908 Stage Time Stage Time Stage Time (Feet) (Hours) (Feet) (Hours) (Feet) (Hours) 22 65 22 52 22 33 26 49 26 32 26 18 30 33 30 I0 27-3 4 35 4 307 3 35-5 1 _ Profile of 1907 Flood. At the time Ithe city surveys of the Flood' Commission were made, in the summer of 1909, the Hood lines of the March 15, 1907, Hood were carefully run along both sides of the river, 328 high-water marks being used for this purpose. Of these marks, 239 were located by the Flood Commission, 44 were obtained from the U. S. Engineer, 25 from the Pittsburgh & Lake Erie Railroad and 20 from various other sources. *Originally City of Allegheny. Annexed to Pittsburgh, December, 1907. .nent Fboon or MARCH I5, 1907. One of the large manufacturing plants. am _ \ FLooD 01-" MARCH 15, 1907. Plant of the Allegheny County Light Со. FLooD DAMAGE. 69 From these marks was constructed a proñle of the Hood lines along each bank, which brought out the fact that the elevation of the Hood crests at various points along the th-nee rivers is frequently 'different on opposite banks. This difference is caused by bends and obs­tructions in the channels, and, near the Point, by the varying effect of the Allegheny and Monongahela Riv-ers upon each other at their junction. At the crest of the Hood of March 15, 1907, this difference of elevation of Hood lines was very marked, and the principal peculiarities may be noted from the accompanying proñle. PLATE I4 Profile of Hood, March 15, 1907, showing difference in elevation on opposite banks. _ The proñles of the 1907 Hood shown _elsewhere in this report are based on the average of the Hood line elevations on opposite banks. The total fall of this average Hood line between Dam No. 2, Allegheny, and the Point, adistance of 6.96 miles, is 5. 5 feet, or 0.79 foot per mile; between the Glenwood highway bridge, on the Monongahela, and the Point, a distance of 5.97 miles, is 4.9 feet, or 0.82 foot per mile; between the Point and Davis Island dam, a distance of 4.68 miles, is 7.3 feet, or 1.56 feet per mile; a total fall of 12.8 feet in the 11.64 miles between Dam No. 2., Allegheny, and the Davis Island dam. Details and Character of Flood Damage at Pittsburgh. From the accounts which follow, some Едва may be formed of the dangers, losses and serious inconvenience experienced in the Hood district. The entire city was in imminent danger of being with-out water supply during the Hood of 1907. rIlhe elevation of the Hood crest at Brilliant pumping stati-on was 42.1; the door sills of the boiler rooms are at 41.3. In two of the buildings in which the fires were at or below the Hood level, the water was kept out by bulkheads at the doors. In one other building, having inclined grates under the boilers, the water was just at the bottom of '/'O FINAL INVESTIGATION S. the grates; and in another building, having similar Hres, the water was up 6 inches upon inclined grates, showing that the fire was burning in about two­thirds of the grates. It is commonly believed that tl1e continuance of tl1e Hood a few hours longer, or a rise of even б inches, might have overcome the simple temporary barriers that were raised at the doors and tl1us have shut down the pumping station supplying the whole of the old City of Pittsburgh. A private water company, furnishing water to a considerable area of the south side of t'he city, was totally incapacitated during the Hood of 1907, and for over a week the plant was out of use. Many connections with the Hre alarm and police control boxes were broken, and the oost to ithe Bureau of Electricity for removal of wires and replacing of same amounted to nearly $50,000 for the three Hoods. Property destroyed by Hre at the time of tl1e 1907 Hood, due to inaccessibility of buildings or reduced head in water mains, amounted to about $175,000. About 600 poor families received assistance from the Department of Charities on account ofthe effects of the 1907 Hood, and nearly as many were aided at the time of the two succeeding Hoods of 1908. A considerable expenditure for disinfeotion and general sanitary work was necessary after these Hoods. Of approximately 105 ofñce buildings in Pittsburgh, about 35 were affected by the Hood of 1907 and 15 by the Hood of February, 1908. In some of these buildings. dur- ing the 1907 Hood, the elevators had to discontinue service, in a few cases for a period of one week, and it is estimated that at least 50,000 people were put to inconvenience thereby. Of the 205 acres of low-level land forming the Point district and occupied by the chief business interests of tl1e city, 107 acres or 52 per cent were overHowed during the 1907 Hood. A 40-foot Hood would inundate 139 acres or 68 per cent of this district. The approaches of seven of the principal city bridges were surrounded by water at the «time of the 1907 Hood. All vehicle travel was cult off between Allegheny and Pittsburgh. Duquesne Way, which is,located along the left bank of the Allegheny River, in the heart of the business section of the city, was covered for a distance of about seven blocks to а depth of fron1 6 to 9 feet; and River Avenue, paralleling the opposite bank, was covered for a distance of about nine blocks to a depth of from 9 to 14 feet. Street car service stops where the depth of water is 6 inches or over. Passengers were hauled by the P., F. W. & С. Ry. The cutting-off of communication on some of the lines of transportation is a matter which affects not only the Hood district, but the whole city, and in fact its inHuence extends outside the county lines. It has frequently been necessary, at time of high stages, for many manufacturing plants to close down, and the following, quoted from a report of the American Iron & Steel Association, is noteworthy. “Damage to the iron and steel industry unprecedented. At beginning of March, 1907 Hood, there were 44 blast furnaces in Allegheny County in blast, and of these, 38 had to be banked for an average of two days. Work at most of the 65 ог '70 rolling mills and steel works was suspended.” Twelve of the above furnaces, located within the city limits of Pittsburgh, were closed down. Many open-hearth furnaces were badly damaged, and some of them practically ruined. One of the grealt interruptions to business is the necessity of moving materials to higher levels, and with this, the expense of handling. In many cases it is impossible to move the material, even if there is time for so doing, and a partial or total loss results. In this connection 1‘: should be mentioned that the Weather Bureau renders valuable serv- ice in giving notice of the approach of Hoods and an estimate as to the probable height. FLOOD OF MARCH 15, 1907. Pittsburgh & Lake Erie Railroad Station. FLOOD OF ÀIARCH 15. 1907. Railroad yard, looking east from south end of Smithñeld Street bridge, 1=LooD DAMAGE. 71 This service frequently prevents losses and sometimes the necessity of moving materials. The Hood menace is so discouraging to the occupants of many localities, that cellars are often not used, except for storage of articles of small value, or putting away of refuse. Hundreds of cellars, as well as other parts of the buildings, have consequently been found in bad sanitary condition. A large reinforced-concrete storage house, re- cently constructed in the Hooded district, under present conditions makes no use of its basement Hoor, except for unloading from cars to elevators. It is stated that, if the pos- sibility of this ground Hoor being Hooded were removed, the owners would use the greater part of this valuable space for storage purposes and thus increase the value of this build- ing 20 per cent or more. ° The interference with certain low-lying railroad properties has been referred to else- where in this chapter, and it may be said, for a considerable part of these developments, that any material change in the way of elevating the tracks is practically impossible. Flood Damage along Rivers above Pittsburgh. No estimate has been obtained regarding the Hood losses of communities situated along the rivers above Pittsburgh, thlough it is known that many are seriously affected, the property loss being frequently very considerable. Railroad wash-outs and destruc- tion t«o works along these lines are of frequent occurrence. Buildings and river craft are often torn loose by the swift current and swept away, frequently with disastrous re- sults to moored boats, bridges and piers. Flood Damage along the Ohio River'. The following is taken from a letter received from the Board of Trade of Wheel- ing, W. Va. This city is located 90 miles below Pittsburgh, and this report serves to show the damage which occurs at other places of this size similarly situated. “The most disastrous Hood in recent years was that of 1907, and I should say that the Wheeling district sustained losses, at a conservative Hgure, of upwards of $1,000,000. The sum includes the stoppage of a payroll which is estimated at our mills and factories here at $100,000 a day, the paralysis of railroad and street car traffic, and the general suspension of business, and damage inHicted on 2,000 or more houses in the Hood sections, amounting to from $20 to $100 each. “Lesser Hoods inHicted damages proportionally and they have proven very costly to manufac- turers, railroads and property owners generally.” Concerning the effects of the Hoods along the Chio River, the following is given from the report of the Inland Waterways Commission, issued in 1910. “An estimate of the damage caused by the January and March Hoods of 1907, compiled from local reports along the valley, amounted to more than $100,000,000. This estimate included destruc- tion of real and personal property and interruption of trade, but did not include depreciation. This is.the most serious of all Hood losses.” CHAPTER V. METHODS OF FLOOD RELIEF. lntrodulction-Flood Protection--Flood.Prevention-Reforestation-Storage Reservoirs-Combination of Protection and Prevention. INTRODUCTION. The appalling amount of and. evident increase in the Hood damages makes the study and solution of the Hood problem an important factor in the prosperity and proper de- velopment of Pittsburgh and of the communities bordering the rivers above and below the city. There are a number of ways in which inundation may be prevented in any low-lying district along a river, and the best selection or combination of one or several of these is generally a matter of considerable study and expert judgment, the best so- lution of the problem varying of necessity with the respective local conditions. The methods of dealing with the problem may be divided into two general classes, Flood Protection and Flood Prevention. FLOOD PROTECTION. Flood Protection would deal with the Hoods directly at the points of overHow and damage, and would attempt, not to reduce the Hood discharge, but to prevent overflow. In other words, the Hoods would still occur, but would do no damage by overHow, be- cause they would be confined to the river channels by suitable works. The protective measures might consist of the elevation of territory subjeot to in- undation or of the construction of walls, or of both. These means of protection might be supplemented by straightening, widening and dredging of the river channels, and by the removal of obstructions, all of which would te11d to Ícause Hoods to discharge at lower ` stages. If the topographical conditions were not so unfavorable, it might have been possible at Pittsburgh to further reduce Hood levels by means of one or more diversion channels to relieve the rivers of part of their Hood How. Obviously, if one or several of the above protective measures were employed at Pittsburgh, the benefits of Hood relief would be local only, and the Hoods above might be made worse by backwater caused by walls restricting the channel. The communi- ties along the rivers above and below Pittsburgh, should they desire similar relief, would have to work out their own salvation through similar local methods of Hood pro- tection. Moreover, as -there would be no considerable lowering of the Hood levels, the trouble experienced by the navigation interests, owing to high velocities in the rivers, to insufficient clearances under the bridges and to wide Huotuations in water levels during Hoods, would continue. It is also true that Hood relief would be the only benefit to be obtained by this meth- od, f'0r there would be no increase in the low­water How of the rivers and their tribu- taries, and hence no benefits to navigation and no improvement in the quality of Water for domestic and industrial supply. FLOOD PREVENTION. Flood Prevention would deal with the Hoods at their sources, and by holding back the damaging part of the Hood water, would lower the crests of the Hoods to below the danger line. In other words, it would prevent the occurrence of Hoods and partly or wholly remove the necessity of works for Flood Proteotion. METHODS OF FLOOD RELIEF. REF ORESTATION . Flood Prevention can, to some extent, be effected by retarding the run­off by re- forestation, and it is generally believed that a certain amount of improvement in low- water How can also be obtained by this means. It is probable also that increase in the fre- quency and height of Hoods could be prevented and a better maintenance of the low-water How obtained through preservation of the forest areas that even now exist. For these reasons the attitude of the Flood Commission with regard to this means of Flood Pre- vention is to recommend and support such National and State legislation as will tend to preserve and increase the present forest cover. Reforestation, however, is a slow process, and the partial Hood prevention that can be obtained by this means would not give immediate relief. А more prompt and com- plete solution of the Hood problem is necessary. STORAGE RESERVOIRS. The damaging flood waters can be entirely held back by means of storage reservoirs on the various tributaries above Pittsburgh. The Flood Commission has made exten- sive surveys and studies which determine the location, the cost and the effect upon Hoods of such reservoirs. The use of storage reservoirs for Hood prevention is not an experiment. This method has been successfully employed and its effectiveness actually demonstrated in European countries to an extent that has led to the adoption of numerous additional reservoir pro- jects now planned or under construction for this purpose, as is fully described in an- other part of this report. Nor is this means of Hood relief for Pittsburgh a new idea. During the past sixty years the prevention of Hoods at Pittsburgh and along the Ohio Valley by means of stor- age reservoirs has been written upon and discussed by a number of eminent engineers, and the nearly unanimous opinion has been that Hoods could be prevented by this ­means. These engineers, however, have, with a few notable exceptions, expressed .the opinion that the probable enormous cost of the necessary reservoirs would not be warranted by the benefits to be derived from the system. Detailed estimates based upon actual surveys of reservoir sites, on the one hand, and complete information as to the extent of the Hood damage, on the other, were unfortunately not available to guide these engineers in their opinions. In the light of such complete data as the Flood Commission has obtained, how- ever, it is possible to state positively that Pittsburgh Hoods can be completely controlled by storage reservoirs, and that the cost would be only about Ihalf the probable Hood damage at Pittsburgh alone in the next twenty years, and only half the certain increase in the value of the Pittsburgh property that would be relieved from the Hood menace. Prevention is obviously the rational and comprehensive treatment of the Hood prob- lem, going as it does to the source of the trouble and extending its benefits throughout the entire river valleys, not only in the form of Hood relief, but by the improvement of the low-Water How, due to the release of the impounded Hood waters during the dry sea- son. The ideal river is one having uniform discharge the year round, and any ap- proach to that condition very largely adds to its usefulness. At the outset, when the Commission entered upon its investigations with the prob- lem in view of relieving Pittsburgh from Hoods, it was generally thought that the Work to be done was local in character and the benefits to be derived were conñned to Hood relief only. As the surveys and studies progressed, and the magnitude and far-reach- ing character of the beneñts of Hood relief became evident, it was realized that not only Pittsburgh, but the entire valleys of the Allegheny, Mononga'hela and Ohio Rivers could 74 COMBINATION OF PROTECTION AND PREVENTION. be beneHted by the construction of storage reservoirs. In short, it was determined that Hood relief must be looked upon, not as a local, but as a State and National problem. It is signiHcant to note, in this connection, Ithe statements of the Inland Vl/aterways Commission, in the “Findings” of its Preliminary Report, issued in 1908. ' “Improvements of navigation in inland waterways in the main affect favorably the purity of the waters and the regularity of the supply, and these objects should be carefully kept in mind. The increasing pollution of streams by soil wash and other waste substances connected with a grow- ing population reduces the value of the water for manufacturing purposes. and renders the water sup- ply for communities injurious to and often destructive of human life. The prevention of these evils should be considered in any scheme of inland waterway improvement. "Engineering works designed to improve navigation affect favorably the regimen of the streams, including Hoods and low waters. The annual Hoods of the United States occasion loss of property reaching many millions of dollars with considerable loss of life, while the low water of late summer involves large loss in diminished water supply, in reduced power, and in the fouling of streams with consequent disease and death. It has been claimed that in speciHc cases the cost of works re- îquired both to control Hoods and meet the needs of commerce would be less than the amount of this oss. “The effect of wide variations in the level of navigable streams is to render difHcult the establish- ment of necessary terminals for the handling of traffic, and thus to interfere seriously with the utilization of our inland waterways. The prevention or mitigation of such variations would be most helpful to the revival of river trafHc, and means to this end should be adopted in plans for water- way improvement. “The control of waterways on which successful navigation depends is so intimately connected with the prevention of Hoods and low waters, and works designed for these purposes; with the pro- tection and reclamation of overHow lands, and works designed therefor; with the safeguarding of banks and maintenance of channels, and works employed therein; with the puriHcation and clarifica- tion of water supply, and works designed therefor in conjunction with interstate commerce; with control and utilization of power developed in connection with works for the improvement of naviga- tion: * Ä" * * * * that local and special questions concerning the control of waterways should be treated as a general question of national extent, while local or special projects should be considered as parts of a comprehensive policy of waterway control in the interests of all the people. “The beneHts of a comprehensive system of waterway improvement will extend to all the people in the several sections and States of the country; and the means employed should be devised so far as possible to distribute the cost equitably through cooperation between Federal agencies, States, municipalities, communities, corporations and individuals.” In making its recommendations in the same report, the Commission states: “We recommend that hereafter plans for the improvement of navigation in inland waterways, or for any use of these waterways in connection with interstate commerce, shall take account of the puriHcation of the waters, the development of power, the control of Hoods, the reclamation of lands by irrilgation and drainage, and all other uses of the waters or beneHts to be derived from their contro . “We recommend that hereafter both local and general benefits to the people shall be fully con- sidered in any such plans for the improvement of navigation in inland waterways, or for any use of these waterways in connection with interstate commerce; and that wherever practicable Federal agen- cies shall cooperate with States, municipalities, communities, corporations, and individuals with a view to an equitable distribution of costs and beneHts.” COMBINATION OF PROTECTION AND PREVENTION. The studies of the Flood Commission along the two lines described above have led to the conclusion that the best solution of the Pittsburgh Flood Problem lies in a com- bination of Flood Protection and Flood Prevention. It has been determined that enough storage can be created on the two drainage basins above Pittsburgh to reduce all Hoods below the danger line. But it 'has further been determined that the stage of the highest Hood can be reduced by a somewhat less storage to a certain point, and the balance of the rise taken care of by a wall along a few low-lying portions of the river bank. The cost of this modiHed protection work is comparatively so small that it is far cheaper to carry it out than ‚10 »construct enough storage to lower the maximum Hoods to a point where there would be no overHow at Pittsburgh. Extended storage, in excess of that required in a scheme combining Protection and Prevention, would be of great additional value to navigation, water power, water supply, sanitation, etc., and later studies may show that a considerable portion or Iall of the storage possibilities obtained by the surveys and investigations of the Commission can be con- structed to advantage. The Flood Commission, however, has conHned its work to deter- METHODS or ELooD RELIEF. . 75 mining what is the least practical amount of construction necessary to furnish protection against Hoods, leaving the matter of working ouit the practical limits of the collateral advantages that may be obtained by enlarging the basic plans to those who will make the final plans. In the following chapters, which take up in detail the problems of Flood Protection and Flood Prevention, these subjeots are treated in the reverse order, for the amount of possible reduction by storage, and the portion of that storage which would be most economical and effective, must be determined before the modified form of Protection can be selected and estimates made of its cost. These chapters are, in a sense, the kernel of the Report of the Commission, and special effort has been made to show clearly and in detail the methods and results of the investigations along the lines of Flood Protection and Prevention. It is earnestly hoped that they will receive the most careful consideration and study. CHAPTER YI. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. Reservoir Sites -— Features of Design ­- Estimates - Descriptions of Streams upon which Storage has been Considered - Important Feat- ures of Projects — Property Involved - Cost of Projects —— Descrip- tions of Streams upon which Storage has not been Considered - Maintenance and Operation. RESERVOIR SITES. A large number of streams upon which storage seemed feasible was selected, either from a knowledge of the topography of their valleys, or by a study of the topographical sheets of the United States Geological Survey and of such other maps as were avail- able. Practically all tributaries having a drainage area of ñfty square miles or over were given consideration, as well as a number of smaller streams having particularly favorable location and topography. A careful examination of all promising streams was then made on the ground by the Engineer in Charge, and sites were selected and surveys made of those which warranted detailed study. This examination disclosed the fact that, in addition to the sites selected as being the most promising, there are other sites available on certain tributaries. In general, the surveys were extended far enough to ascertain the maximum storage possibilities up to economical limits, which were de- termined in each case by the point beyond which overHow would cause excessive damage. As there is obviously considerable territory where reservoir regulation is not feasible, the effort from the start was to secure storage sufficient to control the entire Hood volume of the streams selected. Flood Prevention is primarily the object of this part of the investigations and has in every case been given the first consideration ; but on certain important streams, particular- ly on the Monongahela Basin, the conditions were so favorable for economic storage on a large scale, that reservoir capacity was found feasible to an amount which later studies proved to be considerably in excess of that necessary for Hood control. If all the pro- posed projects were constructed to maximum capacity, a storage in excess of that re- quired for Hood control purposes would be obtained, amounting to 4,357,000,000 cubic feet on the Allegheny, and 17,937,500,000 cubic feet on the Monongahela, or a total of 22,294,500,000 cubic feet. This excess capacity, if constructed, could be used for navi- gation purposes and for power development, in addition to that part of the Hood con- trol capacity which, with proper manipulation of the reservoir system, could safely be used for these purposes. The reservoir sites and capacities used at this time for the studies and estimates of the Commission are, of course, provisional and based on present conditions. Addi- tional stream-How data and Hnal surveys and estimates preceding actual construction would doubtless, in some cases, bring about changes in the number, location a.nd ca- pacities of reservoir projects. Moreover, the other purposes for which the storage res- ervoirs would be used, would, in the final working-out of a reservoir system to serve jointly the needs of Hood control, navigation, water supply and water power, necessi- tate changes in detail which it is not possible or essential to enter into at this time. In certain cases, furthermore, changes in location may be brought about by fu- STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. ture economic developments in the valleys considered. The examinations and surveys of the Commission, recently completed, have, in fact, shown many otherwise suitable res- ervoir sites now unavailable because of railroad and other developments, which, a few years ago, would have been selected as favorable sites for reservoir projects. In the same way, if detailed location surveys for reservoir projects should later be made, cer- tain projects here studied and suggested may then be found unfeasible because of ex- cessive damages due to later developments in "Шейг valleys, and changes in these pro­ visional locations would have to be made accordingly. . Of the forty­four reservoir projects upon which estimates of cost, capacity and effectiveness have been made, thirty-two were actually surveyed by the Flood Com- mission; the necessary estimate data for eleven others were obtained from the topo- graphical sheets of the *United States Geological Survey, supplemented by Held in- vestigations as to geological formation, forest cover, land and building values, etc.; and one (North Branch Red Bank. Creek) was estimated by examination on the ground and comparison with other projects having similar characteristics. In the case of seven of the sites investigated, the projects are at or near locations previously se- lected by Mr. M. О. Leighton, in his studies made in 1907. FEATURES OF DESIGN FOR ESTIMATE PURPOSES. The surveys provided data sufficiently accurate for reliable preliminary estimates. In all cases special attention was given to the surface conformation of the ,valley at site of dam and such information secured relative to character of soil, depth to rock, etc., as could be determined by examination of the surface and of well borings, and by inter- viewing residents of the locality. . For convenience and expeditious treatment an average cross­section of dam was designed, similar to the spillway of the New Croton Dam and this was applied to each site, as conditions demanded. The dam section is shown on Plate 15. All the dams are entirely of masonry, with the exception of Sugar and Cussewago, which are low earthen dams, with masonry waste weirs. A typical cross­section of these earthen dams is also shown on Plate I5. A sufficient number and area of gates has been estimated to permit emptying the reservoirs at the same rate as they would fill, with a rate of run-off equal to two inches of precipitation per 24 hours over the entire drainage area. This was considered advisable in order to properly control the arrival of tributary Hoods at Pittsburgh. ESTIMATES. _ For the work of the main dam and appurtenances it was considered unnecessary to use a separate set of unit prices for each individual project. The best possible in- formation as to suitable unit prices was obtained from well-known engineers and con- tractors, and, after careful consideration, together with an analysis of the various condi- tions obtaining as to local advantages for certain materials, transportation facilities, etc., a list of unit prices generally applicable to all projects was adopted. The other items entering into the cost, such as land values, timber, coal, etc., were estimated for each individual project, upon informationobtained on the ground and from those familiar with conditions. At many of the sites selected, as will be noted from the detailed descriptions of the respective projects, the valleys are nar- row, with steep, rugged sides, unsuitable for cultivation; while what little bottom land obtains at scattered points is lowered in value by its isolation. Buildings were inspect- ed and valued by the chiefs of parties at the time of survey. Costs of road, railroad and PLATE 15 Ftooo coMM|ss|oN, PITTSBURGH, PENNA. „ ‚ М‘ ' У /г Bro/ten Stone . " 0 т —."‘ ,` Concrete cut­o/Ywa//5 ‚. ‚ — f ‚ ,‚— _g//ls///_;‘///- -.... nv, Typical Gross-Section о?‘ EARTHEN DAM lk I ~¥ In ч 2 я: Norma/ High Wat',e;­....-­­i Ё П; __ ~É ё È г: ё ё :5‚_. Masonry Ё ` D А ё ' ".f.'.'.'­.'.: Q 5 *E ‚ ‘Y1 C Il ì ` u ` I з _Ó А я щзтопсгеге Apron A /8" Concrete Pavinyfi 'Rap ‹- ­­ ` " """— .:/¢i_.é¿f/t """"" " -' "­'- f 4%? //‚ ­-7§/ ч"? /4 ff' _ ’ / з” :=/ . ;­“’” /-­‘.~’/ «_ " '-4~ г ¢­-~^~ «_ ___ 7 Typical Cross ­­ Section о? ° MASON RV DA M STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. bridge relocations were based upon the surveys, which were sufficiently complete to per- mit a 'reasonably accurate preliminary estimate. The value of the dwellings in numerous cases does not exceed $500, and many of them are of considerably less value. @ther buildings, such as stores, schools and churches, are frequently of comparatively small value, which is also the case with those noted as mills, the greater number of which are saw or grist mills of small importance. There are, however, a number of exceptions, and in such cases costs of considerable anount have been allowed. Railroads involved range from narrow-gage lumber tramways to standard­gage single­track lines. The important sub­divisions of cost of the respective reservoir projects are given in Table No. 33. The following pages contain descriptions of streams upon which storage has been considered, and give the important features and estimates of cost of the reservoir pro- jects. For convenient use in diagrams and tables, each project has been assigned a number. In addition, when there is more than one project on a stream, the reser- voirs are numbered from the mouth upstreamward, as Clarion No. 1, Clarion No. 2, etc. The distances along streams are by the channel, and all elevations refer to mean sea level at Sandy Hook. The areas under forest cover were determined from the forestry map prepared for the Flood Commission by the United States Forest Service. Some of the percentages appear high, as the term “wooded” includes all burned-over land and all land in scrub growth, and because numerous small patches of cleared land surrounded by woods could not be shown on a map of such a small scale. The following features with regard to the reservoir projects are interesting to note: Total cost of land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,429,3оо Total acres of land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 50,678 Average cost per acre . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $28 Highest How line elevation Youghiogheny No. 5 2,370 feet Lowest flow line elevation Crooked . . . . . . . . . .. 855 “ Highest dam Mahoning Но. 2.... 143 “ Lowest dam Casselman No. 1... 29 “ *Cussewago . . . . . . . . . . . 19 “ Longest crest Allegheny No. 2.... 1,670 “ Shortest crest Youghiogheny No. 5 410 “ *Cussewago . . . . . . . . . . . 2,840 “ Longest reservoir \/Vest Fork . . . . . . .. 28.9 miles Shortest reservoir Cœasselman No. 1. 1.1 “ Greatest surface area West Fork . . . . . . . .. 3,455 acres Smallest surface area Casselman No. 1.... 77 “ Greatest average depth Cheat No. 1 . . . . . . . .. 60.5 feet Least average depth Cussewago . . . . . . . . .. 8.0 “ Greatest capacity Cheat No. 2 . . . . . . .. 7,294,100,000 cu. ft Smallest capacity Casselman No. 1.... 66,300,000 “ “ Greatest cost per mill. cu. ft. capacity East Sandy No. 2... $2,611 Lowest cost per mill. cu. ft. capacity Buckhannon $ 112 *Notez Cussevvago is an earthen dam. For convenient reference the main features of the projects are grouped in Tables Nos. 31 and 32. ALLEGHENY BASIN. ALLEGHEN Y RIVER. The Allegheny River having been generally described in Chapter П, reference to it at this point will be confined mostly to leservoir possibilities. 80 ALLEGHENY RIVER. The topographical formation along the river, at a number of places, is exceedingly favorable for dams of great height and reservoirs of very large capacity. Further- more, while the valley'here and there widens advantageously for volume, the area of land overflowed would be comparatively small, as the hills rise steeply, for the most part, from narrow, poorly cultivated bottom land. The land is not of high value, and settlements are small and widely separated; so that, considering these features, there would be no great difficulty in building several reservoirs on the main stream in the up- per half of that portion which lies between Pittsburgh and the mouth of French Creek. The chief difficulty, however, is with the railroad development along the entire length of the main stream, which would make large structures costly and, along most of the river, impossible. A few miles below the mouth of French Creek, two or more dams of mod- erate height might be built without interfering with convenient operation of the Buffalo & Allegheny Valley Railroad, a division of the Pennsylvania, which is located on the left bank close to the stream, at an average elevation above water of nearly 30 feet. The railroad, however, would have to be raised slightly to allow any considerable pondage. Above Oil City, which is 8 miles upstream from French Creek, the valley was ех- amined and three sites offering opportunities for treatment were selected. A single- track branch of the Buffalo & Allegheny Valley Railroad follows along the right bank about 20 feet above water, and this would have to be relocated at a higher elevation for much of the stretch from a point a short distance above Oil City to near Irvineton, which is at the mouth of Brokenstraw Creek, 50 miles above Oil City and 8 miles be- low the city of Warren. Rafting or floating of boat bottoms and barges, from points in the locality, constitutes the river business, which is rapidly decreasing and, according to those engaged in the lumber business, is now of comparatively small value. The river in this region has an average width of about 700 feet, with banks rang- ing from Io to 20 feet above water. The bed of the valley is in or under the Pocono sandstone nearly to Tidioute, and continuing upstream, the formation is the Cats- kill shale and sandstone. The valley, to a short distance below Irvineton, is for the most part narrow, but here and there broadens out, with cultivated flats, while back of these and along the narrow places, the hills, covered with second­growth timber and brush, have a steep rise to about 600 feet above river. RESERVOIR No. I. (18.)* This project, as proposed, would have its location 138.6 miles above the mouth of the Allegheny, at Pittsburgh, 4.4 miles above Oil City and 175.4 miles below the source of the river, in Potter County, Pennsylvania. Geological inspection of the dam site in- dicates that rock footings can be reached practically at ground surface. A very high rock cliff on the left bank stands out prominently above the proposed site. There are no large settlements involved, but at the dam the single-track railroad would have to be elevated about 30 feet to the hill slope, and continued upstream, with a very slight grade, to above the flow line of Dam No. 2. The flow line is kept down low enough to avoid interference, by fluctuations of level, with the town of Tionesta, having a population of about 800, which is on the left bank, near the head of the pro- ject and immediately above the mouth of Tionesta Creek. This project backs against Dam No. 2, with a depth of about 9 feet ove; low water of open stream. *Refers to numbers assigned to respective projects, AL1.1­:o11ENv RIVER, PA., FEBRUARY. 1911. View up Stream, showing crest of proposed Dam N0. I. .1-\1.1.1=.oHE.\1Y RIVER, PA., F1~:BR1.'AR\', 1911. View clown stream, from a point near site of proposed Dam N0. I. PLATE 16 F LOOD COM MISSION PITTSBURGH, pt-;NN’A. PROPOSED ALLEGHENY RIVER RESERVO\R Noi. PwoJEc1­ Nola VENANGO AND FOREST COUNTlES,PENN’A. ‘ ". scalo in г. . ` ’ щ‘- ъ looo О ‘ООО zooo 5000 ‘Ow 5000 ‚„ С) ‘I È ~\ \.l:oPo|. : ’ __‚ к ‚ ‚Т . I ‘ \ ' _ l Capac/'lj ?8'/6 Ali///'an Cz/ú/C Где! Area ?3 73 4 ches _ Ávsrge мы’; / ?06` ‘ее! Sec Но” ŕhroua/1­Dam. ~ De/:fh ТЫ ~ _ . TIONESTA. .è î Ä ё Ё ё Q ч Q Íli 1 ' . 1`, ` - H V' ‘V Í Y Y ^ " —1‚ ’ _ _-‚ A д’ -msc __ __ _ ‚ ~ ‚ _‘ Y ‘ Y .‚ ’ ' .._' ‚ ’ ’ "_ ‹ - " ` . ’ A Y ¿ri A Á _ _ rif.. Y ` 'O ’ ‚‚ - ” I ‹ ‹ it imi* _rn È mw А ~щ" Y _ ' ` ‚ ...___ Y ‚_ ‘Y ŕŕ`ŕ _„Y „‘jŕ_v__ __ _,990 -in _‚ ‚‚____‚‚_‚$„__ ’ : . ‘. Y E : .° 1:," f»_.°; д. ‘.0 : ¢ . о \ с Tbpogrsphy by Flood comm"s.s/an Confra/ from Penney/vsniaRR (8.&A`lD/'¥) Su/'veyed Бар! ‘9/0 5 . urveyed Sep( I9/0 4 Y un шва una камином‘: О...’ а‘. ‘.. .OJO ‚О‘... STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASIN S. 81 Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,272 sq.mi, Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2‚87б,3о0,00о cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 63 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 810 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . 1,056 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._.. 16.3 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,206 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . .. 27.5 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,379 acres Property Im/olved. Land below How line, 1,066 acres; marginal strip, 185 acres; total„ 1,25-1, acres (55% wooded). Oleopolis: dwellings, 8; barns, 2. Henry’s Bend: dwellings, 18; barns, 3. Eagle Rock: dwell- ings, 5; barns, 1; stores, 1. In other parts ой the valley are the following, which have been in- cluded in the estimate: dwellings, 24; barns, 3; stores, 1; hotels, 1; cemeteries, 1; ordinary high- way, 13 miles; railroad, 16 miles of main line. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 19,900 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .` . . . . . . . .- . . . . . . . . . . . . . . . 325,300 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 12,000 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45,500 $ 4о2,7оо Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 52,100 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . 46,000 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .` . . . . . . . . . . . . . . . . . . . . . 560,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1‚о6о,8о0 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,219,900 `Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 425 RESERVOIR No. 2. (19). The dam would have its location about one mile above Tionesta and 154.9 miles from Pittsburgh. Practically all of four small villages would come under flow line, namely: West Hickory,I on right bank, population 250; East. Hickory, on left bank, population 180; Middletown, 1 mile up Hickory Creek, population 80; Endeavor, 1.5 miles up Hickory Creek, population 100. Tidioute, population 1300, on the right bank and near the upper end of project, would not be interfered with, as the flow line along that part of the river would be well within the banks, with the exception of a small area at the mouth of a tributary. Fortunately the topography is suitable, just back of the villages, to receive the present developments and allow for enlargements. A lumber railroad, the Hickory Valley Rail- road, would have to be moved higher up on the hill for a distance of nearly two miles, between the West Hickory bridge and the vicinity of Endeavor. The most serious dam- age is to two of the sawmills at the latter place, the combined capacity of which .is about 140,000 feet B. M. per day. A tannery of moderate size, located at West Hickory, ‘ would have to be rebuilt on the higher ground. An oil field crosses this project and about 40 old wells, producing an average of probably not more than one barrel each per day, would come under flow line. The head of -the project touches No. 3 with a depth of water at the lower face of that dani of about 9 feet over present normal stream surface. 82 ALLEGHENY R1vF.R. Important F eatnres. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 3,652 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,877,900,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 66 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,670 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,113 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15.9 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 1,701 feet ‘ Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 34.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,257 acres Property Involved. Land below How line, 1,737 acres; marginal strip, 194 acres; total, 1,931 acres (27% wooded). West Hickory: dwellings, 38; schools, 1; churches, 1; stores, 7; hotels, 2; tanneries, 1; com- bination railroad and highway bridge. East Hickory: dwellings, 34; stores, 3; grist mills, 1. Mid- dletown: dwellings, 19 ; barns, 1; schools, 1; stores, 1_ Endeavor: dwellings, 21; barns, 2; schools, 1; churches, 1 ; saw mills, 2. In other parts of the valley are the following, which have been in- cluded in the estimate: dwellings, 33; barns, 7; schools, 2; express ofñce, 1; Forest County Home; oil wells, 40; ordinary highway, 12.3 miles; macadam highway, 2.9 miles; railroad, 11.3 miles of main line. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 32,300 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 704,700 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21,400 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48,500 ---­­ $ 806,900 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 118,300 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 952,800 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 600,000 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 180,300 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $2,658‚30о Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,057,000 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 626 REsF.Rvo1R N0. 3. (20.) This project, as proposed, would have its dam two miles above Tidioute and 170.8 miles above Pittsburgh. Estimates are made for rock foundation at dam. The How line at the head of the reservoir would reach about two miles above the mouth of Brokenstraw Creek, and a considerable area of bottom land below the creek mouth would be Hooded. The railroad along the upper fourth of the project would not have to be disturbed and the buildings which are scattered along the stream are mostly small dwellings located on limited areas of farmed bottom land. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,488 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,663,600,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 54 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,415 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,158 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14.7 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .., . . 1,384 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 25.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,461 acres ALLEGHENY RIVER, PA., FEBRUARY, 1911. View down stream, showing crest of proposed Dam No. 3. PLATE 17 Capaciŕy 4878 Million Cub/c Fee# Area 325 7 A cres Average”/'dm J70/ ‚ее! ’ Depŕh 345 " Run i у | ' о‘! \.. ` ч. нюкот р’ ‚ FLOOD COMMISSION S r=|T­rsBuRGH,PENN’A, В F/au ll/7€ E/EV- ///3 ff Í 11:31‘ '" T PROPOSED юво ALLEGHENY RIVER RESERVOIR ыо-г ,°6o__T ‚ PROJECT N°19 1 то -‘ Fonesr AND WARREN COUNTIES, PENN’A. l Secr/on ŕhrauç/1 Dam Scala т Foo? L___h___&.__gä r |000 O юоо Щ 5000 40œ 5000 Ё‘ . К ‘а д EAST нюкопу ‘нвзт’ нпсюпу ё :Nozwcm Tmlouvri-: i Ё " Ё „з Ё >, е а Ё . ё È ' Q Ё 5 "°° 1* r ‚ ;.,~. .Í '~,.~«:«~ ­»­"­'­\ " :--: L ­‘ ­' ¿¿ŕ'°° ; noso L ñ A ‹ L —————‹ Y Y 7 l loco E юво «_ _ -- ‚ Y 2- ’ Ё A и ‘ A -f 1| ww В ­ -­ ь- L ­ ma М" —= — ’ ч ’ _â a1 ï i — юго - .Í i . 1 -._2-lmÑ„_.-'.-. .__- _ „т, Topography oy F/ooo' сотт/зз/ол. _ . - Соп/го/ fm/n pe/msy/»«.amaRf?Y (валют) I I °" 2°- . о д Q.' ‚О I O ‘.1 Í . . I. j »surveyed Sept. /.9/0. _ п“ ш" и“ ‚кр-Ц‘: т, ` Н‘ 3 ‘.~'­ , ‚а я‘ Ё gyn". л È. . . г; ` _ ` . 9 П Í . wu . nf Г ` \ i* R. f . Il .'.‘­ 1“ .'~='=:,.’ 9 ‹ -f ^ - .­. \ г’: gl г’ ‘. \,\ ì' .4 т‘ ё‘ . . ~ г‘ I Yâ\.î.`_: há 4 Y ' ' 1' ‚‹;‹ ‚’ -- _ ‘ . 8. . ,uw ` Y Н. U, ­"­,'s: -ipv A I , 18 A ‚Ч И ‹’ I'L "ч ' . J., ‚ Í "ц E __ ___ L! _.__ - ш ‚ *1_ D4 7, „I e I i г‘ *O _ . . Г’: ‘ _ ц 1 ._ _ _A _`.,­ ‚ '‚ `­, ‚ _, г ‚ ‘ _ _ _ ‚ , 3. 4: l- ’ — .‘ \'?Г_\ ‘д "Js;a:"».üiî.­s­1T§¥£il?11!’P‘.',’wÜ“T- м .‹ ‘ ' r . '» ‘тп NETON I .'­. Capacity 2661 M////an Cubic Fed ‘Т ‘ Arca N6/ Acres А veraye МИ!’ I 384 ‚ее! ‘ парт 250 ' 4":_‘«“ д‘ 1» " „вы; ‘км 9. 1. FLOOD COMMISSION P|TT­SBuRGH,PENNÄ. S PROPOSED I E 1.8.. WE. ‚ E - EÀ...._.-.. ..-__ _ __. Q_ то .4 т т „‚‚ „„„ 3 ‘Й ALLEGHENY RIVER RESERVOIR N а H60 U I PROJECT N°20 «на -- ‘ 7 И -~ - -~ ’ Ñ „ю ‚ ‚ ‚А DE WARREN COUNTY, PENNA. „oe 1 ‚ ‹ ‚ ‚ ‚т; ‘ш’ оть „шт W2000?? C WVWQà scale", „е“ ­ sgçf/an f/;r0¿/gn Dam |000 о woo moo sooo «ono sooo ‘штатом ° 1 ‘.°' E* Е — 4-_= — “во noo - Í uso f - -. F -` _ _-___ —— IMO Г __—_. __ uro noo S IOM Т . . . . ю" Topography by F/ood Commission Conŕra/ from pennsylvania RR (6»&A.V-Dív­) ’ YN! ALID IÀLTD ’lÍ|§,IAL'~') lh STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. Property Involved. Land below How line, 1,331 acres; marginal strip, 180 acres; total, 1,511 acres (36% wooded). Thompson; dwellings, 9; barns, 3; schools, 1; stores, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 20; barns, 12; schools, 1; ordinary highway, 16.6 miles; railroad, 10.6 miles of main line. Estimate of Cost. Dam Excavation ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 26,000 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 485,600 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 18,000 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 48,400 $ 578,ооо Land . . . . . . . . . ..- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 76,100 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61,100 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 490,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1,205,200 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,386,000 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 520 Total capacity of three projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 10,417,80o,000 cu. ft. Total cost of three projects . . . . . . . . . ..`. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $5,662,900 BUFFALO CREEK. Buffalo Creek is the largest tributary entering the Allegheny River on the right bank for a distance of over 100 miles above Pittsburgh. It rises in the eastern edge of Butler County and joins the Allegheny 28.6 miles above Pittsburgh, at the town of Freeport. The elevation of the source is 1380 feet above the sea and the river is join- ed, after the stream Hows a distance of 32 miles, at an elevation of 736 feet, which makes a fall of 20.1 feet per mile. 111 the lower reaches, the stream Hows through a narrow valley, with steep hillsides. ` The drainage basin has an area of 167 square miles, with the high parts of the watershed ranging from 1000 feet, near the mouth, to 1300 feet and 1500 feet in the upper portions. About 34 per cent of the basin is under forest cover. The greater .part of the valley considered feasible for reservoiring lies in the lower productive coal measures, but no coal Iis extensively mined and it is probable that the quality is not of sufficiently high grade to cause serious interference with a reservoir project. The site was not surveyed but its feasibility determined from the U. S. Geological Survey map and from an examination made in the Held. RESERVOIR PRoJEcT. (1). The topography of the valley a very short distance above the mouth is favorable for a reservoir, but due to the presence of the Winfield Railroad, which is located along the right bank, a project was not considered on the lower reaches. A site, with rocklfootings, was selected immediately above the mouth of Rough Run, and 11.7 miles from the Allegheny. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 98 sq.mî. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 882,800,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 100 feet ‘C Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 980 84 LoYA1.HANNA CREEK. Important F eatnres.- ( C ontinued.) Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6.3 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 848 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 31.0 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 647 acres Property Involved. Land below How line, 616 acres; marginal strip, 104 acres; total, 720 acres (30% `wo0ded). Ordinary highway, 2.0 miles; highway bridges, 4. Estimate of Cost. Dam and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $350,000 Land and damages . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 70,000 420,000 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 483,000 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 546 LOYALHAN NA CREEK. Loyalhanna Creek Hows a distance of 46 miles, in a northwesterly direction, from its headwaters on the Laurel ridge in the southeastern part of Westmoreland County, and joins the Kiskiminetas on the left bank at the .town of Saltsburg, 26 miles from the Allegheny River. From an elevation of 1120 feet, 33 miles from the mouth, the stream falls at the rate of 8.8 feet per mile, in a generally direct route, but with nu- merous small bends, joining the Kiskiminetas at an elevation of 828 feet. The drainage basin, lying in the eastern part of Westmoreland County, has an area of 278 square miles, a full length of 29 miles and an average width of 10 miles. The higher elevations, on the east and west, below Latrobe, range around 1200 feet, while some miles southeast of that town, the Chestnut ridge, through which the stream passes in a deep ravine, reaches elevations of over 2000 feet. The Laurel ridge, paralleling the Chestnut ridge, 10 miles further to the southeast, has not been covered by surveys, and reliable data regarding levels are not available. About 31 per cent of this basin is wooded. The Loyalhanna receives large amounts of mine drainage, and its waters are there- fore highly acid, especially in dry seasons, when the discharge at the mouth drops as low as 10 second-feet, or 0.036 second­foot per square mile. The discharge is esti- mated to reach a maximum of 14,180 second­feet or 51 second­feet per square mile. There is a Huctuation of about 12 feet between high and low water. The principal towns and their respective populations are: Ligonier, 1,570; La- trobe, 8,780; New Alexandria, 500. REsERvo1R PROJECT. (2). The topography of the stream is favorable for large storage. The site selected for the dam is 1.3 miles from the mouth and an inspection of the bed of the stream and the side hills indicates that rock footings can probably be reached at slight depth. While the hillsides are steep and close to the stream in many places, here and there they are set apart sufficiently to enable large pondage. On the Hats, in these comparatively wide places, ‘едете is considerable farm land of good quality. The slopes on the unculti- vated portions are covered with second-growth timber and brush. The greater part of the lower reaches lies within the lower coal measures, with the Upper Freeport coal, so far as can be ascertained, coming up above stream surface PLATE 19 Capacity 883 M//Non 61/bic Feet A rea M7 lcres А verayl НИМ 843 Feeŕ “ дерт 3/ FLOOD COM MISSION PITTSBURGH, PENN’/\. PROPOSED BUFFALO CREEK RESERVOH? PROJECT N°~| ARMSTRONG oouNTY, PENN’A. Scale in rect tooo 0 ‘000 2000 sooo 4000 sooo //rjçmvay ßr/'dye Hg/may Brrdye Map developed from us. Geological Survey глас‘! Tu: Lona Вплмьп: Flu. Bane Na ...|09 LOYALHANNA CREEK, PA., OCTOBER, 1910. View up stream, showing crest of proposed dam. LOYALHANNA CREEK, PA., OCTOBER, 1910. View up stream, from а point about 5 miles south of Saltsburg. ЭБО 96'! 940 $?0 900 ОБО 860 8-50 BTC 0 .5000 /000.0' .Sec Ног’ »myn шт’ “Wwf Бит‘ ‚ Ñ1LŕLJ,_.`„k1-._.-Àh' PLATE 20 NEW ALEXÀNDMA FLOOD COMMISSION ~F’lT'¥'SBUl'?Gl­I , PEN N'A. PROPOSED ;«‘;¿;<=/‘ff ggg?, “то” 63:55“ LOVALHANNA CREEK F?1=_sERvo|R Average/VUM //98 Fee/ k PROJECT N0 2 ’ ОерМ 340 I ‘х WESTMQRELAND COUNTV, ренты Seelen Feet C~___'_*=_ ЮОО 0 |000 2000 sono то $000 NEW ALE XANDPIA me шт‘ _y ma I F/of им ‘fsw sco# Av Confro/ and Tîzpog/‘aphy by F/ood Comm/'ss/‘on and и. SI Geologica/ Survey S/reef Surveyed Apri/ /9/0 ,_„____’«`­. ik* _ ‚ -— — — —А‹— -‹ Ц Y -’ YN! LDI: UÄLTQ Yl(\'3,lA’.!'î KL; STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. at a point about three miles above the proposed dam and keeping below the proposed flow line for a distance of three miles upstreamward. The Lower Freeport, a short dis- tance under the above bed, would probably be involved for a distance of two miles along the immediate valley.Í The only real settlement on the stream, between Saltsburg and Latrobe, 22 miles apart, is the village of New Alexandria, at which place coal is now being mined in large quantities. Latrobe is on the main line of the Pennsylvania Railroad, at the foot of Chestnut ridge. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 277 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,112,500,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 122 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,370 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 960 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19.1 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,198 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 34.0 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,778 acres Pro рту Involved. Land below How line, 2,621 acres; marginal strip, 268 acres; total, 2,889 acres (36 % wooded). New Alexandria: dwellings, 9; highway bridges, I. „ь 1п other parts of the valley are the following, which have been included in the estimate: dwell- ings, I5; barns, 15; grist mills, 1; ordinary highway, 7.8 miles; railroad, 1.9 miles of branch line; railroad bridges, 1; highway bridges, 3. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 25,400 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711,900 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14,900 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 31,500 ———— $ 783,700 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 114,200 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27,900 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 18,600 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50,000 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68,200 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1,062,600 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,222,000 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 297 BLACK LICK CREEK. Black Lick Creek has its source in the western part of Cambria County, Hows 34 miles in a westerly direction to the village of Black Lick, where it is joined by a branch called Two Lick, coming from the northern portion of Indiana County, and from this junction continues a distance of 11 miles, entering the Conemaugh River a short distance below Blairsville, 41 miles from the Allegheny River. The source of the stream has an elevation of 2160 feet, and from there to the mouth, where the elevation is 894 feet, the average fall per mile is 28.1 feet. The drainage basin is notably fan-shaped, and its area of 414 square miles lies mainly within Indiana County. About 39 per cent of the basin is wooded. The upper 86 BLACK LICK CREEK. portions of the watershed attain elevations ranging from 1500 to 2400 feet above tide, while the north and south divides, in the vicinity of the Conemaugh, have elevations of about 1200 feet. From the northeast slope Hows theWest Branch of the Susquehanna. The discharge at Black Lick, 6 miles above the mouth, from a drainage area of 386 square miles, during the term of the record since August, 1904, has reached a maxi- mum 'of 19,620 second­feet, or 50.8 second­feet per square mile, and a minimum of б’ second­feet, or 0.016 second-foot per square mile. There is a difference of about 15 feet between high water and low water. Coal-bearing strata are found in most parts of the valley, but nothing of commer- cial value is located immediately along the stream below the village of Black Lick, at which place the Pittsburgh coal bed is mined well up on the hill. The Freeport coal, coming next below, geologically, is believed to be well under the ûbed of the stream. As the site is inadequate for complete control of Hoods on Black Lick and as the creek so frequently contributes to Hood troubles at Pittsburgh, it would be very desira- ble to obtain additional storage, which might be found feasible, upon further investiga- tion, along the nîain stream and on Two Lick Creek above Black Lick station. Two railroads, however, are on the former stream and one on the latter, at rather low grade, and there is some question about finding economic locations. REsERvo1R PROJECT. (3). The location for the dam, as selected, would be 0.3 of a mile from the mouth, with rdck footings at slight depth. Two small communities would be involved and a small portion of the town of Black Lick, at which place it would be necessary to elevate a short stretch of the Indiana Branch of the Pennsylvania Railroad to the extent of sev- eral feet. Some of the land in the reservoir section of the valley, immediately along the stream, is fairly well farmed, but much of it is in an uncultivated state and covered with brush or second-growth timber. The town of Black Lick and other developments in that vicinity prevent economic enlargement. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 414 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,454,700,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 63 feet Length of `crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 1,330 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 960 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 10.6 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Q . . . . . . . . . . . .. 1,037 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 25.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,333 acres Property Involved. Land below How line, 1,098 acres; marginal strip, 161 acres; total, 1,259 acres (45% wooded). Campbells Mills: dwellings, 5; barns, 2; grist mills, 1; blacksmith shops, 1; highway bridges, 1. Grafton: dwellings, 13; 0.3 mile of street, 50 feet wide, between Grafton and Black Lick; highway bridges, 1. Black Lick: dwellings, 20; barns, 5. In other parts of the valley are the following, which have been included in the estimate: dwellings, 17; barns, 10; railroads, 1.0 mile of main line and 0.2 mile of branch line; highway bridges, 2. Estimate of С т; Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , ‚‚ $ 17,400 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 358,100 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5,400 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , ‚ 41,800 $ 422.700 CRooRFD CREEK, PA., FEBRUARY, 1911. View up stream, showing crest of proposed dam. BLACK LICK CREEK, PA., OCroBER, 1910. View up stream, from a point 2 miles above mouth. FLOOD COMMISSION Í F/ank/ne п" та‘ "° — ‘ir uo —— I, —— ` — ‚ — _--»- no _-__ _-L ’°° I _-L т о 54;# мм‘ A мм Jod/M ш pam „M111 та’ нфощ ßrvifgc W P|1'1­sBuRoI­I,PENN’A. PROPOSED BLACK LICK CREEK PRQJIQT N°3 INDIANA oouN'rv, PENN’A. Câpac/ŕy Н.” Area /333 Ангаре /VMM /037 " дар/э’) 25 GRAFTON BLACK LICK s ЁЁ CAMPBELL S MILLS = Rw/rood 8/-/'oye RESERVOIR. Oonŕro/ and Topography by F/ood Comm/'ss/'on .surveyed March /3/0. 0 ° О Q O Q О О О’. 0 I O . O ‚ ‚О. . .. д. .O Q. о: ‚о. Q O . ... ‘Oo’ Q0... 0.. О ь О о О on д ° ° ° ° о . 0.0 M/`///'on Сад/с‘ Feeŕ lares reef fue Lona 5~L'rIM¢.r«r Рамы ВАШ: Mg, PLATE 22 COCHPANS MILL S FLOOD COM MISSION P|‘rTsBuRGH,PENN'A. Capac//y 3756 Al////an C1/bic Fee! PROPOSE D 123,. ‚‚‚‚‚‚„ $335 ‘д? 0RooKED CREEK RESERVOIR Перт за ­ Ppcuscr N°4 ARMSTRONG COUNTY, РЕМНИ. зам. т rsu ‘Ooo O mon 2000 й ww 5000 WUNNELYON COCHRAN! MILLS Кати ‘ту’ сагнга/ and 'nrpagraplly by F/nad Gamm/'asian surveyed May /sla ‘м _:ne в-шщ,“ м.“ ь. „ › STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. Estimate of Cost.- ( Continued.) Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 53,100 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 64,300 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25,900 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11,900 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . 48,600 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 626,500 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 720,500 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 495 CROOKED CREEK. Crooked Creek rises in the northern half of Indiana County and flows in a west- erly direction 54 miles, joining the Allegheny River 40.7 miles north of Pittsburgh, and 5 miles south of the town of Kittanning. The elevation of the source of the stream is about 1380 feet, and from here it falls at the rate of 11.6 feet per mile, entering the river at an elevation of 755 feet. The drainage basin, having an area of 287 square miles, a length of 29 miles and an average width of 10 miles, drains portions of Indiana and Armstrong counties, and has a watershed of which the elevations along the crest range from about 1600 feet, at the head of the stream, to 1100 feet near the Allegheny River. Much of the main part of the valley is farmed, particularly in the lower stretches, and the topography of the bordering hills is less rugged than in the valleys to the north. About 24 per cent of the drainage area is under forest cover. The discharge at the mouth varies between a maximum of 14,000 second­feet, or 48.8 second­feet per square mile, and a minimum of 1 second­foot, or 0.0035 second- foot per square mile. There is a difference of about 12 feet between high water and low water. RESERVOIR PROJECT. (4). The formation is favorable for a reservoir of considerable capacity, with a dam only 0.2 of a mile from the Allegheny River, which enables complete control of the stream. The studies showed that the maximum capacity that could be economically ob- tained at this site was greater than that necessary for flood control, and the dam was accordingly reduced in height from 109 feet to 94 feet, making a reduction in capacity of 1,376,900,000 cubic feet. This excess capacity, if desired, could be constructed for navigation and power development purposes. Another reservoir site, not surveyed, but studied largely from Geological Survey maps, is feasible, with the dam a short distance above Cochran’s Mills, or fsomething over a mile above the head of the chosen site. This location would probably have a larger storage capacity than the lower one. The cultivation of the land in the section of the valley in question, while not of a particularly high grade, is better than anything obtaining in most of the valleys un- der consideration to the north, except French Creek. There are no prominent towns in the drainage basin and no railroad in the lower half of the valley, the only line of any importance within the watershed being a branch passing along the upper part of the stream. The entire valley is in the productive coal measures, with the top member, the Up- per Freeport coal, 3.5 feet thick, coming under the flow line of the proposed project for a distance of approximately 2%, miles. The other coal beds of these strata are not considered to be of material value along this valley, and examination indicates that 88 MAHONING CREEK. they do not crop out in workable condition in the hillsides above the stream. Only the farmers of the locality mine the coal. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 287 sq.mi. 'Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,255,700,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 94 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,100 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 855 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14.5 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,085 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 39 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,906 acres Property Im/ol?/ed. Land below flow line, 1,706 acres; marginal strip, 190 acres; total, 1,896 acres (19% wooded). Tunnelville: dwellings, 6; barns, 4; stores, 1; Grist mills, 1; power houses, 1 ; highway bridges,- 2. In others parts of the valley are the following, which have been included in the estimate: dwell- ings, 28; barns, 26; schools, 2; churches, 1; power houses, 1; cemeteries, 1; ordinary highway, 8 miles; highway bridges, 4. Estimate of С ost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 18,100 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 538,100 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,500 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 35,000 $ 594,700 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 85,900 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 78,500 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 777,100 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 893,700 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 274 MAHONING CREEK. Mahoning Creek has its main source in the western part of Clearfield County, flows southwestwardly to the northwestern corner of Indiana County, where it is joined by the Little Mahoning branch, and continues its course in a northwesterly direction, joining the Allegheny River, after flowing a total distance of 70 miles, at the village of Mahoning, situated 58.2 miles from Pittsburgh. From the opposing slope of the di- vide, at the headwaters, flows the West Branch of the Susquehanna. The elevation at a point 5 miles below the source is 1350 feet and at the mouth 786 feet, the fall be- tween these two points averaging 8.7 feet per mile. The drainage basin, which includes portions of Clearfield, jefferson, Indiana and Armstrong counties, is fan-shaped, with an area of 417 square miles, a length of 42 miles and a width of 24 miles across the head, narrowing down to about 4 miles near the mouth. Along the Allegheny-Susquehanna divide the higher elevations range from 1600 to 2200 feet, gradually falling to about 1300 feet near the Allegheny River. About 31 per cent of the basin is wooded. The discharge at the mouth reaches a maximum of 19,000 second-feet, or 45.5 sec- ond-feet per square mile, and drops to a minimum of 20 second-feet, or 0.049 second- ’.060 MAHONING CREEK, PA.. Остоввв, 1910. View down stream, showmg crest of proposed Dam N0. I. 5 _ MAHONING CR_E1-1K, PA., FßßRL'ARY, 191i. View d0wn’stream, from а point two m1les_eas~t of Eddy'ville;.ñow line of proposed reservoir shown wlth dash Ime. О...’ MAHONINC. CREER, PA., FEBRUARY, 1911. View up stream, from a point near McCrea’s Furnace; flow lines of proposed reservoirs Nos. 1 and 2 shown with dash line. PLATE 23 I Capac/'ŕy /422 M/'///on C1/oie Feeŕ Area 68.9 A ores Average#/dln 778 Feel Y ‘1 Depŕh 41.5“ 'I Sec!/on M/‘puy/I дат PUTNEYVILLE EDDVVILLE A/lg/may 8/~ dy, H/gmraydr/i1ye FLOOD COMM ISSION PITTSBURGH , PENN ‘А. PROPOSED MAHONING CREEK RESEF?VO|R­­N°­| PPOJIGT нов ARMSTRONG COUNTY, РЕМНИ. Scale in Feef z~m Iooo 0 ‘000 2000 3000 contro/ and Topography by F/and Commission. Sl/rveyed Mar /.9/0 *re Inno '3~|.vwm­1 PI\f.\l.BAI.Y¢Mn OO... ' ...I ons Q Ó.. О... О I О...‘ STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. foot per square mile. There is a difference of about 14 feet between high water and low water. The upper part of the basin is more thickly populated than the lower portion, and the valleys have considerably more bottom land, mostly cultivated. Below the mouth of Little Mahoning, the immediate valley is thinly­sett1ed, narrow and crooked, and the stream Hows, for the greater part of the way to the Allegheny, between steep, brush-covered slopes, made rugged here and there by sandstone ledges. A careful inspection made along the valley indicated that the physical formation from the mouth to about 30 miles above is advantageous for reservoir building, but the Pittsburgh & Shawmut Railroad, now being constructed on a grade too low for high dams, and held down by two tunnels, interferes with utilizing the first eleven miles of the stream, except at great cost. RESERVOIR N0. 1. (5). The dam for this site would have its location 13.6 miles from the Allegheny River, in the lower portion of the horseshoe bend below the village of Putneyville, where, from the appearance of the stream bed, good rock foundation can be had throughout the whole length of dam. The coals of the locality, at least those of any commercial value, are in the hills well above the How line of this project. Practically all of the hamlets of Putneyville and Eddyville are under How line, but the former could be moved to higher ground, a very short distance away, and the latter could be conveniently located on ground im- mediately back from the stream. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 385 sq.mi. ICapacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,421,7о0,о00 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 108 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 925 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,020 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7.3 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 778 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 47.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 689 acres Property Involved. Land. below How line, 451 acres; marginal strip, 99 acres; total, 550 acres (71% wooded). Putneyville: dwellings, 28; barns, 3; schools, 1; churches, 1; stores, 2; grist mills, 1; cemeteries, 1; highway bridges, 1. Eddyville: dwellings, 9; barns, 1; churches, 1; stores, 1; highway bridges, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 8; barns, 3; ordinary highway, 3.8 miles, highway bridges, 1. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 21,000 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 568,600 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,500 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 39,500 ­-­­-- $ 633,600 90 MAHONING CREEK. Estimate of Cost.- ( Continued.) Wall at Putneyville . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ $ 4,900 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 20,800 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54,500 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18,000 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 5,900 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .f . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 747,700 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 859,900 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 605 RESERVOIR No. 2. (б). Т11е proposed site for the dam is in a narrow part of the valley, a short distance above old McCrea Furnace and 20.9 miles from the Allegheny River. In ascending the stream from the suggested dam to the hamlet of Milton, five miles above, one passes through a desolate part for most of the distance, between timber and brush-covered hills rising steeply from the water edges. At Milton the valley begins to open out, with farmed bottom land, much of which would be affected by the reservoir, as the water would back a considerable distance up both the main stream and the branch. Nearly a quarter of the village would come under How line. Important F eatnres. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 335 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,367,800,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 143 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 740 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,150 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14.3 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 645 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 35.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,554 acres Property In7/ol7/ed. Land below How line, 1,244 acres; marginal strip, 245 acres; total, 1,489 acres (50% wooded). Milton: dwellings, 10; barns, 3; grist mills, 1; foundries, 1; highway bridges, 2. In other parts of the valley are the following, which have been included in the estimate: dwellings, 9; barns, 9; grist mills, 1; ordinary highway, 6.8 miles; highway bridges, 6. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 19,600 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709,б00 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,100 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 38,700 $ 771‚00О Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 29,000 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25,300 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28,100 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93,900 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 947,300 Total, plus 15’/‘fo for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,089,400 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 460 Total capacity of two projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3‚789‚5о0,000 cu. ft. Total cost of two projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,949,3о0 „I MAHONING CREEK, PA., OCTOBER, 1910. View up stream, showing crest of proposed Dam No.2. >; PLATE 24 т д _` 1 г ‚ ŕ--- - ‚ ‚ ‚ ‚ ‚‚ D D ‚ .D,D L .‚.‚ ‚Й L -D —‚ ‚ Í ńŕád--»~ FLOOD COMMISSION PITTSBURGH, Ремни. PROPOSED MAHONING CREEK RESERVOIR N°2 PPOJICT ПОС ARMSTRONG AND INDIANA COUNTIES , PENNA Seal. In Foot |000 0 $000 4000 5000 ш п‘. т и. Ш I т. I ID“ im _Lw ’ _ ` I ‘щ „д „,., Capae/'fy rasa Il////en cm/C вы I о - А rea /564 [Cres “М” ‘М Moraga /VMM 645 Fe ef 7 oep”, а: и I l M I L `|"()N L OO р М)‘ Мудт дф‘ литр ‘т wir Ш ¿wy? щ "' Á- ’ «т ”"—’ та’ L/ne ——‘ _ L — _ I T __ ш Т I Lr " ...«««4A| „до "д. ~ -: V _¿F I г I ч I „„ I 4* I , I и Е A _ . I ‚т, г I ‘i ‚ _-_„ „_ ' I I щ I ‚т IN F _-<-I J- : .Y ’_ - ш I I IY I I ш . l А .4 Y L д lr ‘ ono 3»- I ‚ _ Y-.4-­ L,--- ‚‚ I L А . 4 - . _ I - „G _ _ d - ‚‚ ‚ L L мс mo- Y ` ‘ I I ‘иго "°­ .I — ‘ ' T I ’ I I . то ` — ‘- - *­_‘­­-T -­ ч’ "‘—“— Ё Í- ц fooo I ,.. 4- ’ ï î 1 î“ ь gi а 1 а I Е Z I ‚.‚ ... 51:5 I О о . ‚: l . ’. .’ o_ 9 ‘ . . ситго/ and Topography by F/ood Commission Sur vtyed April /3/0 и: Lane ('\|~|.1'»«ol«r PILE: Была N3.. Г" \ ‚ ‚ ‚___‚—А_‚ A____*..U 4., ‚‚‚ А -— — »‚-‚‚ — _.D __ __ ..ŕŕDL_,__,.__ _ _-Y '« _ -Í 4- :__: ...dl I Q00. .O.\. О... 000 .0100 ma s200 uno nib ma nto nuo lolo C 3,08 сНу /008 I/‘ea 86/ lreroye ЖМИ 965 ~ De/»M ­ 27 FLOOD COMMISSION Рпттввипсн, PENN'A. PROPOSED LITTLE SANDY CREEK RESERVOIR. PROJECT N°7 ARMSTRONG AND JEFFERSON COUNTIES, PENNÄ. Scale in Feet \000 2000 3000 4000 5000 R000 0 M/'///an Cab/'c Feeŕ 'I Acres Рот‘ _ - Bw- -_ LÀNGVILLE WORTHVILLE д 34» А под бес/юг; #muy/.~ Dam ‚ё, ё‘ ч; ё S ё ё ё а Q Ё ч S ё — Щ -— - — ‚ il «zzn A *_ I _ т T __ Поп‘ L/ne E/er так?‘ | ¿F ‚ ‚а п то ‘ г ` i ‹ ——‘ - “во _ _ г „ д _ _ _ "` I ню I rur- i_ _.... _ 5 1 _ . _ t „о pf ‘-‹ — ~ . . _ .", ‘ * El ё Ё Ä _ _gl __.m Conŕro/ and Topography by F/ooo' Commission- Surveyed May /9/0. -__ Tw noaa занимая: Pu|r.sn.B^uro No STORAGE POSSIBILITIES OF THE ALLEGHENY AND MONONGAHELA BASINS. QI LITTLE SANDY CREEK. Little Sandy, a branch of Red Bank Creek, rises in the southern part of Jefferson County and flows due west 17 miles to its junction with the Red Bank, 26 miles from the Allegheny River. In the lower 7 miles of the stream the fall to the mouth, where the elevation is 1085 feet, is 16.4 feet per mile. Practically all the drainage basin, an area of 79 square miles, lies within Jefferson County. On the lower reaches the hills bordering the stream are high and the valley is narrow. A considerable quantity of second­growth, middle-sized timber covers the slopes below Worthville and in this sec- tion there is practically no farm land. About 38 per cent of the drainage area is under forest cover. From a point a short distance above the Red Bank, the bed of the stream is, geo- logically, above the red shale, and in the vicinity of Worthville it cuts through the lower portion of the productive coal measures. Judging from available data and re- connoissance in the valley, there are no coals of value which would be affected by reser- voiring. Below Worthville the valley is practically uninhabited. REsERvo1R PROJECT. (7). The topography being favorable, the location determined upon for the dam was 0.1 of a mile from the mouth of the stream. An inspection of the locality indicates that rock foundation obtains at a slight depth below the ground surface. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 78 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,007,500,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 111 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 590 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,200 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7.4 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 965 feet Average depth . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 27.0 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 861 acres Property Involved. Land below flow line, 786 acres; marginal strip, 114 acres; total, 900 acres (24% wooded). Langville: dwellings, 9; barns, 3; blacksmith shops, 1; grist mills, 1; woolen mills, 1; boiler houses, 1; highway bridges, 1. Worthville: dwellings, 20; barns, 6; schools, 1; churches, I; stores, 1; highway bridges, 2. In other parts of the valley are the following, which have been included in the estimate: dwellings, 12 ; barns, 9; saw mills, 1; ordinary highway, 3.4 miles; highway bridges, 1. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 17,000 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 388,800 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,000 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 13,500 ‚ $ 421,300 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29,400 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48,000 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13,100 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 511,800 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 588,600 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 584 92 ALLEGHENY BASIN. NORTH BRANCH RED BANK CREEK. This stream rises in the northeastern part of Jefferson County and Hows a distance of 20 miles in a southwesterly direction, joining Red Bank Creek at the town of Brook- ville, 43 miles from the Allegheny River. The drainage area above the mouth, where the elevation is 1205 feet, is 102 square miles, of which 66 per cent is wooded. A topographical survey of this stream was not made, but an examination of the valley and a line of levels indicated that the physical features were well adapted for a reservoir of considerable capacity, with the dam located about 1.5 miles above the mouth of the stream. The lower reaches of the valley, since the lumber days, have been abandoned, the tracks of the lumber railroad removed and the slopes are now cov- ered with a growth of small timber. There are no habitations of any importance that would be involved by a reservoir project. RESERVOIR PROJECT. (8). The estimated height of the dam is 83 feet, How line elevation 1300 feet, length of reservoir 5.0 miles and capacity 1,350,000,000 cubic feet. Estimate of Cost. Dam and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $405,000 Land and damages . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 28,900 $ 488,900 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . ... 499,000 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 369 CLARION RIVER. The Clarion River, from its source in the southern part of McKean County, 18 miles south of the New York state line, Hows 107 miles in a generally straight south- westerly direction, joining the Allegheny River 86.1 miles from Pittsburgh, near the town of Parker. It is the second longest tributary of the Allegheny and the third largest in drainage area. It is notable that from the mouth to Hallton, a distance of 72 miles, or over half its length, there is no railroad and only two hamlets of any im- portance along its banks, the towns of Clarion, Callensburg and St. Petersburg being on high ground, 450, 150 and 470 feet, respectively, above the stream. From johnson- burg to the mouth, water elevation 1421 and 851 feet respectively, the fall per mile is as follows: _lohnsonburg to Hallton, 15 miles, 11.2 feet; Hallton to Cathers Run, 26 miles, 4.6 feet; Cathers Run to mouth, 45.7 miles, 6.2 feet. The drainage basin, which has an area of 1213 square miles, and the general shape of a parallelogram, with a greatest length of 72 miles, and an average width of about 17 miles, includes portions of McKean, Forest, Jefferson, Elk and Clarion counties. About 63 per cent of the basin, mostly in the upper portion, is under forest cover, which includes several tracts of virgin timber, aggregating an area of about 30 square miles. A very considerable area has been burned over, amounting, in the ag- gregate, to about 240 square miles, or about 31 per cent of the total wooded area of 762 square miles. The elevations of the ridges range from 2200 at the head of the basin, near Mt. `Iewett, to about 1200 feet near the lower end. Much of the region, particularly bor- dering the streams, is steep, and should give a high rate of run-off at times of heavy precipitation. The discharge from the drainage arca of 910 square miles at Clarion, 31.3 miles LITTLE SANDY CREEK, PA., OCTOBER, 1910. View up stream, showing crest of proposed dam. Red Bank Creek in foreground. NORTH BRANCH REO BANK CREEK, PA., OCTOBER, 1910. View up stream, showing crest of proposed dam. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. above the mouth, varies between a maximum of 39,300 second­feet, or 43.1 second- feet per square mile, and a minimum of 50 second­feet, or 0.055 second-foot per square mile. The variation between high and low water is about 17 feet. A few miles below Cathers Run, owing to the general northerly or northeasterly rise of the rock strata, the red shale appears above water surface and continues above, with the coal measures overlying, throughout most of the upper Clarion and tribu- taries. This stream enters the northern edge of the coal bearing field and cuts deeply into the lower members of the formation, remaining, however, far below coal beds of any value, which are in small areas on high knobs, back from the stream. Near the Allegheny River, an oil field crosses, with a number of wells of small production on the banks of the stream. Until a comparatively recent date, tl1e Clarion was one of the most active tribu- taries in the lumber business, and thousands of craft and boat bottoms have floated from its shores. Since the cutting of the large forests, however, the business has de- creased to a very small amount. Only a second-growth of mixed timber remains along the immediate valley, and this in comparatively small amount on the rugged slopes, ex- cept at Cooksburg, where an area of several thousand acres of virgin pine and hem- lock touches the north bank of the stream. The principal towns along the valley and their respective populations are as follows: ~Iohnsonburg, 4340; Ridgway, 5410; Clarion, 2620; Callensburg, 200. The Clarion, from the mouth to Hallton, offers excellent opportunities for reser-’ voiring on a large scale and at comparatively small construction cost. The average slope is 5.6 feet per mile, the hills are steep and barren of development and here and there stand away from the stream enough to add considerably to storage capacity. The examination disclosed the feasibility of four sites, three of which were survey- ed, namely, Nos. 1, 3 and 4, located above the mouth of the stream respectively as fol- lows: 1, 0.3 mile; 3, 35.9 miles, at Mill Creek, 3.5 miles northeast of Clarion; 4, 58.6 miles, 1.5 miles above Clarington. The possibility of site No. 2 was ascertained at the time of the general examina- tion of this valley and from the United States Geological Survey map, which covers the stream below the vicinity of Clarion. It has not been included in the studies for flood control, as the combined capacities of the other three sites are adequate for this pur- pose; but, if constructed, the additional storage would supply water for navigation as- sistance and for power development either at this or at any other of the dams on the Clarion. The site found favorable for the dam is at a point 22.5 miles from the mouth, or 1.4 miles below the head of natural backwater of No. 1, which would cause a depth of water of 8 feet at the lower face of the dam. The dimensions of the dam and quan- tities were determined from the surveys of the Commission, but the capacity and area of the reservoir were derived from the government map. Inspection of the bed of the stream at each of the dam sites indicated that solid rock foundation could be reached at or slightly below stream bed. REsERvo1R No. 1. (9). On this part of the stream the valley is narrow and gorge-like, `with very little bot- tom land, the steeply ascending hills being well covered with second-growth timber and holding at intervals sandstone and shale ledges. In the oil field, crossing a short dis- tance above the mouth of the stream, about 50 wells, now of small production, would come below the How line. 94 CLARION RIVER. , Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,212 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5,067,000,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 142 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 880 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,000 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 23.6 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 708 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 57.5 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,024 acres Property Involved. Land below flow line, 1,160 acres; marginal strip, 323 acres; total, 1,483 acres (85% wooded). There are no settlements of importance affected by this project. Scattered along the valley there are the following, which have been included in the estimate: dwellings, 20; barns, 9; grist mills, 1; saw mills, 2; boiler houses, 10; oil wells, 50; highway bridges, 4; ordinary highway, 12.2 miles. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 19,700 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 967,100 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,800 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 51.500 $1,042,100 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19,600 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27,300 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9,500 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40,600 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1,139,100 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,309,900 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 258 RESERVOIR N0. 2. (9-A).* Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,079 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,930,500,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 89 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 555 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,080 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 13.4 miles. Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,152 acres Property Involved. Land below flow line, 803 acres; marginal strip, 170 acres; total, 973 acres (85% wooded). Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . .. $ 12,300 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330,700 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,600 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 32,000 ————— $ 378,600 *This project not considered as one of the 43 for flood control. ‚н .OZ END помещена то »3.8 msmâonm ‚Ешмсъ as >?£> . . .29 „мщщоБО Ãm ¿mêm ZQEÉU ‘J PLATE 26 ST PETERSBURG FLOOD COMMISSION PITTSBURGH, Ремни. PROPOSED CLARION RIVER RESERVOIR NOI CLARION COUNTY, PENN’A. Scale In Pee# ‘N0 О `1000 7.000 3000 4000 5000 su - _ l Caßac/.‘_y .5067 M///ian Cubic Ген вы __ _ _ Area 2024 Acres ш .4 reràge I/'dfb 708 Feel т *_ ~ Depth 5 75 ' ’O no - no _____ U* ‚_ щ l о под. т“! Sec#/on /hrm/9': @om ST. PETERSBURG OALLENSBUPG IoI0 ‚ ‚ L ‚‚ --‚„ PROJECT' No-9 I _ ‚„‚ g L , i ' ‘ — '­£»‘i~‘l­"’“°‘ no Ä ‚ к _ „L ,Ww T* `____ “_ ‚ )lm î ‘ ‚ ‘ ‘ ..‚‚ Г ‚ _ I E ___ ‘ _ ‚‚ È ‚ ... *”­„L_.É -.,-„1- 1-, ‚ _ - 1 or „так“ ‚‚ ‚ ‚ .¿. ‹ ~ il ni. S. «so -1 ‚„ т‘ — — ‚-_‚З‚‚ DE ‘I ‚ А ‚‚‚3:‚‚‚‚_‚‚ ‚„Ч1‚ .‚ 2 .C Confra/ and Topography by F/ood Comm/‘ss/'an Surveyed Apri/ ‘ею Y ' ì ß *_ '_ zu _ -AV _ _V › _ 'I _ I ‘г _L Él nl I ‚пьёт „'ll'\_\A„t . lf.. . ~. . v ‘ 12.)- ' f|"’~¿".n9‘l ooo». O 00.. .Qn Ó.. ’G01 ‘v ` .OQ\\ nos а.а.. 055:02 „нём? т? Onaowmm. ББ. <БЕ доз: шдпшзз шгоЁзщ 92; om waowomma UE: 70. ы. Secŕ/'an hrw@ Dam. FLOOD COMMISSION PITTSBURGH, PENN’A. PROPOSED ‘ CLARION RIVER RESERVOIR N03 . PROJECT Nolo Capac/fj ‘д?’ A//`///on Cab/’c Га’! ‘ CLARION, FOREST AND JEFFERSON COUNTIES, РЕМНИ /ren 2.55.5 ‚юге: I v eroga мам .921 fee» ~ дед?’ Il ­ scum m rec»__ I Iooo o то‘ moo sooo «ono sooo I I 1 I i I I YI' I I MILL CREEK COOKSBURG CLARINOÃITON з‘ ё ё ‘г ’ ’.5 è si . ~‘ ‘г’ г ё s s ё к ‘З S â ё ё ё ё ё» м ш ._ -...-.-„ ‚ ‚ „.‚__.. _ _ ‚ Y ‚ „г ‹_ _._ ‚ _...uw -_.ü_ L i I'Z'1‘O ш Т ‘ ' T ' F/M (‚те 5/en торф I L I _,200 4.0 ц *_ . w-H ‚ ш -. ’ __‚ 1160 „Г _.__ _Í Г ‘м A ____ ‚, Й ‚АТА__‘ _ I __ _ 7 Il Ó A _Nm E. ___ - _ .___ _„--ŕ.-ŕ,‘.--_ _-TEE ‚ —_. _ - ‚‚‚_____ г _ ._ _II70 "ю I I i ‘I ' _„ i й __ ___ ‘ ‚ „_ _ Y _ I Y Y à_"` Ñvilo() um IT I ‚ H» Р — K Y 1 ..... ,__ I ‘ , .- _ ‚—.— »,__“.`-­ .._-_. А ‘ А- ——————_—__——‹— ‚Ь ‚ -.. . iv....».I_A ‚‚‚‚‚‚ —_— Í .__— _‹‚ .’. -_ . .. ‚ Í . _„Iona Е‘; :’ I fr ï _ 3" _ ‚ .- ‚- ‚А î _‚ ‚ et ____ _. EL -. _ ,_ il _ ì ь L Е M_,... а PLATE 27 ‚ (0 cooxsauno : : ‘О. lo I °. о. о ‚п. : : Canŕro/ and Tbpography by поди Cornmissim I 2 ‘, ;:' Ё": :‘,°: ': ’, ,’ : Í Surveyed Fea /9/0 ’ ’ ° ° ‘ ° ° — ~ ‘ ’ '—' J Ñ--Y ’_-"­`ŕ~__ È -‘ _ _ ___ ___ nu una .nfs mn.u`1u.uI, i ` _ ___ _ ._ I _. т _C т...- STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. Estimate of С ost.-(C ontimted.) Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 20,100 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17,700 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18,600 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 38,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 473,0о0 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 543,900 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 282 REsERv01R N0. 3. (10). The selected point for this dam is just below the mouth of Mill Creek, an import- ant tributary entering on the left bank. From this stream a saw mill of considerable ca- pacity, located on its bank near the mouth, receives most of its timber. It is expected that the large timber will be exhausted in about two years and the plant abandoned. The estimates, however, include damages for a portion of the lumber railroad, and sev- eral hundred feet of branch line, which extends five miles from the lumber settlement to Strattonville, connecting there with the Pittsburgh, Summerville & Clarion Railroad. The cost of this reservoir per million cubic feet of storage is the lowest of any of the projects on the Allegheny Basin. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 874 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,886,600,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 128 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 800 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,200 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22.7 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 928 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 44 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,555 acres Property Involved. Land below flow line, 1,843 acres; marginal strip, 373 acres; total, 2,216 acres (77% wooded). Mill Creek: dwellings, 12; barns, 4; stores, 1; saw mills, 1; highway bridges, 1. Cooksburg: dwellings, 15; barns, 11; schools, 1; stores, 1; highway bridges, 1; hotels, 1. Clarington: dwell- ings, 20; barns, 8; highway bridges, 1 (not affected); stores, 2; hotels, 1. In other parts of the val- ley are the following, which have been included in the estimate: dwellings, 31; barns, 16; saw mills, 5 (2 in operation); churches, 1. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 12,800 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 608,3о0 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,200 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 41,000 ---­-­ $ 665,30о Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 40,900 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 96,100 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12,200 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79,500 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 894,0о0 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,028,100 210 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 96 CLARION RIVER. RESERVOIR N0. 4. (1 1). А short distance below the site of this dam the valley widens out, on the right bank, into a broad flat, upon which is located the village of Clarington. This place was at one time quite active in the lumber business, but in recent years has lost some of its popula- tion. Just above the site of the dam, on the left bank, enters Clear Creek, an import- ant tributary of the Clarion. The main valley, all the way to Hallton, is thinly settled, there being only one place worthy of note, a lumber settlement called Millstone, where it is understood that the saw mill is about to be abandoned. This is the only one of the Clarion River projects through which a highway runs for its whole length. Important Features. Drainage area above дат . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 724 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,537,900,000 cu. ft. Height of dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 70 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 880 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,260 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14.1 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 711 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 29 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,219 acres Property Involved. Land below flow line, 825 acres; marginal strip, 221 acres; total, 1,046 acres (73% wooded). Millstone Creek: dwellings, 5; barns, 4. Millstone: dwellings, 18; barns, 7; schools, 1; stores, 1; saw mills, 1; highway bridges, 1. Hallton: dwellings, 20; barns, 5. In other parts of the valley are the following, which have been included in the estimate: dwellings, 16; barns, 16 ; boiler houses, 2; ordinary highway, 16 miles. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 11,600 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 286,800 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,600 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 24,000 $ 32б,000 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9,400 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21,500 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 4‚300 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31,700 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 392,900 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 451,800 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 294 Total capacity of projects Nos. 1, 3 and 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 11,491,500,000 cu. ft. Total cost of projects Nos. 1, 3 апд 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 2,789,800 EAST SANDY CREEK. East Sandy Creek rises in the northwestern part of Clarion County and fiows а distance of 23 miles through a very sparsely settled valley, entering the Allegheny on the left bank 121.1 miles from Pittsburgh and 5.5 miles south of Franklin. From а P0iI1t 9 1111168 abOV€ the mouth, the stream has a fall of 31.1 feet per mile to the mouth, where the elevation is 943 feet. The drainage basin, which lies mostly in the southeastern part of Venango County, has an area of 104 square miles, the topography of which is rugged and the valley generally narrow. About 64 per cent of the basin is д‘... 9¢OC ’IDO wing crest of proposed Dam NO. 4. CLARION RIVER, PA., OCTOBER, 1910. View of the village of Cooksburg. CLARION RIVER, PA., OCTOBER, 1910. View up stream, sho _ CLARION RIVER, PA., OcToBER, 1910. Vlew down stream, from а pomt 2.1 Imles above Clarlngton; crest of pro- posed Dam N 0. 4 shown 1n the dlstance. CLARION RIVER, PA., OCTOBER, 1910. Vlew up stream, from а polnt _2.I miles above Qlarington; How line of proposed reservolr No. 4 shown wlth dash line. PLATE 28 Capacity /.731 ,Vi///’an Cubic ‘ген [rel /2/.9 Acres Ire/'lgelídlìl 7// Раз‘ - mph гэ ­ FLOOD COMMISSION PITTSBURGI-I,PENN'A. PROPOSED CLARION RIVER RESERVOIR N°4 PPo.:zc­r N°»|| ELK,FORESTAND JEFFERSON COUNTIESPENNÄ» .fed/'M nml/I/I pom Y “мы” un о loon moo 0000 ‘все saw NILLSTONE HALLTON „м“, 5/»agp Conŕro/ and Topography by Нм‘ Commission surveyed Jon./sla O О... Capac/'I‘_y in MI'/I/on Cubic Бег!‘ Area in Acres Average ним in Feel' ' дед”) " I' FLOOD COMMISSION PITTSBURGH, Ремни. PROPOSED EAST SANDY CREEK RESERVOIRS N°s~| AND 2 PRo.I:c­rs Iz AND Is VENANGO COUNTY, PEN N 8ce|einPeef щш ЮОО 0 |000 1900 3000 Cvnfra/ and Topography by Наш Commission S.'/r veyed ./une /9/0 ‘I ч .An Вид-шт Paúl Быт‘ Nm - STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. under forest cover. Probably 10 miles of the lower part of the stream bed lies below the red shale, with the conglomerate well up on the hillsides. On account of the steep slope of the stream, and the fact that the Franklin & Clearfield Railroad, a line affiliated with the New York Central, crosses the stream five times in the section proposed for reservoirs, it is difñcult to secure favorable sites. As the railroad is fully 60 feet abovostream, however, two sites, both of small capacity, were considered feasible, the dam for the lower one being 0.6 of a mile and for the upper one, 2.3 miles from the mouth. At both sites it is considered that rock foundations are readily obtainable. It is to be noted that the cost of the upper res- ervoir per million cubic feet of storage is the greatest of all the projects under con- sideration. RESERVOIR N0. 1. (12). Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 103 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 137,700,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 55 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 755 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,010 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.7 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 553 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 28.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 113 acres Property Involved. Land below flow line, 93 acres; marginal strip, 25 acres; total, 118 acres (57%¢ wooded). Estimate of Cost. Dam Excavation . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 13,500 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 226,200 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,300 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,700 ——— $ 259,700 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,400 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 263,1о0 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 302,500 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,197 REsERv01R N 0. 2. (13). Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 96 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 102,100,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 57 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,050 “ Length of reservoir . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . 1.9 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 405 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 25.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 91 acres Property Involved. Land below flow line, 78 acres; marginal strip, 22 acres; total, 100 acres (73% wooded). In the valley are the following, which have been included in the estimate: dwellings, 2; saw mills, 1; ordinary highway, 0.1 mile; highway bridges, 1. 98 FRENCH CREEK. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 9,100 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 191,500 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,100 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 17,300 $ 220‚0о0 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,100 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4,400 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6,300 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 231,80о Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 266,600 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,611 Total capacity of two projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 239,800,000 cu. ft. Total cost of two projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 569,100 FRENCH CREEK. French Creek, which as a tributary of the Allegheny_ranks second in area of drain- age basin and third in length of stream, rises in the southwestern corner of New York State, six miles west of Lake Chautauqua, and after flowing a distance of 23 miles, en- ters the State of Pennsylvania, through which it flows 75 miles, joining the Alle- gheny at the city of Franklin, on the right bank, 126.6 miles from Pittsburgh. The stream rises at an elevation of 1740 feet above sea, 432 feet higher than Lake Chau- tauqua, has an average fall per mile of 8.0 feet in its length of 98 miles and enters the Allegheny' at an elevation of 959 feet. The rate of fall per mile from Le Boeuff, 62 miles from the mouth, is only 3.8 feet. The drainage basin, shaped much like a crescent, has a length of 70 miles, an av- erage width of 17.7 miles and an area of 1238 square miles. It includes most of Erie and Crawford counties, and also drains a small part of Venango and Mercer counties, Pennsylvania, and of Chautauqua County, New York. The divide on the north, par- alleling the Lake Erie escarpment, at one place about four miles distant from the lake edge, has elevations ranging from about 1250 feet in the western part of Erie County to 1800 feet in New York State, gradually decreasing southwardly to 1400 and 1500 feet along «the eastern edge. The notable feature of this basin is that, with the exception of a small part of the lower end, it lies within the glaciated region. The terminal moraine, which is com- posed of sand and rounded stones, sometimes in hills of considerable size, marks the southern limit of the ice field which once covered the region to the north. The moraine crosses the valley a short distance below Utica, and northwardly from there follows, in a general course, the lower reaches of Sugar Creek branch, leaving the basin near the Venango-Crawford county line. The drift deposited by the melting ice of the gla- cier has filled over many parts of the basin to considerable depth. This formation, it has been thought, stores large quantities of water and doubtless tends to have a regulating effect upon the fiow; but the gaging stations of the Flood Commission on this stream, while they have been in operation long enough to arrive at fairly accurate results as to the amount of water passing down the channel at Various heights, do not as yet furnish sufficient data to measure the relative effect of the geological formation on the run-off. It is supposed that this vast underground storage acts much the same as would an artificial reservoir, collecting and holding a portion of the rains of the wet season and giving out this impounded water to the stream during the dry season. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 99 The maximum discharge at Carlton, 13.7 miles above the mouth, from a drainage area of 1070 square miles, is 48,700 second-feet, or 45.5 second-feet per square mile, and the minimum, 5o­second-feet, or 0.047 second-foot per square mile. The variation between high and low water stages is about 16 feet. The rock formation of the valley is shale, interspersed with layers of sandstone, above which lies a heavy sandstone bed, portions of which, not having been ground olf by the glacier, remain on the higher elevations. About half a dozen glacial lakes are scattered over the drainage basin, located at or near the heads of southerly Howing tributaries. The two principal lakes are Conneaut, in the western part of Crawford County, elevation 1072 feet, and Finleys in New York State, elevation 1421 feet. The former lake is at the northern edge of a glacial swamp, at a few feet higher elevation, and is situated very near the western divide, which on this side is low and rolling. A short distance to the west, beyond the divide, is the large Pymatuning Swamp, at an average elevation of about 1010 feet. The drift formation in this swamp, judging from drill holes in the vicinity, must be, in places, nearly 100 feet in depth. About 20 per cent of the drainage basin is wooded and a considerable part of the remainder is under cultivation, some of it to a high degree. The principal towns along the valley, and their respective populations, are as fol- lows: Wattsburg, 290; Cambridge Springs, 1520; Venango, 260; Saegerstown, 720; Meadville, 12,780; Cochranton, 700; Utica, 270. ` The general reconnoissance of the basin showed that topographical conditions are favorable for a reservoir on the main stream, a short distance above Franklin, and on each of the following tributaries: North Branch, Cussewago and Sugar. Examination of the main stream, some miles below the mouth of North Branch, showed the valley to be too broad and Hat for economic reservoiring, as the farm land here is valuable and in addition several villages would be affected. The East Branch and Muddy Creek were found to have similar topographic conditions, the former having two important railroads on the Hats. A site of smaller capacity than the North Branch project might be located on Woodcock Creek. On account of railroad interference, the site on the main stream was not decided upon until after an inspection trip made in this territory by the Engineering Committee, near the close 01‘ actual Held work. The approximate location selected for the dam was above the mouth of Sugar Creek and the survey extended from here upstreamward. Later, after certain studies had been made in the ofHce, the dam was moved down be- low the mouth of that creek and the location in this case was made from the United States Geological Survey map, which covers the lower part of the valley. With this site the impounded water would back into the Sugar Creek valley and the project upon that stream will of course be abandoned if the reservoir on the main stream is con- structed. REsRRvo1R PRoJEcT. (14). The site for the dam, as proposed, would be 3.4 miles from the Allegheny River, where rock exposures along the stream indicate that rock footing is within reach along the full length of the dam. The principal damage caused by this project would be the removal, to above How line, of the greater part of the village of Utica, and something over 19 miles of single track of the Franklin Branch of the Erie Railroad, which follows close to the left bank. Topographic conditions on higher ground along the valley are suitable for the accommodation of these and of the other developments, which are small. The city of Franklin, of about 10,000 population, is three miles below the proposed о g ‚о. (‚ах 0:: ’ е 9 Q 'oe \IOI’ ’COO IOO FRENCH CREEK. site, while the town of Cochranton, with about 700 population, would be immediately at the head of backwater. The lower stretches of French Creek, immediately along the banks between settlements, are not so well developed as much of the country in the up- per portions. From a point on the right bank, a short distance below Cochranton, the side hill belt down to stream edge is almost entirely devoid of habitation practically all the way to Utica, and much of it is covered with brush, though the upland is under good cultivation. At some places, particularly a short distance below Utica, the valley is narrow. The maximum capacity available at this site is required for flood control. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,226 sq. mi, Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,323,100,000 cu. ft. Height dam above stream . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 75 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,550 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,060 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19.3 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,387 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 23.5 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3235 acres ’ Property Involved. Land below How line, 2,527 acres; marginal strip, 272 acres; total, 2,799 acres (23% wooded). Utica: dwellings, 49; barns, 23; schools, 1; churches, 1; stores, 5; hotels, 1; grist mills, 1; livery stables, 2; highway bridges, 1. In other parts of the valley are the following, which have been in- cluded in the estimate: dwellings, 26; barns, 12; schools, 1; churches, 1; railroad store houses, 1:; Venango County Poor House; sand elevators, 1; oil wells, 11; ordinary highway, 7 miles; brick paved highway, 0.8 mile; railroad, 19.5 miles of main line; railroad bridges, 1; highway bridges, 2. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 26,500 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 676, 500 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,200 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 48,500 $ 752,700 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 166,200 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 223,600 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13,400 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 585,000 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 335,700 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $2,076‚60о Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2‚388‚100 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 719 SUGAR CREEK. Sugar Creek has its main source in the southeastern part of Crawford County and flows almost due south a distance of 21 miles, joining French Creek on the lett bank, 4 miles above the junction of that stream with the Allegheny River. From Coopers- town, which is 6.5 miles above the mouth, the stream falls at the rate of 19.0 feet per mile, to an elevation of 997 feet. The drainage basin, which is fan-shaped, has an area of 163 square miles and lies, for the greater part, in the northwestern portion of Venango County. Practically the western half of the basin is situated within the gla- О.‘ lla 1 C I se 0. I.: .Q д: Q’ Q . 9 .Ö ‘О. .II 'R CLARION RIVER, PA., OCTOBER, 1910. Vzew up stream, showmg crest of proposed Dam No. 2. FRENCH CREEK, PA., DECEMBER. 1910. View up stream, showlng crest of proposed dam. PLATE 30 FLOOD COMMISSION PITTSBURQH, PENN’A. PROPOSED / ' FRENCH CREEK RESERVOIR RPOJICT N0 I4 Ca/>ec.'.‘ _y S325 M///ion Cao/P: feel ‘ VENÀNGO,MERCER AND CRAWFORD COUNTIES, PENNIA. „fea 3235 ‘ст ‚ , Iveroge тыл /$87 Feel I ~ 0¢/:M ?3-J ’ Scalo in Foei» то 0 то :ooo ‘юоо $000 ю” f7 /~/7€ ÍÍÍKÍ lg то ICU UTIOA CARLTON COCHRANTON о под M/I ‘под U ` Secŕion Mroßy/raam ё ё Ё‘ ‚Е S E ‚з х >~ È* Ё ё E ё Q . ‚э, Ё" Ё Ё’ §- ‚ _ _ ‚ _ .__ __ _,_____*__ __ ___ ___ __ __ _ _ __ __ _II_ ___ *_ то I ~ŕ'~ Y ’ 'Y '-»r —————‘———‘——’ А Н A 7 Ñ» Y '~-- Í- -Y — Г—————— ‘r Г I _ _ Ú ‘Пал’ L/ne 5/er ‘под; __ I F I I I II I ‚ш, 1 TIY _J _ _ A ___ H _ »__ ____„__ ____ ____I04o T I ' I '"'_"_"""_ ‚м. ``` A"`Í"„,. . ‚ ’ ‹ ; ‘ Н _ ' _î._1.J_LfL_--_-;î:'L_*’_*I’_’ifî „К!“ ____À_' .,_.fï Ё‘ _ _*__ ‚ ____ ___ _ _ __ ____§___ _- __À____‘__ __ ___ ___ ____ _ __ __ __ _ ._ - ‚._‚а‚_‚____ то ` .‘ _ —— -_ 3 — I ‚‚ —‚‘— Y- YJ- — - ат‘ „_ .-...._»­-»«- fr —— ————-——»ь1_— -----.- - ‚— ‚ЁС‚„ ----W ‚—‚—— ‚ а ‚‚————‹————А_— 7 ‚—‹‚_— « -- —‚—‚—— ‘—-‚ —‘т A Á _-___ _ ___ __ _ I5 _ _._ _*Ä __. т’) Y ‚ д; _‚_‚‚___ ____,‚_; __.._____ _ ______..._`___ „м,“ __- .______ _--___- ‚ __ ___ .__ _ __ _ ._ _ _ _ì _ ‚ ._ _' ____ no Q. .O O I Topography by НМ Сотт/зз/оп E E ,., 2.. 51:: :.".: ч: ..~.. : 3 Contro/ from Erie Rf?. —‚ ‚‚ ’,',°:° I 3’: :. ; = .‚‚ ‚' | .sorveyedlog/alo. I _-Í- м Y* :Í nu une une юными’) но _ 1_._..——.—————.—.——————————————-———-———————’ --——-—--——--———----—— ’ STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. IOI ciated region, and in this section are several small lakes of glacial origin. About 25 per cent of the drainage area is under forest cover. A considerable part of the valley is cultivated and the hillsides have moderate slopes. A short distance above the mouth there are a number of oil wells, which have decreased to a small production. RESERVOIR PROJECT. (14-A). The topography of the valley is not favorable for a reservoir project, in compari- son with the formation of some of the other selected Sites. Inspection indicated, how- ever, that a dam could be placed about 0.2 of a mile above the mouth of the stream, above which point the valley widens considerably. Immediately at the stream, on line of the proposed dam, the rock surface is estimated to be at a depth of about 12 feet. Due to the peculiar formation of the valley and a projecting hill of gravel, which is situated on the west side of the stream, it is estimated, in case this dam is built, that it will be of earth, with a concrete spillway and a core Wall going down to rock. It is proposed that this site will only be used in case the French Creek project is abandoned, which might be the case if further investigations should show an undue amount of interference with railroad and other developments obtaining along that valley. As is mentioned in the description of the French Creek project, the idea of having the Sugar Creek res- ervoir was abandoned, as it would be involved by the backwater from the French Creek project. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 163 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 894,0о0,00о cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 67 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,150 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,070 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.4 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,714 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 29.0 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 708 acres Property Involved. Land below How line, 676 acres; marginal strip, 41 acres; total, 717 acres (15% wooded). Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 9; barns, 9; churches, 1; oil wells, 15; highway bridges, 1; high-grade highway, 2.1 miles. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 29,400 Embankment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 121,000 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 418,800 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5,800 Paving earth dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 32,300 Broken stone lining . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8,100 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 24,700 $ 640,100 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37,400 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17,600 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11,100 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19,600 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 725,800 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 834,700 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 934 IO2 ALLEGHENY BASIN. CUSSEWAGO CREEK. This stream rises in the southwestern part of Erie County, and Hows southwardly 36 miles, joining French Creek at tl1e city of Meadville, 28 miles from the Allegheny. The source, on the Allegheny­Erie divide, is 1250 feet above sea, and the average fall to the mouth, where the elevation is 1068 feet, is 5 feet per mile. The drainage basin has an area of 105 square miles, enclosed by a watershed whose greatest length is 20 miles and average width 5.2 miles. The surrounding hills have moderate slopes and are for the most part cultivated. About 16 per cent of the basin is under forest cover. The discharge at the mouth varies between a maximum of 5000 second­feet, or 47.6 second­feet per square mile, and a minimum of 3 second­feet, or 0.029 second-foot per square mile. There is a difference of about 16 feet between high and low water. RESERVOIR PROJECT. (1 5) . Т11е lower reaches of this valley are noticeably glacial, being filled up to consid- erable depth with drift, with the surface of the bottom land generally well leveled over and swampy. In this part of the valley, the hills slope to the edge of the bottom land or Hood plain with unusual regularity on each side for 10 miles above the mouth, there being practically no tributaries of any size. The general axis of the valley is rather straight, but the stream is exceptionally crooked and sluggish, Howing between very low banks, in a multitude of small bends, a distance of 17 miles in the reservoir length of 7.4 miles. On this account the profile of this project has been plotted on the line of the reservoir instead of following the meanderings of the stream as has been done with all other projects. The fall in this section is but 1.1 feet to the mile. A considerable part of the valley, including the bottom land, is fairly well farmed, and much of it is used for grazing. The annual small rises of the water inundate nearly half the area considered for the reservoir. The site selected for the dam is 2.1 miles above tl1e stream mouth. This is 1110 only dam of the 43 which would not have rock footings, according to our investigations of the sites. A dug well near the right bank indicates solid rock at reasonable depth; but from here to the end of the dam, on the left bank, it is considered that it cannot be reached, as wells driven in the locality, for municipal water supply, show rock to be nearly 100 feet below ground surface. An earthen dam is proposed, with a concrete core wall the entire length and height, founded on piles driven well into the drift formation. From end to end, along the upper edge of the wall, steel sheet piling would be driven to impervious material. The waste weir would be built on the rock end of the dam. The maximum capacity available at this site for How line elevation 1100 feet is 1,817,- 400,000 cubic feet. The studies, however, showed that this capacity is greater than need- ed for Hood control purposes, and the How line elevation was therefore lowered to 1092 feet, reducing the capacity to 767,800,000 cubic feet. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 103 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 767,800,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,840 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,092 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 7.4 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,279 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,249 acres FLOOD COMMISSION PLATE 31 PITTSBUQH, PENN’A. PROPOSED CUSSE WAGO CREEK RESERVOIR Pnoalor No-ls CRAWFORD COUNTYI PENN'A. Sonja in Foot |000 0 ‘000 й 5000 4000 5000 LITTLE COPNIPS Capscfŕy 768 Af/’///on Cubic Fear /Urea ??49 Ãc/‘ea и" ,_ _ŕwä v ŕÉŕŕ_W - АуегэуеЛ/дт 227.9 Feeŕ |060 _ 1 . .. L L ‚ч! о та‘ /ooo H. /500/ŕ то’! .rsoofî ‘I Jecŕ/an ŕhnoug/.~ Dam. ` |_|­r'r\.e сопнвнв 3. :‘. ‚о с в ё .0 Е :.°..°.o :2... Ё ' C ’ a о ’ с . , ‘а а ’. . ’ Е Ё -2. s ё’ э "со ‚ ‚ ‚ ‚ _ M _ ‚ ‚ _ _ ._ ._ М ‚ ‚ ‚ U Ц ‚ ‚ ‚ ‚_ HHH. _.,.„„n„_„.. ‚ г L ‚ _‚_‚ к ‚‚ ‚ ‚ то — ч :TJ l'..*v'~t:r:nJ-.l.1"l‘«Etì'.`fì.'Il`ç A‘;?+*Yj’L _ÍÚÍIL D 1090 ‘ |060 1_ L.. -_‚ ‚_ ‚ n_n ‚ 1vL_.„1_v._ŕ__d _ ___.. _1 1, ,1_4_‘i')66 O Contro/ and Topography by F/ood Comm/as/'on L_ Jvrvtyed Nay /9/0 таит Pl»¢ta.BA|.1c MD STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. IOS Property Involved. Land below How line, 2,139 acres; marginal strip, 400 acres; total, 2,539 acres (13% wooded, 43% зтатр) Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 8; barns, 3; ordinary highway, 1.5 miles; highway bridges, 2. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ `38,700 Embankment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 18,100 -Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 234,800 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,500 Paving earth dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 30,900 Broken stone lining . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7,700 0 Sheet ‘piling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,700 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 24,000 $ 458,400 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 49,800 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10,300 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4,200 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49,300 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 572,000 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 657,800 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 857 NORTH BRANCH OF FRENCH CREEK. This stream, which has been referred to as the headwaters of French Creek, rises in New York State, and Hows southwestwardly a distance of 36 miles to the junction with the East Branch at Le Boeuff, a small settlement on the Philadelphia & Erie Railroad, at the head of the main stream. The fall of the stream per mile is 15.1 feet,. much of the steeper part being in the upper portion, above the proposed reservoir. The elevation of the mouth is 1197 feet and the distance from here to the Allegheny is 62 miles. The drainage basin, area 217 square miles, has a full length of 26 miles and an average width of 8.4 miles, about half of it lying in the State of New York. About 23 per cent of the basin is wooded. The discharge rises to a maximum of 12,000 second-feet, or 56.5 second-feet per square mile, and in dry years drops to about 20 second-feet, or 0.094 second-foot per square mile. There is a difference of about 13 feet between high and low water. RESERVOIR PRoJEcT. (16). This is the most northern of all the proposed sites. The dam would have its loca- tion 1.2 miles above the mouth of the stream, and judging from rock exposures in the banks nearby, and in the stream bed, the structure would have rock foundation at slight depth throughout its entire length. Parts of several small settlements would be in- volved and some farming country of not very high grade, some of it being composed of patches of brush and swamp land. The backwater would also affect the village of \7Vattsburg, having about 300 inhabitants, located at the head of the proposed reservoir, several miles from the corner of New York State. This town was built up during the early lumber days but now appears to be on the decline. The maximum capacity of this site is used for Hood control. IO4 NORTH BRANCH OF FRENCH CREEK. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 216 sq.'mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,125,700,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 67 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,015 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,280 “‘ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9.5 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,980 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 21.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,281 acres Property Involved. Land below How line, 2,141 acres; marginal strip, 167 acres; total, 2,308 acres (17% wooded, 16% swamp). i Kimmeytown: dwellings, 1; barns, 2; highway bridges, I. Arbuckle: dwellings, 6; barns, 8; schools, 1; highway bridges, 1. Wattsburg: dwellings, 25; barns, 15; stores, 2; grist mills, 1; stables, 2; blacksmith shops, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 18; barns, 18; schools, 2; churches, 1; cheese factories, 1; ordinary highway, 6.1 miles; highway bridges, 1. Estimate of С ost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . .. $ 17,000 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3б7,400 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5,100 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 32,700 $ 422,200 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54,700 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103,700 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 5,600 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32,300 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 628,500 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 722,800 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 340 TIONESTA CREEK. Tionesta Creek, which, from the head of the Allegheny River, is the fourth large stream entering on the east, has its source in the southern part of Warren County, only four miles from the Allegheny. In its course of 57 miles it is quite winding, as from the head it Hows 10 miles northeastwardly, paralleling the Allegheny, contrary to the gen- eral drainage of the region, thence southeastwardly, thence southwardly and finally southwestwardly, until the Allegheny is joined at the town of Tionesta, on the left bank, 20 miles above Oil City, and 154 miles above Pittsburgh. For the lower 44 miles of its course the stream has a fall of 6.9 feet per mile, dropping to an elevation `of 1043 feet at the mouth. The watershed, with an extreme length of 54 miles, and an average width of about 13 miles, and with summits reaching altitudes of 1500 to 2000 feet above sea, encloses an area of 477 square miles and covers portions of Warren, McKean, Elk, Forest and Clarion counties. At the town of Kane, at the eastern end, and at the junction of Tion- esta-Kinzua­Clarion divide, the elevation is 2050 feet above sea. About 86 per cent of the drainage area is under forest cover, which includes 36 Square miles of burned over land and several tracts of virgin timber, aggregating 54 square miles, lying along the stream above Kellettville. ’ m. а d d .e OS . IO Ú. QD 11 I0 gn lr. Ia RD. yd м‘. md мо вы Et M0 Cœ ED.. т; ё C Dp vg Í mm „ч ш PM K,h ‚е Es Km M., ag Am w Ut но „в E ‚ш Fm r Г и шт. ‚ю Nn V uw B@ mw wi,... NV Í PLATE 32 ._ _ ‚ '-f-`­‘ ~.’¢"-~¥Á,\"> _ ‚рамки ~,-_.{««~__;.Y 4 1 J l \ в Ё‘; —‚ . '$3' ¢ ’ ' 1-; .“,‘_ ‘з ._"I(.« ' „.4 " Capacity 2’/?ó‘ Hi///'on Cub/'c /‘eef ‘ I/‘ea ?28/ Acres Average НИИ /980 Feel ’ дгрт 2/-5 ‚ \ —`/\_/-"’ Y |/` jf'\__,__ç;­;__ / _ г’ ‚/ ’_:Ё>„3иттв00пс у‘ ‚ Y FLOOD COM MISSION PITTSBURGH, Ремни. _ „_ PROPOSED о $‚‹‚‚,‘‚7;‚‚„‚„„‚‚„‘т’ NORT'A BRANCH OF FRENCH CREEK_RESEF?VOIR. PROJECT' N°48 ERIE coUN'I­Y,PENN’A. Selle In Fee’ ::__"'__'_._`__;­_ IUQO О ‘ЭОО 2000 SCO() 4000 5000 JUVA KIHMEYTOWN ё ъ ARBUQKLE WATTQBURO .S -13’ в * Ё Q Ё I -M s S ё‘ it Il Confro/ and Topography by F/ood Commiseioli surveyed Marcom/0- Thl. Lane BALnuoc»r Ines; [‘.­.T: "а .IP 0 s (.0 Of’. .O О sono. oo.. ons ...'. О 00.00. ‘О. ooo ...OI TIONESTA CREEK, PA., DECEMBER, 1910. View down stream, from a point 2 miles below village of Nebraska. PA., DECEMBER, 1910. ; village of Nebraska. TIONESTA CREEK, View down stream PLATE 33 FLOOD COMMISSION PIT TSBUPGH, PENN ‘А. PROPOSED ca if asso N'//'on с д’ г,” ` „ga“ 1 ‚т. ‘ ‘ jef” TIONESTA CREEK RESERVOIR Average ‚шт su reef Pnoaecr N°11 ‘ от” '05 ' FOPES1' OOuN'rv,PENN’A. . 4 seal. in Peer `¿Í„\ »ooo о |53 zooo sooo т Q0 -4`\\\\ Sœŕ/M Юта?!’ Од/п г нввпдзкд New1­owN MILLS g >` . ‚ о. .. Ё Её‘ Ё Ё : : :°° 3 ' ~ °. Ё ­’ "1 ' E E Ё .O P О ii 's 3 E ‘Ё т Т ‘_ т т: у 1 ‚ " " ‚ ‘ Г .' ÑT I Y T ’ . ‘т „и ч __ 1 I Нм bnc и“ паев‘ _ Í 1 ‚ L _ _ ___ l L „и IM _ ‘ R30 1:0 | 1 j i _ JL ‘- l з‘; ‘т 1 j i I + Т ‘ то mso _ ` .:. ,` - ‚ __ ‚ A ‚‚ ‚' —-— „É I ' . oso ‚т ___§L ‚ 1_ E ì 1 а д E si д -_ E ‚ ï Я E „,.. Control and Topography by F/ood Comm/ss/on Surveyed Ред /9/0 nu mno une n|¿n.uxro.nn STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 105 Т110 discharge at the mouth reaches a maximum of 21,750 second-feet, or 45.6 500- 0110-1001 рег square mile, and in extremely dry years, falls to 40 second-feet, or 0.084 second-foot per square mile. There 15 а difference of about 18 1001 between high and low water. The topography of the general valley is somewhat similar to that of the Clarion, ex- cept that on the lower reaches there is more wide bottom land. From the mouth to Kellettville, a distance of 17 miles, the valley has very attractive scenery. Along this part it is thinly populated, the hamlet of Nebraska being the only place worthy of note; but from Kellettville to Sheffield, small villages range along the stream several miles apart. At Mayburg, a short distance above Kellettville, an oil ñeld of limited area has been opened. Geologically, the stream bed, at least in the lower valley, is in a shale and sandstone formation below the thick Kinzua sandstone, which' is prominent here and there on the hillsides. The principal towns along the valley and their respective populations are as fol- iows: Clarendon, 930; Sheffield, 2500; Mayburg, about 100; Kellettville, 1500; Nebraska, about 200; Т1011051а‚ 800. REsERvo1R PROJECT. (17). Т110 general physical conditions are favorable for a storage reservoir of large ca- pacity with the dam located on rock foundations, 1.2 miles from the Allegheny River. The small lumber village of Nebraska, situated 6.8 miles from Tionesta, would be almost entirely flooded by the project. Fortunately, however, suitable ground exists at slight height above the proposed flow line for the accommodation of the village and other de- velopments of the valley. A small portion of the lower part of Kellettville will also be affected. Some of the' broad bottom land, which is mostly on the lower part of the project, is in a fair state of cultivation; but none of it would be classed, in its present state, as good farm land. The Sheffield & Т1011051а Railroad, an independent line built for the lumber business, operates one train with small passenger service each way, daily, between Nebraska and Shefñeld, 32 miles distant, connecting there with the Philadelphia & Ег10 Railroad. It was stated by good authority that in about eight years’ time the lumber business will probably cease to be an important factor in the valley. The saw mill at Nebraska has a daily capacity of 35,000 1001 board measure, and the box factory turns out about two carloads of manufactured box lumber per day. The estimates provide for removal of the railroad property to above How line of reservoir. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 477 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,629,600,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 103 1001 Length/ of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 800 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,150 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16.2 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 988 1001 Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 40.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,036 асгез Property Involved. Land below flow line, 1,561 acres; marginal strip, 224 acres; total, 1,785 acres (61% wooded). Nebraska: dwellings, 38; barns, 10; schools, I; churches, 1; stores, 1; saw mills, 3; grist mills, 1; highway bridges, 1; railroad bridges, 1; round houses, 1 ; machine shops, 1. In other parts of the 106 TIONESTA CREEK. valley are the following, which have been included in the estimate: dwellings, 20; barns, 15; schools, 2; saw mills, 1; highway bridges, 4; boiler houses, 6; ordinary highway, 3.3 miles; rail- roads, such as described, 10 miles of main line and 3 miles of branch line. Estimate of Cost. Dam ‘ Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . „й . . . . . .. $ 11,700 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 447,600 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,700 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 47,700 ——’————— $ 509‚700 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 29,000 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101,500 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17,500 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ­. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 204,000 Bridges’ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323,200 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1,184,900 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,362,600 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 376 KINZUA CREEK. Kinzua Creek rises in the central part of McKean County, Hows northwestwardly for a distance of 32 miles and enters the Allegheny River in the extreme eastern part of Warren County, at the village of Kinzua, on the left bank, 10 miles above the city of VVarren, and 202 miles above Pittsburgh. The elevation of the stream at the Kinzua via- duct of the Erie Railroad, 27 miles above the mouth, is about 1790 feet above tide, and the fall is 21.5 feet per mile from this point to the mouth, where the elevation is 1211 feet. _ Т110 drainage basin has an area of 169 square miles, practically all of which lies in McKean County, with its northern edge about nine miles south of the New York state line. It is just within the southern border of the high plateau that surrounds the head- waters of the Allegheny, and the topography over much of the region is rough, with deep and comparatively narrow ravines, the surrounding hills reaching from 2000 to 2200 feet above sea. As hard rock formation is evident in most of this region, and about 90 per cent of the basin is covered with underbrush and timber of varying size, it is thought that erosion does not occur to any considerable extent. At a number of places massive sandstone ledges are noticeable high on the hills and this formation overlies the shale which is along the bed of the valley. The discharge from the' drainage area of 162 square miles at Dewdrop, 3.7 miles above the mouth, since the establishment of a gaging station in October, 1909, has varied between a maximum of 3200 second­feet, or 20 second­feet per square mile, and 20 sec- ond­feet, or 0.123 second-foot per square mile. The maximum occurred in 1907, when there was a discharge of 7660 second-feet, or 47.3 second­feet per square mile; while in an extremely dry year, the How is estimated to drop to about 13 second­feet, or 0.08 second-foot per square mile. There is a difference of about 10 feet between high and low water. Beginning at the headwaters of the Allegheny, this stream is the third large tribu- tary, and the first that has favorable topography for a reservoir of any considerable size, on the lower reach of the stream. . TIONESTA CRE1-:K,_PA., DECEMBER, 1910. Vxew up stream, showmg crest of proposed dam. PLATE 34 Пинк LE \~"`\ís* FLOOD COMMISSION ‚‚ PITTsBuP0H,PENNI\. PROPOSED KINZUA CREEK RESERVOIR PROJECT' N°­2| WARREN AND MQKEAN COUNT|ES,PENN'A Capacity /878 /vi///'on Cvb/'c Feet Ага’ //9.5 Acres Average”/wh /34/ Fecf Ёдп! т rsf A ’ Depth 360 ' sooo 0 sooo' zooon sooo 4000 sooo О 5006! /00019 .îecŕ/on /ńrnyh 0am. MORRISON DUNKLE 0 ч 0 E ё Ё’ э ё й ё ё х ›‚ Е э ё з 2 s ё‘ ё“ ё‘ Ё ш г __ __ __ _ _ - _ _ — ___ _-_ _ ‚ ___— __ М I 'no F/on' Line ЕМ’ /320# ~|310 „., _ É L Г" м д" _ A Y _.-­ __ I П" то 1 _,_ _ ________ Ir -. ___ Т ‘по ‘ш Y­­»­«1alAJ~?; ï _ А ~` - _. то _ _-_ _ _ то | I I Confro/ and Topography by F/ooo' Comm/'sa/'on T»-¢ Lona мамы.‘ Baas. ha no Ha. Sur*/oyad „ми 19/0. Ф‘ STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. IO7 RESERVOIR PROJECT. (21). Т11е examination of the valley determined that it was possible to locate a reservoir in the lower reach, with the dam 2.7 miles from the mouth. It would involve, however, the relocation of a branch railroad and ordinary highways, the removal of a chemical plant, which has just been built to use up aconsiderable amount of small timber growth remaining on the hillsides, and the relocation of two small settlements, namely, Mor- rison and Dunkle. Suitable ground obtains above How line for the accommodation of all these developments. Nearly a mile above the proposed dam site, on low ground close to the left bank of the creek, the town of Dewdrop was located. This place was of some importance during lumber activities, but little now remains to show that it ever existed. The railroad, during the lumber industry, did a large business, but now oper- ates only several trains a week through the sparsely settled valley. There are no indica- tions that any great change will take place throughout its entire length, at least for many years to come. Some of the cleared bottom land for ten miles above the mouth is in a poor state of cultivation and a little of it is in pasture. At the site of the dam, judging from surrounding geological conditions, it is con- sidered that rock footings can be obtained a few feet under the bed of the stream. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 163 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,877,800,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 83 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,050 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,320 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7.3 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,341 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 36 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . .. 1,195 acres Property Involved. Land below How line, 1,093 acres; marginal strip, 104 acres: total, 1,197 acres (56% wooded). Morrison: dwellings, 23; chemical works, 1; barns, 10; cemeteries, 1; schools, 1; highway bridges, 1; power houses, 1; 011 wells, 3; saw mills, 1. At Dunkle and in other parts of the valley are the following, which have been included in the estimate: dwellings, 8; barns, 7; churches, 1; stores, 1; boiler houses, 1; 011 wells, 4; ordinary highway, 6.6 miles; railroad, such as described, 7.6 miles; highway bridges, 4. Oil evidently does not exist in large quantity, as the wells above mentioned are of very small production and the Held is not large. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 23,700 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . 453,300 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,100 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 25,500 ­--_-$ 505,600 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18,300 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 144,700 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47,700 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 168,000 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 889,300 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,022,700 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 544 801 TABLE No. 31. _ ‚ IMPORTANT FEATURES OF RESERVOIR PROJECTS. ALLEGHENY BASIN. .C1 ё E Darn Reservoir slâìlìgeîëìì 8 'Í 5 Ё ё Е’ .. Ё — Ф 3 Name ro ‘Ü m ё ... E il Í'. Ё ’S E 3 Ё ° @É .E а ‘Ё ‚2 ... ‘È È а 8 ‘в “т, в ‚О ш :›‚ 5'». ‘Ё „ 0 gj, ».23 5 Ё‘; ,.5 äii Él» "б fg “+5, ы’ В ` 3 Ё 6 ’âië en 95 2° Ё Ё 0 6 Ф E 2„ ‘а l ‘З E .2 Ё ‘а: ш 5 2 5 2 3 3 2‘ Ё °’ ff. ‘а ‚ о в .£2 ‚_ П: ‚д щ »-1 <1 <4 <1 о 5-1 to E-1 З Z .n D I l Mizee Sq. miler Feel Feet Feet Miles Feet Regi Aeree 0% 110110 No Aeree fg, Buffalo .............................. .. 1 11.7 98 100 .... 980 6.3 848 31.0 647 882.8 2.4 2 616 30 Loynlhnnnn .......................... .. 2 1.3 277 122 1370 960 19.1 1198 34.0 2778 4112.5 3.5 6 2621 5 36 Black Lick ........................... .. 3 0.3 414 63 1330 960 10.6 1037 25.0 1333 1454.7 1.0 10 1098 45 oroolred ............................. . . 4 0._2 287 94 1100 855 14.5 1085 39.0 1906 3255.7 2.7 7 1706 19 Mahoning No. 1 ..................... .. 5 13,6 385 108 925 1020 7.3 778 47.5 689 1421.7 1.0 8 451 71 Mahoning No. 2 ..................... .. в 20,9 335 143 740 1150 1.4.3 645 35.0 1554 2367.8 1.3 8 1244 50 Little sandy ......................... .. 7 0,1 78 111 590 1200 7.4 965 27.0 861 1007.5 2.5 2 786 24 N. Br. Red Bank ................... .. 8 1.5 101 83 1300 5.0 1233 41.5 747 1350.0 3.1 3 710 95 olerion No. 1 ....................... .. 9 0.3 1212 142 880 1000 23.6 708 57.5 2024 5067.0 1.1 12 1160 85 Clarion No. 3 . . . . . . . . . . . . . . . . . . . . . . . .. 10 35.9 874 128 800 1200 22.7 928 44.0 2555 4886.6 1,3 10 1843 77 olerion No. 4 ....................... .. ll 58.6 724 70 880 1260 14.1 711 29.0 1219 1537.9 0.5 5 825 73 East sandy No. 1 ................... .. 12 0.6 103 55 755 1010 1.7 553 28.0 113 137.7 0.3 3 93 57 East Sandy No. 2 . . . . . . . . . . . . . . . . . . . .. 13 2.3 96 57 620 1050 1.9 405 25.5 91 102.1 0,2 3 78 73 French ..... . . .. ..................... . . 14 3.4 1226 75 1550 1060 19.3 1387 23.5 3235 3323.1 2.0 10 2527 23 Sugnin... ............................ .. 14A 0.2 163 67 33150 111070 3.4 1714 29.0 708 894.0 1,3 5 676 15 oussewngo .......................... .. 15 2.1 103 19 32840 bl092 7.4 2279 8.0 2249 767.8 2.5 5 2139 13 N. Br. French ...................... .. 16 1.2 21.6 67 1015 1280 9.5 1980 21.5 2281 2125.7 2.5 6 2141 17 Tionesta. . . . . .. ...................... . . 17 1.2 477 103 800 1150 16.2 988 40.5 2036 З629.6 1.9 11 1561 61 Allegheny No. 1 ..................... .. 18 138.6 4272 63 810 1056 16.3 1206 27.5 2379 2876.3 1.9 10 1.066 55 Allegheny No. 2 ..................... .. 19 154.9 3652 66 1670 1113 15.9 1701 34.5 3257 4877.9 3.3 10 1737 27 Allegheny No. 3 .... .............. .. 20 170.8 3488 54 1415 1158 14.7 1384 25.0 2461 2663.6 2.1 10 1331 36 Kinznn .............................. . . 21 2. 7 163 83 1050 1320 7 .3 1341 36.0 1195 1877.8 2.4 5 1093 56 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. c8454 35610 49725.8 . 26826 . Average ‚ _ ‚ ‚ , , _ _ _ _ ‚ ‚ ‚ ‚ ‚ ‚ , ‚ _ ‚ ‚ ‚ _ ‚ ‚ _ ‚ . . . . . . . . .. 86 1113 .... 12.6 1112 32.5 1696 2367.9 ... .. 1278 . . Notes: a. This is total length of crest. Length of spillway Oussewago is 5-50 feet, and Sugar 890 feet. b. This is crest of spillway. Crest of darn Oussewago is at elevation 1102, and Sugar 1076. c. Area controlled. Sugar is not included in totals and averages. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. IO9 MONONGAI­IELA BASIN. YOUGHIOGHENY RIVER. The Youghiogheny, as a branch of the Monongahela River, is the most important commercially, the largest in area of watershed and the second in length of stream, the Cheat River being the longest. It rises in West Virginia, on Backbone Mountain, near the southwestern corner of Maryland, at an elevation of 2900 feet, Hows in a northerly course through Maryland and passes into Pennsylvania in the same general course, reaching the town of Confluence 12.5 miles north of the state line. From Confiuence, the course is northwesterly to the Monongahela, which it joins 15.6 miles above Pitts- burgh, at the city of McKeesport, on the right bank, at an elevation of 715 feet, which is the elevation of slackwater pool No. 2. In the total length of the stream, 123 miles, the average fall per mile is 17.7 feet. The length of certain reaches and rate of fall per mile are as follows: Beginning at a point 17 miles above the Baltimore & Ohio Railroad bridge, just west of Oakland, ele- vation 2500 feet; thence to Round Glade Run, 23 miles, 6.8 feet; to Friendsville, 16 miles, 54.9 feet; to Confluence, 18 miles, 8.4 feet; to head of falls at Ohio Pyle, 10 miles, 10.6 feet; to foot of falls,`2 miles, 47.5 feet; to Connellsville, 14 miles, 17.7 feet; to West Newton, 25 miles, 5.0 feet; to the Monongahela (pool No. 2), 19 miles, 1.3 feet. The watershed, with a length of 87 miles and average width of 20 miles, encloses an area of 1732 square miles, which drains portions of the following counties: Pres- ton, West Virginia; Garrett, Maryland; Fayette, Somerset, Westmoreland and Alle- gheny, Pennsylvania. This stream, like the Cheat, has no tributary worthy of mention entering on the left, the divide on this side from source to mouth being quite close to the stream for most of its length, ranging from two to five miles, and at one point being nine miles distant; while on the right or east it ranges from ten to eighteen miles and at several places is nearly thirty miles distant. On the east the principal tributaries are as follows: Casselman and Laurel Hill, both joining at Confiuence; then in order, down- stream, Indian Creek, jacobs Creek and Big Sewickley Creek* Topographically, geologically, and also historically, the Youghiogheny is one of the most interesting streams under discussion. The country of the greater part of the basin is rough and many of the small tributaries, particularly in the upper region, flow through deep, narrow and thinly-settled ravines,the slopes of which are generally wood- ed. Backbone Mountain, which has a northeasterly and southwesterly trend, forms the watershed above the head of the main stream, with a maximum elevation of about 3400 feet, south of Oakland. This range, in Pennsylvania, has the name of Savage Moun- tain and in that state is about six miles to the southwest of the Allegheny Mountain. In the upper half of the basin five well-defined mountain ranges cross with promi- nent effect, in a northeasterly and southwesterly direction, through the generally broken surface of the region, the altitude of the crests ranging from about 2300 to 3100 feet. A notable feature is that the Allegheny Mountain, extending from the interior of Penn- sylvania, does not form the entire southeastern rim of the basin, but passes through a small projecting end at the state line northwest of Cumberland, Maryland. This is caused by a tributary of the Casselman breaking through the mountain in its meanderings from the source, which is on the Savage range, and in this way pushing back the watershed at this one point to that range. The range next to the northwest is Negro Mountain, whichîhas its existence to any marked degree only within the Youghiogheny Basin. This range crosses from a point about two miles east of Rockwood, on the Casselman River, and converges with the Allegheny range northeast of Oakland, on the approach *Also called Sewickley Creek. I IO YOUGHIOGHENY RIVER. to which junction point, in Maryland, it is called Meadow Mountain. Meadow Moun- tain reaches a height of about 3050 feet, near the state line. Laurel ridge, with alti- tudes of 2300 feet, is next to the northwest, and is cut by the main stream about four miles below Confluence. Chestnut ridge, with elevations nearly the same as Laurel, crosses three miles above Connellsville. At both these ridges the stream valley is deep- set and gorge-like, the water at the latter havingan elevation of 940 feet. 'The greater part of the forest cover, which aggregates about 49 per cent of the drainage area, is found upon the crests and slopes of Chestnut, Laurel and Negro mountain ranges. From the foot of Chestnut ridge to the mouth, the basin is practically denuded. Above Confluence, the main stream flows parallel to the ridge structure, but below that place it breaks through nearly at right angles. From below the railroad bridge, near Oakland, to several miles above Friendsville, the valley proper is narrow, rugged and almost.uninh_abited, the stream falling over rock ledges and immense rockiboulders that have dropped from the slopes. From F riendsville to a point several miles beyond Confluence, the vallelO widens considerably, and the stream, for the greater part of the distance, Hows in level flood plains, which are in pasture or cultivation and alternate from side to side. Bottom land obtains at numerous places, from Dunbar Creek, above Connellsville, to the Monongahela, and upon these areas are located thriving coal min- ing and manufacturing towns. Connellsville is the heart of the famous coke producing region. The maximum discharge above its confluence with the Casselman River is esti- mated at 24,000 second­feet, or 55.5 second­feet per square mile. The minimum record- ed discharge is 23 second­feet or 0.053 second-foot per square mile, which occurred in 1908. The difference between high and low water is about 16 feet. At West Newton, where the fluctuation between high and low-water stage is 28 feet, the maximum dis- charge is estimated at 62,000 second­feet, or„40 second-feet per square mile, and the minimum at 12 second=feet, -or 0.0077 second-foot per square mile. The following railroads are located in this valley: From McK_eesport, on the Mo- nongahela, at the mouth of the stream, the main line of the Pittsburgh Division of the Baltimore '& Ohio Railroad follows along the right bank to Confluence, ffrozn which place it passes up the Casselman toward Cumberland. А branch of this road with light traffic extends to Friendsville. On the left bank is the Pittsburgh & Lake Erie Rail- road from the mouth to Connellsville, where an extension is now being made by the Vvestern Maryland Railroad via Confluence and the Casselman River. The principal towns and their respective populations are as follows: Oakland, Md., 1370; Friendsville, 470; Somerfield, Pa., 180; Confluence, 890; Ohio Pyle, 540; Connellsville, 12,850; Dawson, 850; Smithton, 780; \7\/est Newton, 2,880; Suterville, 920; Versailles, 1,440; M­cKeesport, 42,690. ц r1`he Pittsburgh Coal bed of the Monongahela River formation obtains and is mined extensively along the 27 miles from the mouth to Jacobs Creek, from Dawson to Connellsville, and on the tributaries below Jacobs Creek. From Confluence to be- yond Oakland, coal beds of the Allegheny formation, apparently of changeable character, underlie the Monongahela measures. The horizons of the beds vary from a considerable distance below to high above the stream bed. In 1848, the Youghiogheny was made navigable from the mouth to West Newton, for boats of 4-foot draft, by two locks and dams, each of about 14 feet lift. The dams were destroyed by a flood in about the year 1865, however, and no attempt has since been made to restore the slackwater navigation. Under present conditions, the river is navigable up to Boston, a distance of about five miles. Studies are now under way by \\ YoUGH1ooHENY RIVER, PA., D1:c1­:'MBER, 1910. V1ew up stream, showing crest of proposed Dam No. 1. YOUGHIOGHENY Rlvl-zn; MD., DECEMBER, 1010. View up stream, showing crest of proposed Dam No. 5. .U mm m.­.<.._n_ W 5 nr.. «E .immun ~xoI..r.in nld.. к: *PQR :QN .VSN ‚дай. Её ÈÉS. Ёэбьи #EG Ёа. ~ aofo/Jg fuwí/H Оп-Щгц-ШШЕОИ .Q aQ\&w. nsw »ik .SQ àà. ъРЁСЗ .n>.u>.Sm. ÈSEO ÈPQ ÈLÉQU .co,ì.2ÈÈe.o basl Ё b\o.m,`moQ§ . и, а S30 .‹ .Sum ‚о: Shi 303; пока‘ ‚ Én nh.; *obl u.`§b Qo.`\È\\ œńb \_.\.ômQ.~O «IUE с. 0_ПОЮ .<.ZZM.u `@.00 РЩИШШЕОЮ OZ< m|_.L.N>ШШФШЁ ШЩЁШ >ZmIUO_IODO> numOa0œm .<`ZZml`I0t Dmw.__L._A 20592200 DOOJL OQO). »onse OO’ ь... .... OCI.. I.. . .OI .¢.‘. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. III the United States Engineers to determine the advisability of constructing locks and dams to give a navigable depth of 8 feet up to West Newton. As the Youghiogheny is a particularly troublesome Hood-producing tributary, a careful examination was made to obtain reservoir storage on its lower reaches and on the branches thereof. The topography was found to be favorable for large storage ca- pacity, but the coal formation and developments, together with the towns and settle- ments, generally on low land, and railroads on grades comparatively close to stream surface, discouraged any attempt to obtain sites of considerable capacity on the main stream or its affluents below the town of Confiuence. Of the sites selected, two are between Confluence and Friendsville and three above the latter place, the upper one backing water along the Little Youghiogheny to Oakland. By careful adjustment of flow line it was found possible, in the aggregate, to obtain considerable storage without overfiowing important settlements. The Baltimore & Ohio Railroad branch, however, is involved for much of the distance to Friendsville. These projects were not entirely surveyed, in detail, by the Flood Commission, but a survey was made at the site of each dam. Along the stream, in project No. 1, cross-sections were taken of the valley and the control for the map based on county surveys. The United States Geological Survey maps, supplemented by field observation, formed the basis of computations for the other projects. Careful levels, based on gov- ernment bench marks, were run along the stream from Confluence to Oakland. REsERvo1R No. 1. (28). This site, as now proposed, would have the location of its dam 1.1 miles above Confluence, 71.1 miles from the mouth, at the Monongahela River, and 87 miles from Pittsburgh. Geological conditions appear favorable for rock footings at slight depth be- low ground surface for the entire length of dam, and estimates have been made for reaching it at a depth of 12 feet. A study of the coal structure was made from the best available data, and it would seem that for a distance of about one and a half miles along the stream, the outcrop of the Lower Freeport coal would be below the pro- posed Нож’ line of reservoir, while for the remainder of the distance it would be well above, on account of the lreasures rising in that direction. The Upper Kittanning coal, it is understood, appears at stream bed in the lower portion of the site, but at other parts is some little distance below. It is said that the beds have from 30 inches to 36 inches of coal of fair quality. About six miles of the branch railroad would come under Нож’ line and a very small part of the village of Somerñeld, which place is about one mile below the end of back- water. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 431 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 648,8o0.00o cu. ft. Height darn above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 44 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . 635 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,360 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7.6 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . .. 786 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 20.5 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 731 acres Property Involved. Land below Но“; line, 470 acres; marginal strip, 95 acres; total, 565 acres (20% wooded). Somerfield: dwellings, 8. In other parts of the valley are the following, which have been in- I I 2 YOUGHIOGHENY RIVER. eluded in the estimate: dwellings, 3; barns, 2; 1 small coal mine; ordinary highway, 4.1 miles; railroad, 5.9 miles of branch line. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ $ 13,700 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 183,300 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,500 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19,500 $ 218,0о0 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 17,400 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12,600 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 225,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 473,000 Total, plus 15% for engineering a11d contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 543,900 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 838 REsERvo1R N0. 2. (29). The proposed location of the dam is at the Pennsylvania-Maryland state line, 13.1 miles above ConHuence and 83.1 miles above the mouth. At the site of the darn solid rock is in view in the bed of the stream and outcroppings of sandstone and shale on both hillsides. The property below How line is not of material importance, except that the railroad is again involved and the outcrops of two beds of coal varying in quality and ranging in thickness from 24 inches to 36 inches. These beds, judging from available knowledge, are the Upper and Lower Freeports and are between stream and flow line at the dam, while southwardly both rise until they get well above How line about two- `thirds up the project. The underlying Upper Kittanning would probably be under How line for a short distance near the head of backwater. An additional capacity of 983,600,000 cubic feet could be obtained at this site by increasing the height of the dam to 96 feet, but this -storage was found to be unneces- sary for Hood control purposes, though it might later be found advisable for other pur- poses. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 394 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,547,100,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 76 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,270 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,465 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5.3 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,452 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 38.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 940 acres Property Involved. Land below How line, 797 acres; marginal strip, 68 acres; total, 865 acres (11% wooded). Selbysportz dwellings, 10; barns, 4; highway bridges, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 15; barns, 6; grist mills, 1; 1 small coal mine; ordinary highway, 5.3 miles; railroad, 4.3 miles of branch line; railroad bridges, 1; high- way bridges, I. М _W |rß0ûM>mJNO w...:>w0Zu_an :RQ annee@ coìoom. ‘ben ь ЦЧН ol@ . uo! ll. а О! oo! si 0000 °°O_ O 00°. « Il E 0.00% Tn.._>œœmwmœ ШЩЁШ >ZmIOO_I@DO> . _ .Qe.`b.2È Omwûnoan Emoam>mJmw 0 bâì .S Emo ‚а «tm E Èâîmeqñ suben. хо .Sb \n...a<2 _>._.2зо0 Irc.mma<0 _M02 lrowwoœl .V62 Ш_О>Ш.ШФШШ ШШ>_Ш >ZmT_OO:I_ODO> ОШИОЦОШЦ .<`zzma .Ioœ3mm.P.§.„„ ZO_œm_£2OO OOOIE _«QG xsl . QSœw.`ÈEeu .QSE È E00 „В vtm. È xcqmumomnh «пьет. ъогёи ì..„.ì.oBw0 .hä ESQ buqîuxœb Qmä. Dunn ОИОМ н у и „м. у ш W ж. Её Smäîî â.i..vu,n .M И ...E2 .mien ь W „и Ё _ .-‚. м и, _ im è.;k`.<~. .‚ _ щ . een sâä . „док За §°.S.ë..cv..v. hokuw . Sb шок‘ „век 0.5@ äìì ьЁ È“ „S0 mm w._.m._.2noo ._.._.maœ&mwm& ШШ>Е >ZmIOO_IODO> OmwOn_Oœû .<_zzma_1om:mw.F:a ZO_wm_22OO OOOIE .§_0....,_EEe.o _oeêl È ENQ Ё оёч È Èumlmemf. «ouen >.m`CPp ìo\..meìu.w .wö ‚Ещё bunëmsub unì .nä SAQQ ‹ ЁЬК Rn ЁЪЁ вчюкоцч иёкч‘ kàn IOL». .Smm Ego âìì nä. Èunqwo ENQ .\,à..8e_ S.i„».„. Q QS. ь »È :È STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. II5 the source. This reservoir is the highest of all the proposed projects, the elevation of its How line being 2370 feet. It is also to be noted that it has the shortest crest of all the dams proposed. Solid rock appears in the Stream bed and conditions indicate that throughout the remainder of the length of dam it can be found at a few feet below the present surface. The slope of the stream Hattens off considerably in this reach, the rate being 7.3 feet per mile, which appears to be about the rise of the coal measures south- wardly. The stream, instead of cutting down through, evidently Hows over the rock surface of one of the strata. The Upper Kittanning coal bed, it is estimated, would be involved in the lower five miles of the project. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 160 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 844,600,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 55 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 410 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,370 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7.5 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 877 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 24.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 797 acres Property Involved. Land below How line, 756 acres; marginal strip, 130 acres; total, 886 acres (90% wooded). Along the valley are the following, which have been included in the estimate: ordinary highway, 0.3 mile: highway bridges, 1. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 4,600 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86,600 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,400 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16,500 $ 1о9,1о0 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9,800 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 118,900 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136,700 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 162 Total Hood control capacity of live projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4,730,700,000 cu. ft Total cost of five projects . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $2,663,800 Total maximum capacity of ñve projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8,969,500,000 cu. ft. The low­water How ofI this stream during the summer months, especially in a dry year, is so small that water power without the aid of storage is not worthy of consideration. In each year, however, there are frequently high stages from which a large storage is obtainable, and it is believed that with the proposed group of reser- voirs, or some of them, built, a development of commercial importance is possible with proper regulation. The most favorable location for utilization is at Ohio Pyle, where at one point, near the head of the falls, there is a direct drop of about 30 feet, while the total fall of the stream in a distance of about two miles is 95 feet, which could readily be increased to about 125 feet by suitable works. ­ LAUREL HILL CREEK. Laurel Hill Creek, and practically its entire catchment area, is in the extreme western side of Somerset County. It rises a few miles west of the town of Somerset, 116 LAUREL HILL CREEK. Hows northeastwardly four miles, then turns abruptly to the left, following a rather direct southwesterly course, paralleling Laurel ridge, which is about four miles to the west, and, after traveling a distance of 30 miles, joins the Youghiogheny River at the town of ConHuence, at an elevation of 1313 feet. As topographic surveys do not cover this basin, or in fact any of the others in Somerset County, little detailed information can be given. The hills forming the divide surround the drainage area in the shape of a paral- lelogram, the extreme length of the basin being 22 miles, the average width about 6 miles and the area 128 square miles. The upper end of the basin reaches an altitude of not less than 2900 feet and the higher parts of the crest of Laurel ridge probably hold levels only slightly below this to a point near the Youghiogheny River, while the ele- vations of the eastern divide appear to be considerably lower. About 65 per cent of the drainage area, including the greater part of the western half of the basin, is wood- ed, but small areas on the Hats of the immediate valley are under fair cultivation with occasional groups of maple trees and sugar camps. The banks of the stream are.not thickly populated; in fact, no habitation whatever occurs on some reaches of great length; but on the lower portion, a railroad of small traffic has been extended to Hum- bert, 6 miles from C0nHuence, and at this place coal is mined for commercial purposes on a comparatively small scale and with apparently uncertain success, as the mine has not been worked for some time and the village is largely deserted. About four beds, running in thickness from thirty to forty inches, are said to be in the valley, several be- ing of good quality, though, in places, somewhat distorted in form. The maximum discharge at the mouth is estimated as 5800 second­feet, or 45.3 second­feet per square mile, while in extremely dry years, as in 1908, the stream goes dry. The difference between high and low water is about I6 feet. RESERVOIR PROJECT. (22). The mouth of the valley is wide, Hat and cultivated, this condition reaching up the stream to Humbert, and the selection for the dam was made at the first favorable point, which is 5.2 miles above the mouth and 91 miles from Pittsburgh. The length of crest and height of dam are considerably over the average of those within the Monongahela watershed, but as the capacity secured is greater than the average, and the property damage is not unusually high, the project is considered a valuable addition to the control of the Youghiogheny River. The mining village of Humbert would be totally involved, the dam being located only 0. 5 of a mile below. About 1.5 miles of the railroad would come under How line, as well as the Clarion coal bed for the entire length of the reservoir. This coal is said to be about thirty inches in thickness, dirty, and with the bed broken. The other coal beds, accord- ing to available data, are above the proposed level of the How line. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 114 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,438,400,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 125 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,140 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,510 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.4 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.357 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 59 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 561 acres PLATE 40 /‘Ps//road dr/@G H U M E E RT ///y/m/ay Er/We Capac/'ŕy изв M////on 61/o/'cFeeŕ Ares J6/ Acres Arrrayeŕrldlb /357 Рас‘ ' Dcpńb 530 ' FLOOD COMMISSION PWTSBURGH, РЕМНИ. PROPOSED LAUREL HILL CREEK RESERVOIR PROJECT N°-22 SOMERSET COUNTY, ремни. Scale infect i000 О ЮОО 2000 3000 confro/ and Topography by Flood Comm/‘ss/‘on .$1/rveled Jul! /$10. п.‘ шип Вин-мс’. рад-дед» м; STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. II7 Property Involved. Land below flow line, 503 acres; marginal strip, 57 acres; total, 560 acres (78% wooded). Humbert: dwellings, 36; barns, I; schools, 1; stores, I; hotels, 1; power houses, 1; coal mines, 1; highway bridges, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 4; ordinary highway, 5.1 miles; railroad, 1.5 miles of branch line; railroad bridges, I. Estimate of С ost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 28,500 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 817,800 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9,200 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 20,300 -___ $ 8759800 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10,800 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42,200 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10,600 Railroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 99,000 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . 5,300 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1,043,700 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,200,300 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 834 CASSELMAN RIVER. The Casselman River rises in Garrett County, Maryland, in the point of convergence of Negro and Meadow Mountains, flows deeply set between these two ridges in a north- easterly course, entering the State of Pennsylvania 20 miles from the source, and after reaching the town of Meyersdale, turns to the northwest, and just to the east of Rock- wood, rounds the northern limit of the main part of Negro Mountain, from which place it runs southwestwardly to the Youghiogheny at Confluence. The stream has a length of 60 miles, and falls from an elevation of 2740 feet to 1313 feet by three long reaches, the fall per mile of each being as follows: Source to the state line, 20 miles, 34.2 feet; thence to Markleton, 26 miles, 15.3 feet; then to the month, 14 miles, 24.6 feet. About 57 per cent of the basin is under forest cover, most of this being on the steep slopes, which are of frequent occurrence in the thinly­settled parts, not only on many of the tributaries, but on the main stream. The lower coal measures obtain, at least throughout a large part of the basin, and are extensively mined in the Meyersdale vicinity and at other points along the upper portion of the valley. The maximum discharge at the mouth is estimated to be 20,000 second-feet, or 44.6 second-feet per square mile, and the minimum 9 second-feet, or 0.02 second­foot per square mile. The difference between high and low water is 17 feet. The main line of the Pittsburgh Division of the Baltimore & Ohio Railroad tra­ verses 29.5 miles of the Casselman, from the mouth to Meyersdale, from which place it ascends Wills Creek, which is the main afñuent. From Meyersdale a branch railroad ex- tends a number of miles up the main stream. The Western Maryland Railroad is now building a line along the Casselman, paralleling the Baltimore & Ohio Railroad. The larger towns, or those which have been incorporated, and their respective populations are: Meyersdale, 3740; Salisbury junction, 890; Garrett, 850; Rockwood, 1300; Cassel- man, 170. The last named is about 17 miles above the mouth. The topography and the slope of the stream are favorable for storage on a large 1 18 CASSELMAN R1vER. scale above the l\/Iarkleton vicinity, and there would be little interference with settlements if proper adjustment of flow line were made; but the damage to railroad property would make the projects too costly and it would very probably be impossible to make the neces- sary changes satisfactory to railroad requirements. The only part of the valley consid- ered available is in the reach of twelve miles below Markleton, where, to secure a storage worthy of attention, it was necessary to form a group of reservoirs in five short and com- paratively low steps, owing to the steepness of the stream and the railroads along the banks. The geological indications are that all the dams would have solid rock founda- tions, at depths ranging around five to eight feet. ' The fourth reservoir from the mouth has the highest cost per million cubic feet of storage of any of the Monongahela projects, and in this feature is exceeded only by the Allegheny project, East Sandy, No. 2. The high unit cost of all ñve Casselman pro- jects, the~ average being $2,127, is due to the small capacities that are obtainable, and in- dicates that storage along the available reach of the stream is not economical. REsERv01R N0. 1. (23). This project, the smallest of the group, would have its location 4.2 miles above the mouth of t-he stream and 89.8 miles from Pittsburgh. The mouth of the valley is wide, but at the place selected for the dam, a short distance above the small village of Harnedsville, the hills are reasonably close together and the railroads sufficiently high to permit of a structure of suitable height. Nominable coals, so far as known, are with- in reach of any of the projects. It is to be noted that this reservoir is the shortest and has the lowest masonry dam of all the projects considered. -As there is no property of unusual value or worthy of special mention that would be involved on this project, nor on the others above, it seems unnecessary to go into detail further than to give the locations and important features of each reservoir. The sites are distant from the mouth as follows: No. 2, 5_3 miles; No. 3, 7.1 miles; No. 4, 9.3 miles; No. 5, 10.8 miles. The last project would have its dam immediately above the proposed crossing of the Western Maryland Railroad and the end of backwater would be a short distance below Markleton. The important features and estimated cost of reservoir No. 1 are as follows: Important Features. Drainage area above dam . . _ . . . . _ . . . . . . . _ _ . _ . . . _ . . . . _ _ . _ . . ._ 408 sq. mi. Capacity of reservoir . . _ . . . . . . . . . . . . . . _ . . _ . _ _ _ _ . . . _ . _ _ _ . . . ._ 66,300,000 cu_ft. Height dam above stream _ . . . . . . . _ . . . . . _ . . . . . . . _ . . . . . . . _ . ._ 29 feet Length of crest.> _ . . . _ . . . . _ . _ . . . . . . . _ . _ . . . _ . . . . _ _ . . . . _ _ __ 740 “ Elevation of crest . . _ . . _ . . . . . _ _ . . _ . . . _ . . . . . . _ . . . . . . . . . _ _ . . __ 1,399 “ Length of reservoir . _ . . . . . . . . . . . _ . . . . . _ . _ . . . . . . _ . _ . . _ . . . . ._ 1.1 miles Average width _ . . . _ . . . . . . . . . . . _ . . . . _ . . . _ _ _ _ . . . _ _ _ _ . . _ _ . . ._ 583~feet Average depth . . _ _ . . . _ . . . . _ _ . . _ . _ _ . . _ . . . . . . . _ . . _ _ . . _ _ . . . ._ 19.5 “ Area of surface _ . _ . . . . _ _ . _ . . . . . _ . _ _ ‚ . . _ . . . _ . _ _ _ _ . . _ . . . ._ 77 acres Property Involved. Land below flow line, 50 acres; marginal strip, 15 acres; total, 65 acres» (68% wooded), Scattered throughout the valley are the following, which have been Í1’1C111d€d in the Cstîmatcî dwellings, 1; barns, 1} saw mills, 1; small tramways, 1. CASSBLMAN RIVER, PA., DECEMBER, 1910. Vlew down stream, showing crest of proposed Dam NO. 2. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. II9 Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 8,000 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95,500 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 600 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,700 $ 119,800 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 900 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,600 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 122,300 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 140,700 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,122 REsERvo1R No. 2. (24). Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 403 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 99,600,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 50 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 610 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,440 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.8 miles Average width. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 472 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 101 acres Property I nvolvecl. Land below Но“; line, 72 acres; marginal strip, 23 acres; total, 95 acres (90% wooded). Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 2; saw mills, 1. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 8,000 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 161,600 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 600 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,700 —-——— $ 185,900 Land . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 800 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,900 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 189,600 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 218,100 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,189 REsERvo1R No. 3. (25). Important Features. Drainage area above darn . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 389 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 141,000,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 56 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 640 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,495 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.0 miles Average width . . . . . . . . . . . . . . . ..` . . . . . . . . . . . . . . . . . . . . . . . . . .. 488 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 120 acres I 2O CASSELMAN RIVER. Property Involved. Land below How line, 85 acres; marginal strip, 24 acres; total, 109 acres (96% wooded). Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 2; grist mills, I ; ordinary highway, 0.2 mile; highway bridges, 1, Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 9,100 Concrete .` . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 182,700 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 700 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,700 $ 208‚200 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 800 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3,200 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,100 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13,900 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 227,200 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 261,300 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,853 RESERVOIR N0. 4. (26). Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 388 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 119,800,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 62 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 710 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,562 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.5 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 603 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 25.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 109 acres Property Involved. Land below How line, 83 acres; marginal strip, 19 acres; total, 102 acres (85% wooded). Scattered through the valley are the following, which have been included in the estimate: dwellings, 2; barns, 1. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 10,200 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 225,900 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 800 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15,700 —— $ 252,600 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 900 Buildings Ä . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,600 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 255‚100 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 293,400 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,449 I RESERVOIR No. 5. (27). Important Features. Drainage area above darn . . . . . . . . . . . . . . . . . . . . . .’ . . . . . . . . . . .. 383 sq. mi. Capaéity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 192,90о,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75 feet .0000 О... CASSELMAN RIVER, PA., DECEMBER, Iglo. View down stream, showmg crest of proposed Dam No. 3. Mn., DECEMBER, 1910. Шаг just above Kendall. YOUGHIOGHENY RIVER, Vlew up stream, from br PLATE 41 _r _~`______n­_ 1 A \_\ \ / \_/ N°5 иго _ ,_ “oo о som soo# .soo в” Y ч S¢Cŕ'/0/7 /f7.f`0(/9/1 дат ‚зад I _ »ssa I ‹ — I Isso _ о 300# 600# o soo# tooo ‚до _ ‚ Sec#/on ŕ/»rough Dam весит #7/‘oug.b Dam 0 .wom под Sec#/on .fńrovy/7 D0/n FLOOD COMMISSION PITTSBURGH, РЕМНИ Se с ŕinn ŕ/bro:/9!) Dam RROROSED CASSELMAN RIVER RE SERVOIRS N°*I,2,3,4 AND 5 pnoJEcTs 23, 24,2s,zeAND27 N°­/ М’? НЧЗ Н°4 /У°‘5 SOMERSET COUNTY, PENN IA. Caper:/fy /;v'M/'///on сим Feef 66 юо ш /îo /.93 Are» in Acres 7'/ fo/ /20 /09 из Average лит т Fee# 588 47? 488 603 50? scale In re., п дар,” ' ' ’9°5 255 270 250 3"” ‘от юоо- zooo ‘s00oî_4:¿o¢’?'eÃooo U \‚ Ё‘ ‹‚ “ì ъ " 2 Ё Ё E Ё E Ё Q Е Е а Е а E а ё” S ё |540 I ___ _ ,__ -_ ____ ____ ___ _ _________ 1____-___-________1__-.__-__-_„__.__ __ _ ‘его _ I _-_ __ _-_ .____„_____`II__„_____ _____-¿___________„__-__ ‚ woo д; _ _¿___ _ ; _ ‚ - @___ _ ,_ asso I __ ‘_ Т I ‚ I __ Í _ „М, ‚ш I д I _ ,_ __ __ 'E/.5f_2_î„ „_ то 1 _ ____L _L I _ _ Í то 'F I -__ _I _ _ _ » Í-, Y ’ _ L _ |500 ___ _ ____ __ _, ___ ‚‚ I A' 5/’lf N I r _ _ _ 4 E Y I4“ 1 TL I blij.“ _E т 7 .т_'‚. ..‘.. ` _ ИЗО I __ ‚ _ -‚:__; ——— 4 :_1 О I р 'Q О ‘м. ‚но 4: . fion' L/ne ‘Пак /4406*. ‚ 1 L " _ L ° ° 1 Q ¿__ иго .L_ O ‚ ‚ и I и ——— ' L —_ ‚ ‚ _ _ _-_ —- Isso - ' _,__ ‚ ._______.`1I_____ ' _ ,~ ____ ___ Isso _ _ _§I_ _ ___ _ __ r ‘ ___ _ î _Í Confßp/ and Topography oy F/ood (,`or1'2r1'1iss/onA Surveycd ./unels/0 Tu Lone Bmmuzmc Pausa baue Mo т-Т oon?. Q1¢o\o »sv ` ...JO ..~cU О. . п... STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. I2I Important Features.-(Continued.) Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 755 feet Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,625 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2.4 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 502 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 31.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 143 acres Property Involved. Land below How line, 100 acres: marginal strip, 29 acres; total, 129 acres (85% wooded). Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 2; barns, 2. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 12,400 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 318,400 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 900 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15.800 $ 347,500 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,100 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,800 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 351,400 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 404,100 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,095 Total capacity of live projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 619,600,000 cu. ft. Total cost of five projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,317,600 СНЕАТ RIVER. The Cheat River, or its uppermost branch, the Shavers Fork, rises in the northern part of Pocahontas County, West Virginia, and Hows in a general northerly course, joining the Monongahela at Point Marion, in Pennsylvania, one mile north of the state line and 89.8 miles from Pittsburgh, by river channel. The source is in the point of coalescence of Back Allegheny Mountain and Cheat Mountain, high up on the slope at an altitude of 4500 feet, from which it falls to 780 feet at the mouth. The aggregate length is 157 miles, the total fall 3720 feet, greater than any of the other tributaries, and the average fall per mile 23.6 feet. The fall per mile in long reaches, selected between material breaks in slope, is as follows: From source to the road at the settlement of Winchester, 19 miles, 50.0 feet; thence to proposed dam site of project No. 35, 53 miles, 33.7 feet; to Parsons, 7 miles, 20.1 feet; to Rowlesburg, 33 miles, 7.6 feet; to Albright, 14 miles, 13.2 feet; to mouth Big Sandy Creek, 11 miles, 24.8 feet; to mouth, 20 miles, 6.8 feet. The Cheat is formed by Shavers Fork and Dry Fork, which join at the town of Parsons, at an elevation of 1625 feet. There is a strong contrast between the general shape of the drainage basins of these two tribu- taries, the former being very long and narrow, and the latter notably fan-shaped. The only important branch of the Cheat proper is Big Sandy Creek, which enters on the right bank. An extensive water power development upon this creek has recently been chartered. The drainage basin, which has an area of 1410 square miles, a full length of 102 miles, and an average width of 14 miles, drains portions of the following counties: Po- cahontas, Randolph, Tucker, Barbour, Preston, Monongalia, in West Virginia, Fayette I 22 CHEAT RIVER. in Pennsylvania, and a very small part of Garrett, Maryland. rl`he topography over much of the basin is mountainous; in fact, practically all of the upland is rough, and many of the valleys have been formed into deep gorges, with swiftly flowing streams. Pour mountain ranges cross the basin, the most southerly one being the Back Alle- gheny, and the next to the northwest, the Cheat. South of Parsons these two ranges form the Shavers Fork valley, the crest lines running parallel and very close together, the distance apart averaging only four miles. The elevation of the higher points varies from 4ooo to 48oo feet, Bald Knob and Thorny Flat, at the head of the stream, reach-’ ing the latter altitude. Laurel ridge, with elevations of 2ooo to 2600 feet, is passed through by the main stream below Rowlesburg, and Chestnut ridge, with about the same elevations, is deeply cut by the stream several miles above Mont Chateau. The latter range marks the beginning of the highly elevated country, while below that range, the surface of the upland is rolling, generally not reaching above 1100 feet. Beginning at the head of Shavers Fork, it may be said that over half the length of the Cheat streamway lies in a narrow, steep­sided and uncultivated gorge, with the moun- tain slopes wooded on these reaches and along most of the remainder of the stream. Above Parsons, for a distance of a few miles, the valley opens out, here and there, with the stream Howing through low bottom land or flood plains. Below that town, for a distance of nine miles, to the village of St. George, the stream is crooked and the val- ley steep­sided and broad, widening in places to about half a mile across cultivated and unusually level bottoms. At and above Rowlesburg, narrow patches of cultivated bot- tom land obtain, and a similar condition exists below Mont Chateau, where the degree of cultivation is somewhat better. About half way up from Parsons, the Shavers Fork Valley has been cut down by the stream to a depth of nearly 2000 feet, the mountain top on the east being less than four­tenths of a mile distant. Below Albright, the pre- cipitous sides have a fall of 1200 feet, in less distance. The Cheat possesses much nat- ural beauty and the views obtained at such points as Coopers Rock, Cheat View and a number of places along the upper waters are notably line. About 69 рег cent of the drainage area is under forest cover, which is fairly well scattered, but is most abundant on the higher elevations of the upper portion, the ba- sins of the Dry Fork and Shavers Fork being respectively 77 per cent and 83 per cent wooded. This includes a number of tracts of virgin timber, aggregating an area of 221 square miles, as well as about 125 square miles of burned-over forest land. All but about 75 square miles of this virgin timber is located above Parsons, 43 square miles being on Shavers Fork, mainly in one large tract, and Io3 square miles on the Dry Fork, in sev- eral tracts of considerable size. The geological formation along the valley contains coal, limestone and building stone. The Pittsburgh coal bed is mined high in the hill, near the Monongahela River, and several beds, geologically lower, cross the valley in two narrow belts, one at Mont Chateau and the other at Albright, the field width at the latter place being the greater, and covering about five miles of the stream. In the intervening part of the valley, ac- cording to available data, there is no coal, evidently due to the Chestnut ridge anticlinal having raised the measures high above the stream, resulting in the erosion of the strata. On the West Virginia map a field of considerable length is indicated on the Shavers Fork, but no description concerning it was noticed in the report of the Geological Sur- very of that State. The maximum discharge at Uneva, W. Va., 10 miles above the mouth, from a drainage area of 1380 square miles, is estimated as 59,850 second­feet, or 43.3 second- feet per square mile, and the minimum, as 135 second­feet or 0.098 second-foot per CHEAT RIVER, W. VA., DECEMBER, 1910. “ат down stream, showmg crest of proposed Dam No. I. nooo» Ч 0000 ooo O’. Q... oon.. o¢1 ч one ...DI CHEAT RIVER, W. VA., JANUARY, 1910. View up stream, from Cheat Canyon Club House. CHEAT RIVER, W. VA. View up stream, from Coopers’ Rock. PLATE 42 т’ мм »auf Socŕ/`on /ńraz/yh Dam момт СНАТЕАН \ ’fj FLOOD COMMISSION PITTSBIIRQH, I=ENN'A. PROPOSED CHEAT RIVER RESERVOIR На! PROJECT нов‘ I Capacity 5737 H///ion Cao/cfeeŕ FAYETTE COUNTY, PENN'A. AND MONONGALIA AND PRESTON COUNTIES,w. VA. I Area 2/75 Acres I Anny» там //.55 nu I ' Порт 604’ ' ÉC... П 'I :Ff à ‘ооо с Iooo zooo sooo IIooo sooo I I N is ё C О О. .O . E I” E E EI’ 51:3 Ё Ё ё MONT CHATEAU м ’ ‚ ‚ ‘ - ‘ Q i э?“ I Y I _1 L я’ ш _ ‚ _ Í 1 F/ lne Bln т L” no 1 -È -— I Р I ­ l 4 -È J L fl“ ш т ——— Í- . ё Í I“ E L _ . ' I ‚ uo З Í F L - I .f t TI - _ I ‚ю и ‚Ё = — t j " `j i Y -no- „‚ ‚Т . . . ,|-« ,I _ .‚ ‚Т -it -- ——— ` .1 ‹ „1-110 ..., at E i 1 1 It .L 1 it J 1_ _ Я ‚‚. YN! КО.“ .MYD PßI’ll.lA\.ÍO HD ‘ Contra/ and Topography by Нова Comm/asian L JI/rveyed штата. _1 STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 123 square mile. The difference between extreme high and low water stages is 23 feet. The railroads entering the valley of the Cheat, and passing along close to the stream, are as follows: Baltimore & Ohio Railroad, from the mouth to Cheat Haven, 3 miles; Morgantown & Kingwood, Albright to Rowlesburg, 14 miles. The main line of the latter, east and west, crosses the valley at Rowlesburg. The towns of importance and their respective populations are as follows: Point Marion, 1390; Albright, 80; Rowlesburg, 940; Parsons, 1780. The topography of this valley was found to be favorably formed for very large storage and complete flood control. The government maps were inspected and a ñeld examination made all the way up to Parsons and including the lower reaches of Shavers Fork. Four sites were selected, surveyed and adopted, two of these being on the main stream below Parsons. RESERVOIR No. 1. (33). The dam would be located 3.5 miles from the mouth and would have a stream distance of 93.3 miles from Pittsburgh. Exposures on the steep hillside and the char- acter of the river bed indicate that rock can be found at very slight depth, probably from four to six feet. А coal bed of nearly three feet thickness and apparently of no present mining value appears in the bank a short distance above the proposed dam. As the measures rise rapidly to the south, the bed would be well above reservoir flow line several miles upstream. The underlying Upper Freeport bed, occurring below Mont Chateau, about four feet thick, and said to be of poor quality, might be involved for a dis- tance of nearly two miles. No other coal is present in the wild, narrow and rugged part of the valley along the project, above Mont Chateau. V The topography at this site is favorable for a storage exceeding 18,000;00o,0o0 cu- bic feet, which could be obtained by a dam about 205 feet high. The maximum ca- pacity available without interference with a private water power project planned on the Big Sandy tributary, however, is 1o,118,10o,0oo cubic feet, which would require a dam 153 feet high. The studies showed it to be wise to cut this height down to 113 feet, reducing the capacity to 5,737,400,000 cubic feet, which, in combination with the other projects on this stream, is sufficient for Hood control. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,399 sq.mi. ACapacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5,737,400,00о cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 113 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,040 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 900 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15.5 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,156 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 60.5 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,175 асгез Property I nr/017/ed. Land below flow line, 1,461 acres; marginal strip, 228 acres; total, 1,689 acres (57% wooded). Mont Chateau: dwellings, 4; barns, 3; bowling alleys, 1. In other parts of the valley are the fol- lowing, which have been included in the estimate: dwellings, 37; barns, 33; stores, 1; wagon shops, 1 ; ordinary highway, 13.1 miles; highway bridges, I. ' I 24 CHEAT RIVER. Estimate of С ost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 32,200 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 892,600 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,300 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 50,800 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48,200 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26,200 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20,700 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45,900 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,119,900 rI`otal, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,287,900 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 224 RESERVOIR No. 2. (34). This project would have its location about one mile above the main part of Rowles- burg, 45.7 miles above the mouth of the stream and 135.5 miles from Pittsburgh. The upper end of flow line reaches the village of St. George and the greater part of the intervening stretch of the valley is wooded, although here and there small flat areas have been cleared and are in cultivation or pasture. Geological conditions indicate that no coal obtains and rock can be found at about five feet, more or less, under ground surface at site of dam. By increasing the height of the dam from 136 to 161 feet an additional capacity of `3,632,600,000 cubic feet could be obtained. Important Features. Drainage area above darn . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 928 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7,294,1о0,оо0 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,130 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,515 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19.7 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,237 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 56.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,961 acres Property I twolwd. Land below flow line, 2,163 acres; marginal strip, 268 acres; total, 2,431 acres (40% wooded). Macomber: dwellings, 4; barns, 4. Hardesty: dwellings, 4; barns, 2; schools, 1; stores, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 51; barns, 27; schools, 2; stores, 1; saw mills, 3; cemeteries, 1; ordinary highway, 21.3 miles; high- way bridges, 1. Estimate of C ost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 34,500 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,152,400 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7,000 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 53,700 ——— $1‚247‚6о‹› il ¿ '‚ 1:‘ *Q CHEAT RIVER, W. VA., DECEMBER, 1910. View down stream, showing crest of proposed Dam No. 2. Б... I O О »oe Ommä. mêm? Ё. „б? Umnmâwmw. 53. <Жё Е. ыдошё. TOE ш woz: ы 5:2 mwoä тоёгштсчщ. HARDESTV I5?o шип Inlo usa - uw Inn по‘: - me ‚ ш Y secifnn thru@/I дат Cupac/'ly 7294 M////‘on C1/0/C Feeŕ Ire: 296/ /irerage мм /237 09,501 55.5' Contro/ and Topography by F/ood Commission .svrveyra #ay то lc/‘es Fed FLOOD COMMISSION PITTSBURGH, PENNIA. PROPOSED CHEAT RIVER RESERVOIR N°2 PROJECT та: TUCKER AND PRESTON COUNTIES, VILVA. _ Scnumreu |000 o Iooo zooo это 4000 sono PLATE 43 l PLATE 44 4 Ч I FLOOD COMMISSION r=|'rTsBURG , PENNA. PROPOSED 1 ЙЖ\ SHAVERS FORK RIVER RESERVOIRS N °S'lAND 2 Í PnoJzc1's 35ANDs6 I \ \ ‚ RANDOLPH AND TUCKER’ COUNTIES ‚ VV. VA . Sca|¢»'nFee+ «ooo zooo sooo «ooo sooo O 2000 Sec#/on M/-ol/y/1 дат. 1040 mo mo »no 196C 940 о с I 0 под под N 'Í N 2 Secf/on /fßroay/'09/7» C apaciŕy т M/7//'on Cub/c Feeŕ 549 /702 A/-ea in .Acres 306 838 Are/‘age IY/d//7 ‚п Fee! 7/3 /593 " Dep!/2 H " 4/‚0 46-5 ё‘ A§^ ` E E 'L mo 1 ' R * “ f l I L !.r1'1A;l£/A'l­nirlr«’.'-O’-I.„__ го” __ 4‘ =¿ ‹ ‘ Y ц „M M, Ü* _ l Q _ ___ ф ” A Y ì А ‘ 1 _ ‘- O 4 ___4 ___ FV _ ___ ‘——— _- Y — —- v ¥ _-_--+­- ­~‘ * À' ‘V ‚ ‚ __ *_ | _ М и „о А I if ———" - . _ ‚т ^ ___ _ ———’--—_- ~ ‘-""-"’" М’ "'~ _-_ .„„ ‚щ ‚-—” L _--"- то .-_. ———-_- „.0 . _ _--__- „„ _V ¢____v_ | _ E "` il _ -_ _ ­ 17“ I _.___._`­L__ _ ._ \ . N0-I-/Yap developed from U.5.Ge0/agica/ Survey Sheeŕ Topography af S/'fe of oa/n by Flood comm/'ss/'on- N¢2­Conŕro/ and Topography by flood tomm/ss/an» Surveyed Mg. /.9/0. Tur. ы‘ un bßgnwong Wwe; Bavo ‘An 5 U Q O д 1 \ STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. I25 Estimate of Cost.- ( Continued.) Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 36,900 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61,500 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46,900 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104,400 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1,497,300 Total, plus 15% for engineering and contingencies. . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,721,900 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 236 SHAVERS FORK REsERvo1R No. 1. (35). The two sites on this stream form a part of the Cheat River system. The dam, as proposed, would be located 7.4 miles above the village of Parsons, and 175.2 miles from Pittsburgh. This section of the valley is thinly inhabited, and such develop- ments as have been made are of small value. The hillsides are steep and rock ledges occur along the wooded slopes above the stream. The estimates have been made for rock footings at a depth of eight feet at the dam. An additional capacity of 981,800,000 cubic feet could be obtained by increasing the height of the dam from 104 feet to 154 feet. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 179 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 549,000,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 104 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 790 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,870 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.5 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 713 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 41.0 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 306 acres Property Involved. Land below flow line, 253 acres; marginal strip, 42 acres; total, 295 acres (30% wooded). Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 10; barns, 7. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 25,100 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 539,700 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,600 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 25,500 ———- $ 594,900 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,800 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 15,500 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 615,200 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 707,500 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,288 SHAVERS FORK RESERVOIR No. 2. (36). This site, located 14.8 miles above Parsons and 182.6 miles from Pittsburgh, oc- curs in a part of the valley considerably broader than along the lower project, and the 126 sHAvERs FORK RIVER. topography permits of large economic storage. The bottom land, upon which there are a few small habitations, is under some cultivation, with portions in pasture, but, being flanked by steeply-rising hills, is difficult of access and of slight value. Masses of solid rock show prominently in the hills near the_selected site of dam, and from in- spection along the stream bed, rock surface was estimated to be at a depth of about 12 feet. The hills hold considerable heavy timber, which continues upstream into the gradually narrowing and frequently precipitous sided valley. By increasing the height of the dam to 150 feet, an additional capacity of 2,318,- 500,000 cubic feet could be obtained. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 159 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,701,500,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 100 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 760 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,050 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.9 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,393 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 46.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 838 acres Property Involved. Land 'below How line, 774 acres; marginal strip, 58 acres; total, 832 acres (55% wooded). Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 7; barns, 6; schools, 1; ordinary highway, 3.7 miles. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 15,600 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 491,800 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,700 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 24,000 $ 535,100 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 11,100 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13,200 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... . . . . . . . . . . . . . . . . . .. $ 559‚4о0 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 643,300 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . .. 378 Total flood control capacity of four projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,282,000‚000 cu. ft. Total cost of four projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $4,360‚600 Total maximum capacity of four projects . . . . . . . . .,. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26,595,60o,000 cu. ft. As shown above, there is considerably more storage capable of economic develop- ment along the Cheat than is necessary or has been adopted for flood control purposes. Should it later be decided to add to the proposed Hood control storage, additional res- ervoir capacity to be used for impounding water for navigation and power purposes, the most favorable and effective location, or reach of stream, for power development would seem to be between a point about one mile below the village of Albright and Big Sandy Creek, where the total fall is 268 feet in ten miles, or at the rate of 26.8 feet to the mile. This part of the stream is narrow, with rock ledges, and practically de- void of any habitation, so that there would be no trouble in developing a large head by H. o.b I1. 9П - 1u ,L . ы . Bw мш ‚. _ _ Ed „. _ _ ‚е ‚„‚ ab Vl@ .b wa R! „в „д. nh а R v кат. RO 0 Fw s.œ R V .ml am Не Sn ы mm>.„ Umnmäwm? 65. <Бё Ё мдоыё. мтоёзй „над om „досыта U2: Zo. н. PLATE 45 FLOOD COMMISSION PITTSBURGH, PENNA. PROPOSED S ANDY CREEK RESERVOIR Расцвет м‘ъ в’ TAYI...OR,PRESTON AND BARBOUR COUNTIES, W. VA. ,___ Sc leinFeer |000 0 »ooo Ё й 4000 5000 Capacity 883 M////'on Cl/bic Feet Area 7.97 Acres Average „М“; „д! Fecŕ ­ bepm г.“ - .Secr/'on /hrm/yh Dam. HIRAM CLAUDE \› my/I »Yay Br/'dy F/on [те E/er I Map developed from и-з. Geological Survey S/reef- Topoyrophy al дне of Dam by F/ooo' Commission .Surveyed м! /.9/0 STORAGE POSSIBILITIES ON ТНЕ ALLE GHENY AND MONONGAHELA BASINS. 127 опе dam, or a group of ‘то 01‘ more, which would back water over only a few miles of the stream. SANDY CREEK. Sandy Creek, the next stream to the north of Teters Creek, rises on Laurel ridge, in the extreme southern part of Preston County, and flows northwestwardly to the junction of Preston, Taylor and Barbour counties, thence in a southwesterly direction to the mouth, entering T ygart Valley River on the right bank, 28 miles from the mouth of that stream. The stream, in its length of 15 miles, has the high average fall of 93.0 feet per mile, the fall per mile in sections from the source to the mouth being as follows: To Cole Bank, two miles, 475 feet; thence to Dent, 5.0 miles, 26 feet; thence to Hiram, 4.7 miles, 14.5 feet; thence to the mouth, 3.3. miles, 74.8 feet. The eleva- tion of the source is 2400 feet, and of the mouth 1005 feet. Little Sandy Creek, which is received at the above mentioned junction of counties, appears to form the main head- waters, so far as length is concerned. rl`he drainage basin, with an area of 87 square miles, a length of 15 miles and an average width of about 6 miles, lies for the greater part in Preston County, and is sur- rounded by a watershed the high points of which reach about 3000 feet at the head and 1600 to 1800 feet near the Tygart River. About 32 per cent of the basin, mostly in the upper portion, is wooded. This stream, like Teters Creek, lies in the coal formation of the Allegheny series. The coal is not mined in a large, commercial way, but is used extensively by the peo- ple of the locality. RESERVOIR PROJECT. (37). The site, as proposed, would be located 2.1 miles above the mouth and 158 miles from Pittsburgh. The topography, as shown by the United States Geological Survey map, is favorable for considerable storage, and at the time of the stadia survey, it was noted that solid rock formed the stream bed at the dam site, so that the estimates were made to accord with this condition. The coal outcrop, which indicates a bed of four to six feet in thickness, does not show a high quality of coal. ~judging from the best available data, about two miles of the coal would be involved along the valley by the project. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 85 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 883,400,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 116 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 805 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 1,320 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5.9 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,131 feet Average depth . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 25.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 797 acres Property Involved. Land below flow line, 739 acres; marginal strip, 72 acres; total, 811 acres (49% wooded). Hiram: dwellings, 5; stores, 1; grist mills, 1; highway bridges, 1. Claude: dwellings, 4; stores, I ; highway bridges, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 4; barns, 2; ordinary highway, 5.5 miles. 128 TETERS CREEK. Estimate of C ost. Darn Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 10,300 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 439,700 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .` . . . . . . . . . . . . . . . . . . . . 2,700 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,700 $ 468,400 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16,200 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12,500 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10,600 Bridges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13,300 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 521‚000 Total, plus 15% for engineering and contingencies . . . . . . . . .._. . . . . . . . . . . . . . . . . . .. 599,100 Cost per million cubic feet 01 storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 678 TETERS CREEK. Teters Creek has its source on the slope 01 Laurel Ridge, at an elevation 01 2300 feet, Hows northwestwardly a distance 01 14.5 miles and joins the Tygart Valley River on the right bank, 33 miles from the mouth, at an elevation 01 1155 1001. Т110 water- shed has a greatest length 01 11 miles and an average width 01 about 5 miles, enclosing an area 01 53 square miles, most 01 which lies in the eastern part of Barbour Coun- ty. The higher elevations 01 the divide range from 2900 1001, а1 1110 head 01 1110 stream, to about 1850 1001 near the mouth. In the aggregate about 36 per cent 01 the basin is under forest cover. The immediate valley is developed only to a small degree and while coal obtains throughout the whole basin, none 01 11 15 mined commercially. The average fall 01 the stream is about 76.3 feet to the mile, and the fall 01 certain reaches is as follows: Source to Kirt, 3.5 miles, 140 1001; thence to Nestorville, 7.0 miles, 64 feet; thence to mouth, 4.0 miles, 54 feet. RESERVOIR PROJECT. (38). Т110 United States Geological Survey map formed the basis for the general study 01 this project, but was supplemented by a stadia survey at the site 01 dam and an in- spection 01 1110 lower reaches of the stream. The point selected for the location of the dam is 1.2 miles above the mouth 01 1110 stream and 162 miles from Pittsburgh. The geological conditions indicate that rock foundation is obtainable throughout the entire length 01 1110 dam structure practically at ground surface. The coal 01 1110 valley is mined for home use and examination of the crop line indicates that it would not be involved by the project, as it is well above proposed flow line. By increasing the height of the dam from 91 1001 10 101 1001, an additional capacity of 122,300,000 cubic feet can be obtained, but this was considered unnecessary for Hood control purposes. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 49 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 463,400,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 91 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 770 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,340 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2.3 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 938 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40.5 “ Агеа 01 surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 263 acres BUCKI-1ANNoN RIVER, W. VA., NOVEMBER, 1910. View up stream, showing crest of proposed dam. TETERS CREEK, W. VA., NovEMBER„ 1910. View down stream, showing crest of proposed dam. PLATE 46 I Capacity 463 M/'///'on Cub/'c Fe ef Area ?ó`3 A Cres Averaye МИ» 938 /'eef ’ Depri; 405 ‘ FLOOD COMMISSION PITTSBURGH, ремни. PROPOSED TETERS CREEK RESERVOIR PROJECT N0-sa ВАРВОЩ? COUNTY, W VA. Scale йоге,’ щвш |000 O \000 2000 500° Topography г’ sire of Dam by Нова Сотт/зв/оп | | Map developed from U- S Geological Survey sheet I __ _ V____ ___ YM Lana Вмпионс Впкэдвцм Nn. ma ed 19/0 > 0000‘ ` 0000 »so \ Ü 0000 ...oo ... 0.0.0 ­ PLATE 47 - L E __'-_ ,__,.____ ____,„,_,`_« ve T I on д ,- .-iv' F/Mlm E/el МИ]! M20 IM ,_ то Or Jur/bot т’ О 10093 Ulf* I Sec!/on through Dam \ HANNON O Pa) \. FLOOD COMMISSION PITTSBURGI-I,PENNî\. PROPOSED BUCKI-IANNON RIVER RESERVOIR PnoJ¢c1' N°39 UPSI-IUR AND BARBOUR COUNTIES, W. VA. Capac/'ŕy /766 Ali///on Cub/'c Где‘ Aren Z540 ' Acres Are/‘aye там 953 Feßŕ man In nu " дед,’ /50 " Iooo о юоо zooo soo sooo ж‘ BUCKI-IANNON v а. ° ° :O о: ъ ' «I3 ъ I» E :'°.‘° 5:. Ё”: Ё‘ г’ Ё О’. 'Q' о I . I è .È Ё ‘Ё ‘З Q, >« ' Ж ё‘ fe ё 2 tg E Ё Ё Ё ъ, Ё Ё‘ it -S Q Ё к Щ Ч || R ё то _ Ноя’ une E/er /_4/JH J 7 Í a ‚Ч L 7 ñ ч __ Í T E -1 1420 “до .E ‚ L ._‚‚_ Í _._ Й T 1.x, |400 то П _ *_ ' Y ' Т I _ E —‚ IE.. ‚„‚‚‚‚‚_ En _' .ŕv. - _.tn -1--_w1I3$0 |360W , „fi 4, ._ L `ŕ`,~__ ай‘ __‚‘‚ч Í _А‚__ _ „,E___,„_ „____._ __T ‘Ч ‚Г _‚ ‚ _„_ To T-- _ „А 4`-ŕ.11„„_I35o I3‘0.*1 A __ А, _______,‚ ‚ Y ~l-m „Й ‚ ‚ ‚‚_‚_ЁЁ‚ _lh “_1 „ „дало MIP deve/op¢d from US Geological sunvey sneer Topography af site of Dam oy Наш Соттюа/ап. dol, Tu: man B~.nr«n».¢ Pane@ 5» t- »_ мс /.9/0. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 129 Property Involved. Land below Но“: line, 250 acres; marginal strip, 45 acres; total, 295 acres (30% wooded). Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 2; barns, 1; ordinary highway, 3.5 miles. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 10,300 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 286,000 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,100 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16,500 $ 316,900 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5,000 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,900 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18,500 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 342‚300 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 393,700 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 841 BUCKHANNON RIVER. Buckhannon River, the largest branch of the Tygart Valley River, fiows north- wardly a distance of 61 miles from its source on Turkey Bone Mountain, in the west- ern part of Randolph County, falls from an elevation of 3400 feet and joins the Tygart Valley River 48 miles from the Monongahela, at Tygart ~Iunction, at an elevation of 1320 feet. The length and fall per mile by long reaches is as follows: Source to New- ton, 12.0 miles, 125.2 feet; thence to Alton, 6.5 miles, 15.1 feet; thence to Buckhan- non, 18.0 miles, 22.4 feet; thence to Hall, 17 miles, 1.7 feet; thence to mouth, 7. 5 miles, 6.4 feet. The basin, with an area of 304 square miles, is immediately to the east of the upper West Fork, and drains portions of Randolph, Upshur and Barbour counties and a very small portion of Lewis County. The crest of the watershed, above the head of the stream, reaches an elevation of 4000 feet, gradually becoming lower on each side until the altitude is about 1800 feet near the mouth. About 37 per cent of the drainage area is under forest cover, practically all of which is in the upper half of the basin. Coal is in the valley, but there is meager knowledge as to its structure or level, there being no active mining operations. From data obtained in the field, it is consid- ered that the Upper Freeport coal is at very great depth under water, probably 200 feet and over. A coal of very doubtful mining value, lying above the Freeport, is thought to have a horizon which would cause it to be involved by the reservoir for a distance of nearly two miles. ` The stream is closely followed by the Buckhannon & Tygart Valley branch of the Baltimore & Ohio Railroad, from the mouth to a point about one mile below the vil- lage of Hall, from which place it extends back into the country, again joining the stream near the town of Buckhannon. From this town, close along the stream, is located the West Virginia & Pittsburgh Railroad. The only incorporated town and the only one of importance is Buckhannon, which has a population of 2230. REsERvo1R PRDJECT. (39). The project was studied from the United States Geological Survey map, supple- mented by a field inspection of the Flood Commission and a line of levels along the en- I 30 BUCKHAN NON RIVER. tire reach of valley under question, together with a stadia survey made at the site of the dam. The site selected for the dam is about one mile above Hall, 8.2 miles above the mouth and 185 miles from Pittsburgh. Rock foundation is obtainable practically at ground surface. Much of the upland country is under cultivation, but along a consid- erable part of the lower half of the reservoir section, the immediate valley is narrow, with steep, brushy hillsides. Just below Buckhannon, it widens out, with low, Hat land. The developments coming under proposed How line are of small importance. The pool level was adjusted to avoid material damage at the town of Buckhannon. This reser- voir has the lowest cost per million cubic feet of storage of all the projects under con- sideration. Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 273 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,765,700,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . ..-. . . . . . . . . . . . . . .. 45 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 420 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,415 “ Length of reservoir . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19.9 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 953 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,540 acres Property Involved. Land below How line, 2,130 acres; marginal strip, 241 acres; total, 2,371 acres (93% wooded). Scattered through the valley are the following, which have been included in the estimate: dwell- ings, 4; ordinary highway, 5.0 miles; highway bridges, 4. Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 5,800 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98,100 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,200 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 39,500 $ 144000 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 19,600 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,500 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 5.300 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 172,000 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 197,800 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 112 MIDDLE FORK RIVER. Middle Fork, which is located next to the east of the Buckhannon, rises in the western part of Randolph County, and Hows northwardly 38 miles, joining the Tygart Valley River 52 miles from its mouth and 7.8 miles below the town of Belington, in Barbour County. From an elevation of about 3000 feet at the source, it falls at the average rate of 39.5 feet per mile to an elevation of 1498 feet at the mouth. From the source to West Hultonville, the rate per mile for 6 miles is 100 feet; thence to Midvale, 18 miles, 30.6 feet; thence 9.5 miles, 12.6 feet; thence 4.5 miles, 52 feet. The basin, with a length of 28 miles and an average width of 5.4 miles, drains an area of 152 square miles and is confined by a watershed the high parts of which vary in elevation from 3900 feet, at the head, to 2100 feet near the mouth. The stream PLATE 48 Н“ L/ne E/cr. /7.950! Capac/ŕy 5 .64 M////on Cub/c /’eef Area 8 07 Acres 4 rerage ЖМИ 7 7 7 Fed ­ nep/n 4/5 ’ ЗесИ/Ьп //7/171/yn дат Yjjg;vŕ¿/'ne ‚ lj¿ev._/7.95 M“ FLOOD COMMISSION PITTSBURGH, РЕМНИ. PROPOSED MIDDLE FORK Rl\/ER RESERVOIR N°'| PwoJsc­r N040 BARBOUR AND UPSHUR COUNTIES, W VA. Scn=eu1Fe + nooo o 15 Ё 2000 Map deve/@pea from U SV Geological Survey Sheer npograpny ar Sife nf Dam by F/aad сатт/зз/оп 54/rveyed Хи,’ /5/L' _j п: „он: аминь“ 1=«r.r.n„B.\|.~.e No PLATE 49 Capa:/ŕy /5/2 AI////on 61/b/'L‘Fesl ‚л »ea /4 7 7 /cree Ire/-yell/`dM мгэ /'eef ­ nepi» гз .1 ~ Ivm um Sec т’: »muy/I wm FLOOD COMMISSION PITTSBURGH, РЕМНИ. ,_ PPOPOSED MIDDLE FORK RIVER RESERVOIR мО-г Расцвет нам UPSHUR, RANDOLPH AND BARBOUR COUNTIES,W.VA. Schl. In Feo! Ioooŕńo |000 zooo .sooo «ooo sooo F/ahnt/ne Не’; /|77 ’ Tbpoyraphy af s/‘fe of Dam by F/ood Commission. I` Map developed from из Geological survey змея 5иг\’еуЁ{_/!ид /3/0 STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 131 Hows through a narrow, rugged and thinly-inhabited valley, the slopes of which are fairly well wooded, while near the headwaters there is a considerable tract of virgin forest, amounting to about 30 square miles. About 58 per cent of the drainage area, mostly in the upper half, is wooded. The topography being favorable, two sites were selected in the lower portion of the stream and studied from the United States Geological Survey map. Stadia surveys were made at the site of each dam and the valley generally inspected. Rock foundation is available in the bed of the stream at both sites, and estimates have been made ac- cordingly. Coal of the Allegheny River strata is found along the stream, but there is little definite knowledge as to its position. It is seen at water level, however, about three miles above the site of the dam of Project No. 2, and it is considered that this would be the only bed involved, and that only to limited extent in this one reservoir. Another coal bed is in the hill, high above flow line. By increasing the height of the dam to 142 feet, an additional capacity of 842,- 300,000 cubic feet could be obtained in reservoir No. 1. The capacity of reservoir No. 2 could likewise be increased by 962,200,000 cubic feet by making the dam 60 feet high. It is immediately evident from a comparison of the main features and cost per million cubic feet of each of the two reservoirs, that the site of No. 2 is considerably more favorable for economical storage. REsERvo1R No. 1. (40). Important Features. Drainage area. above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 147 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 554,000,000 cu. ft, Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 107 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 900 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,795 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.2 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 777 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 41.5 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 307 acres Property Involved. Land below flow line, 292 acres; marginal strip, 40 acres; total, 332 acres (97% wooded). Only one dwelling would come under the How line of the proposed reservoir. Estimate of C ost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 14,900 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 480,900 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5,600 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 18,800 $ 520,200 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 2,100 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 800 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 523,100 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 601,600 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,086 [32 MIDDLE FURK RIVER. RESERVOIR No. 2. (41). Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 132 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,511,400,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 47 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 595 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,877 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8.5 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 1,429 feet Average depth . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 23.5 “ Агеа of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,477 acres Property I nz/ol?/ed. Land below flow line, 1,403 acres; marginal strip, 151 acres; total, 1,554 acres (98% wooded). The only development involved by this proposed project would be 6.2 miles of ordinary highway. Estimate 'of C ost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 6,900 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109,300 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,900 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23,200 $ 142,300 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9,900 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 152,200 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 175,000 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 115 Total flood control capacity of two projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,065,400,000 cu. ft. Total cost of two projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 77б,б00 Total maximum capacity of two projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,869,900,000 си. ft. ELK CREEK. Elk Creek is a branch of the West Fork, which it enters at the town of Clarks- burg, after fiowing a distance of 29 miles from its source in Barbour County. The stream rises at an altitude of 1480 feet and passes through a comparatively thinly-set- tled but fairly well-cultivated valley, reaching the West Fork at an elevation of 925 feet. The Chestnut ridge anticlinal crosses the valley and extends southwestwardly over the West Fork, elevating the coal high above the stream. The basin has been large- ly deforested, only about 8 per cent of the area being now under forest cover. The discharge at the mouth is estimated to reach a maximum of 7260 second­feet, or 60 second­feet per square mile, and a minimum of 3 second­feet, or 0.025 second-foot per square mile. The difference in level between extreme high and low water is about 10 feet. REsERvo1R PRoJEcT. (42). The site of the dam would have its location 6 miles from Clarksburg and 165 miles from Pittsburgh. A ledge of massive sandstone is at the site, and inspection of other parts of the locality indicated that rock could be reached for foundation purposes at moderate depth. An additional capacity of 458,300,000 cubic feet could be obtained by increasing the height of the dam to 66 feet. ELK CREEK, W. VA., NOVEMBER, 1910. Vlew down stream, showmg Crest of proposed dam. SANDY CREEK, W. VA., DECEMBER, 1910. - View down stream, showlng crest of proposed dam. ' ­ "‘v‘­-f'."*‘=.,'1U?§_<}‘_:`fi',ñ`!¥*r.f"‘­_l.` " ‘S 'Én j-„’,.‘,"4_F~‘r.\=­~v.­.f«­,_'"A PLATE 50 FLOOD C OMMI SS\ON P|­rTseuRGH,PENN'A. PROPOSED ELK CREEK RESERVOIR Capac/‘ŕ y 7.9.9 M////on Cub/c Few Area . /06! Acres pnœccf на‘: Aremye IY/dŕh 842 /’earJ ’ дерм ‘ /7.5 ’ HARRISON COUNTY,W.VA. Soul 0 in F60* |000 0 |000 2000 W00 4000 5000 ROMINES \‘MILI.S _Í а‘ F/our Line Ein ‘О’!!! то то 1000 ш sco 900 :„‚‚ь‚‚ mw» ш °"'E1;°EL'­ HOMMES MILLS D \| ‚Ё Ё ё‘ ‚ё ti ‘а ё ь . . 0 0 0 :° °: Ё g È S . . : ‚.‚ vv'. Ё .È Ё P g Ä È : :­ . Q ё К ‘Е’ ч È д, um _„___ 4 Y __ Но’ Unc E/er. /701 Rf F 4 L то „дай ’Í ‘ — w-­ 1 й- L — Г ‚ L #1 . _ ` " “_ ;;—— —— — — — и ‚.‹‚ _ „ г ­- ‚ у —— — ‚„ I f + ‚— —г— -v _ .__ „ _ _ _ _ _ __ ___ ‚ц _ ___ _ `__ __ ___ _ _ _ ___ __ ___ 960 l „а Н. ___—’ `“""""'*"""' 'Y Н” 'A' ' W* -md *Ä* 7 — — Ё _à Í- O- —.-‚ - __ -_ _ _ -.. _§___ Ы 5/‘» Confro/ and Topography by Наш camm/'ss/on óurveyad May /9/0- ч.‘ ‚ Laß мм“; мимып‘ М’ L ’OA Ov STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 133 Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 107 sq.mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 799,100,000 cu.ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 58 feet Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 425 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,012 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 10.4 mi. Average width . . . . . . . . . . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . .. 842 feet ’ Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 17.5 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,061 acres Property Involved. Land below flow line, 985 acres; marginalI strip, 207 acres; total, 1,192 acres (10% wooded). Quiet Dell: dwellings, 8; barns, 3; schools, 1; stores, 2; grist mills, I (out of use); blacksmith shops, 1; cemeteries, 1; highway bridges, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 6; schools, 1; pump houses, 1; ordinary highway, 8.7 miles; highway bridges, 4. Estimate of Cost. Dam Excavation . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 9,200 'Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105,200 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,300 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,800 $ 131,500 Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22,300 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19,000 Highways ..f . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36,000 Bridges . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67,900 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 27б,7оо Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 318,200 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 398 \ wEsT FoRK R1vER. ‘ West Fork River has its source in the southwestern part of Upshur County, West Virginia, and flows a distance of 94 miles in a northerly and northeasterly course, joining the Tygart Valley River, with which it forms the Monongahela River, 1.4 miles south of the town of Fairmont. This tributary o.f the Monongahela is fourth in size of drainage area and in length of stream. The drainage area, which has a greatest length of 62 miles, an average width of 14 miles and an area of 876 square miles, includes parts of Upshur, Lewis, Barbour, Harrison, Taylor Yand Marion counties. The general character of the country, in con- trast to that of the basins to the east, is rolling, with numerous detached knobs, all con- siderably cultivated or cleared. The hills in the upper portion reach altitudes of about 1900 feet, and~in»the lower country, of about 1600 feet. The timber in the basin has been largely cut off, only about 15 per cent of the area remaining under forest cover. From Weston toßlarksburg, 36 miles, the main valley and one of the larger branches have considerable bottom land, broad in places, through which the streams have a crooked course with a gradual and even flow. Between these two towns, the av- erage fall per mile of the West Fork is 2.1 feet, and from this reach to the mouth, 31 miles, the fall is also '2.1 feet. The maximum discharge of this stream at Enterprise, W . Va., 12 miles above the mouth, from a drainage area of 744 square miles, is 40,000 second-feet, or 53.8 second- 134 WEST FORK RIVER. feet per square mile, and the minimum discharge during the drought of 1908 was 14 second­feet, or 0.019 second­foot per square mile. The maximum discharge occurred in July, 1888, a time when the streams are usually at fairly low stages. There is a difference 01 32 feet between high and low water. The Pittsburgh coal bed is in the valley from the mouth to above Weston, but above Clarksburg, according to available data, it is well back from the stream and high on the hills. A branch of the Baltimore & Ohio Railroad follows up the bank of the West Fork to Clarksburg, but south of that town to Weston it is out of the immediate valley. Beginning at the mouth of the river, the incorporated towns and their respective popu- lations are: Monongah, 2080; Worthington, 290; Shinnston, 1220; Clarksburg, 9200; West Milford, 210; and Weston, 2210. А1 а11 1110 above towns below Clarksburg and at several others, mining operations of the Pittsburgh coal bed are actively carried on along the stream. REsERvo1R PROJECT. (43). Оп account of the activities of coal mining and the location 01 railroad, no attempt was made to secure a site on the lower part of the stream. By the aid of the United States Geological Survey map and ñeld examination, a site was selected 7.4 miles above Clarksburg, at a point where it is considered the dam will have rock footings at a depth of a few feet. The dam would be a distance of 38.4 miles from the mouth and 166.5 miles from Pittsburgh, and the reservoir, which is the longest of all the projects Con- sidered, would extend its backwater to Weston. Portions of two small villages, West Milford and Goodhope, would be involved under How line, but could be moved to ad- jacent well-situated ground. Much of the bottom land is under cultivation or in pasture, and in the upper part of the reservoir section, a very considerable gas ñeld of large output has been opened. It is said that this field will probably be largely exhausted in ten years or less. The outcrops of two coal beds, which are not mined, and are proba- bly of uncertain quality, are under proposed flow line for a distance of ñve miles or more. . It is interesting to note that in the Report of the Chief of Engineers of the War Department for 1900, 111 discussing the feasibility of slackwater navigation on the VVest Fork, mention is made of the necessity of increasing the low-water How by means of a storage reservoir above Clarksburg* Important Features. Drainage area above dam . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . ._ 366 sq. mi. Capacity of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,724,300,000 cu. ft. Height dam above stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 66 feet. Length of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 750 “ Elevation of crest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,000 “ Length of reservoir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28.9 miles Average width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 990 feet Average depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 18.0 “ Area of surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,455 acres Property Involved. Land below flow line, 3,008 acres; marginal strip, 694 acres; total, 3,702 acres (25% wooded). West Milford: dwellings, 30; barns, 7; churches, 1; 510105, 1 ; grist mills, 1; saw mills, 1 ; high- way bridges, 1. Goodhope: dwellings, 14; barns, 3; churches, 1; cemeteries, 1; highway bridges, 1. In other parts of the valley are the following, which have been included in the estimate: dwellings, 15; Ьа1115‚ 18; schools, 1; saw mills, 1; pump stations, 1; boiler houses, 1; cemeteries, 1; 011 wells. 2; gas wells, 12; ordinary highway, 14.6 miles; highway bridges, 1. *See Appendix No. 6. ooo 0..6‘ WEST FORK RIVER, W. VA., JANUARY, 1911. View down stream, showing crest of proposed dam. WEST FORK RIVER, W. VA., JANUARY, 1911. View of the village of West Milford. _._ "':“""’L ч *"‘v¢-fr — шт \ P LAT E 51 _ ___ ___ г. 5/ Í r I )E Cap@ C/‘rtv т?‘ I/////on сим Fee/ /" 4/`e9 345.5 ‚ст, 1 ‘ Avefvye /ni/f/r asa feef ~ Depfń /3 . . 1‘ „15, \\\ /lf ' . “I-QI- WEST MILFORD ,-` FLOOD OOM MISSION PITTSBURGH, PENNA, PROPOSED WEST FORK RIVER RESERVOIR PPOJEQT Non W. VA. HARRISON AND LEWIS COUNTIES п.“ \ ï . /21 ` ' y "1. Y д» / ‘ А‘ _ ' ц A ‘ scalem rea \00OOKXXDî000Ub0¢0005000 О .. ‘. ’ ‘: loo о . . ’ 0’. °° :OO: "V, .on ° : 1.: в :o.o. 0:: »:Q.‘: 2.: WEST MILFORD GOODNOPE WESTON ‘ь u ‘È ё‘ ё Ё ‘З ` ` ё д, ‘а È* ‚ г 1‘ ‘ ‚э г s â E Ё î» E Ё’ 5 .ì Q «È Ф 1: ч ч к Ф: S ч а а то E _ ____ _A -_ _ _ E4 —— — _ _ .__ — - ‚— —— —-‹ — Г —. —--‚‚— .Y —‚ - Y V ‚ ‚ ‹ ____ vf.. . -_...--.‚__ ___‚‚ ч L_ |o.o ma Т _T г I 1 % 1 1 F/ur L/'ne V570'. тов 6! ` Т _I T Í г ‘ г I ‘Ñ ' Á. moo — I -I L _ -B I ' ‘ ‹ E А д V т I 1 1 I 1 „о I "°- 41 1 f " ‘ J, ` ' 1 if 1 'M “* 'MI ‘ ‘ I 1 I 1 ' щ ‘ ‘ ш з’: 1 ` ч- ' ’ Il V l v _I _Ht ‘ 1_; _.ll _­Ñ-’ît_`­ _¿_ - Ё ___ à ’ë>­À`w-Lîvuŕ 7 *Ví _ Í Í 1`—‚_ Ё _„__ sro 4 _ Ы îlll ’AIU I ' ‚ Y I L m Phlßaßßlß Il Comm/ and Topography by F/ood Commission Survey ed Apri/ /.9/0 - -- . Y ‚ _ щ _ ____.____- 1.1 L» I pu M Im Ln Г“ р. Ot... Of. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 135 Estimate of Cost. Dam Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 8,700 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 197,600 Riprap paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,300 Gate house and appurtenances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 47,000 ——— $ 255,600 Land and wells . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 129,600 Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 125,400 Highways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83,500 Bridges . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 111,300 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 705,4о0 Total, plus 15% for engineering and contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 811,200 Cost per million cubic feet of storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 298 136 .wo22o.2„222oo N924* .. 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Total (си- ft) appurtenances capacity Cost Allegheny Basin:-« Buffalo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 882,800,000 $ 350-‚000 $ 396 $ 483,000 Loyalhanna . . . . . . . . . . . . . . . . . . . . . . . . . . 4,112,500,000 783,700 190 1,222,000 Black Lick . . . . . . . . . . . . . . . . . . . . . . . . . . 1,454,’700‚000 422,700 290 720,500 Crooked . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3,255,700,000 594,700 183 893,700 Mahoning N o. 1 . . . . . . . . . . . . . . . . . . . . 1,421,700,000 638‚600 449 859,900 Mahoning N o. 2 . . . . . . . . . . . . . . . . . . . . . 2,367,800,000 771,000' 326 1,089,400 Little Sandy . . . . . . . . . . . . . . . . . . . . . . . . . _ 1,007,500,000 421,300 418 588,600 N o. Br. Red Bank . . . . . . . . . . . . . . . . . .. 1,350,000,000 405,000 300 499,000 Clarion No. 1 . . . . . . . . . . . . . . . . . . . . . . . 5,067,000‚000 1,042,100 206 1,309,900 Clarion No. 3 . . . . . . . . . . . . . . . . . . . . . . . 4,886,600,000 665,300 136 1,028,100 Clarion No. 4 . . . . . . . . . . . . . . . . . . . . . . . 1,537,900,000 326,000 212 451,800 East Sandy No. 1 . . . . . . . . . . . . . . . . . . . 137,700,000 259,700 1885 302,500 East Sandy No. 2 . . . . . . . . . . . . . . . . . . . 102,100,000 220,000 2155 266,600 French . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . З,З23‚100,000— 752,700 226 2,388,100- Cussewago . . . . . . . . . . . . . . . . . . . . . . . . . . 7 67,800,000 458,400 597 657,800 N 0. Br. French . . . . . . . . . . . . . . . . . . . . . 2,125,700,000 422,200 198 722,800 Tionesta . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3,629,600,000 509,700 140 1,362,600 Allegheny N 0. 1 . . . . . . . . . . . . . . . . . . . . . 2,876,300,000 402,700 140 1,219,900 Allegheny N о. 2 . . . . . . . . . . . . . . . . . . . . . 4,877,900,000 806,900 165 3,057,000 Allegheny N o. 3 . . . . . . . . . . . . . . . . . . . . . 2,663,600,000 578,000 217 1,386,000 Kinzua . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,87 7 ,800,000I 505,600 269 1,022,700 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49,7 25,800,000 $11,336,200 $21,531,900 Average . . . . . . . . . . . . . . . . . . . . . . . . . 2,367,900,000 539,819 228 1,025,300 Monongahela Basin:­ Laurel Hill . . . . . . . . . . . . . . . . . . . . . . . . . . 1,438,400,000 875,800 609 1,200,300 Casselman No. 1 . . . . . . . . . . . . . . . . . . . . 66,300,000 119,800 1807 140,700 Casselman No . 2 . . . . . . . . . . . . . . . . . . . . 99,600,000’ 185,900 1867 218,100 Casselman N o. 3 . . . . . . . . . . . . . . . . . . . . 141,000,000 208,200 1477 261,300 Casselman No. 4 . . . . . . . . . . . . . . . . . . . . 119,800‚О00 252,600 2109 293,400 Casselman No. 5 . . . . . . . . . . . . . . . . . . . . 192,900,000 347,500 1801 404,100 Youghiogheny No . 1 . . . . . . . . . . . . . . . . 648,800,000 218,000 336 543,900 Youghiogheny No. 2 . . . . . . . . . . . . . . . . 1,547,100,000 619,100 400 999,300 Youghiogheny No. 3 . . . . . . . . . . . . . . . . 519,800‚000 487,200 937 601,200 Youghiogheny No. 4 . . . . . . . . . . . . . . . . 1,170,400,000 267 ,600I 229 382,700 Youghiogheny No . 5 . . . . . . . . . . . . . . . . 844‚600,000 109,100 129 136,700 Cheat No. 1 . . . . . . . . . . . . . . . . . . . . . . . . . 5,737,400,000 978,900 171 1,287,900 Cheat No . 2 . . . . . . . . . . . . . . . . . . . . . . . . . 7,294,100,000 1,247,600 171 1,721,900 Shavers Fork No. 1 . . . . . . . . . . . . . . . . . 549,000,000 594,900» 1084 707,500 Shavers Fork N o. 2 . . . . . . . . . . . . . . . . . 1,701,500,000 535,100 314 643,300 Sandy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 883,400,000 468,400 530 599,100 Teters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 463,400,000 316,900 684 393,700 Buckhannon . . . Ъ . . . . . . . . . . . . . . . . . . . . . 1,7 65,700,000 144,600 82 197 ,800 Middle Fork N o. 1 . . . . . . . . . . . . . . . . . . 554,000,000' 520,200 939 601,600 Middle Fork No . 2. .' . . . . . . . . . . . . . . . . 1,511,400‚000 142,300` 94 175,000 Elk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 799,100,000 131,500 165 318,200 “fest Fork . . . . . . . . . . . . . . . . . . . . . . . . . . 2,724,300,000 255,600 94 811,200 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . Í 30,7 7 2,000,000 $9,026,800 $12,638,900 Average . . . . . . . . . . . . . . . . . . . . . . . . . L 1,398,700,000 410,309 293 574,500 Grand total . . . . . . . . . . . . . . . . . . . . . 80,497 ,800,000 $20,363,000 $34,170,800 General average . . . . . . . . . . . . . . . . A 253 ь Ñ* ŕ.__.É._,-,ŕ._ ‚ ‚ „___ 1,872,000,000 473,558 794,699 g Cost per mill. cu. ft. capacity $ 546 297 495 274 605 460 584 369 258 2110 294 2197 261 1 718 857 340 376 425 626 STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 139 STREAMS UPON WHICH STORAGE HAS NOT BEEN CONSIDERED. The following pages treat of streams upon which reservoir storage has not been considered, either because of unfavorable topography or developments along their val- leys. Further and more extensive investigations, however, might show that some of these streams could be economically and effectively used, but such extensive and costly investigations do not seem warranted at this time, for the purposes of the report. ALLEGHENY BASIN. KISKI M I NETAS RIVER. The Kiskiminetas River is not only the most important tributary, commercially, of the Allegheny, but the largest in drainage area, which covers 1877 square miles, or about 16 per cent of the Allegheny Basin. The stream, from the city of Johnstown to the town of Saltsburg, has the name of Conemaugh River, and is formed by the Lit- tle Conemaugh River and Stony Creek, which come together at Johnstown, after the former stream has Howed westwardly 26 miles from its source on the Allegheny Moun- tain. The Conemaugh has a length of 53 miles and in its northwesterly course re- ceives Black Lick Creek, on the right bank, at the town of Blairsville, and Loyal- hanna Creek, on the left bank, at Saltsburg. The Kiskiminetas Hows due northwest, 26 miles, is entered by Beaver Run on the left bank, at the village of Paulton and joins with the Allegheny River 30.2 miles above Pittsburgh. Stony Creek, which has a length of 34 miles, with its Shade and Quemahoning branches, really forms the headwaters of the Kiskiminetas, and by this creek the total stream length to the Allegheny is 113 miles. From a. point seven miles below the source of Stony Creek, the average fall of the stream per mile is about 13.8 feet; and by long reaches from this point, the fall per mile is as follows: to Quemahoning Creek, 12 miles, 55.5 feet; thence to Johnstown, 15 miles, 24.7 feet; thence along the Cone- maugh to Black Lick Creek, 38 miles, 7 feet; thence to Loyalhanna Creek, 15 miles, 4.4 feet; thence to the mouth, 26 miles, 3.5 feet. The elevation of the water at Johnstown is 1160 feet, at Black Lick Creek 894 feet and at the mouth 737 feet. Since June, 1907, when the records at this station began, the Kiskiminetas River at Avonmore, 21.5 miles above the mouth, has discharged from a drainagearea of 1720 square miles, a maximum of 67,250 second­feet, or 39.1 second­feet per square mile, and a minimum of 65 second-feet, or 0.038 second­foot per square mile. The discharge in the Hood of March, 1907, reached a maximum of 76,600 second­feet, or 44.5 sec- ond­feet per square mile. The record stage at Avonmore occurred in 1859, when the discharge reached 80,000 second­feet, or 46.5 second-feet per square mile. The varia- tion between high and low water stages is about 32 feet~. The territory drained includes portions of Cambria, Somerset, Indiana, Westmore- land and Armstrong counties, and the tributaries How through valleys which, in many places, are steep­sided and rugged. While the valleys are largely deforested on the lower slopes, about 37 per cent of the basin is in woodland, mostly along the crests of three ridges, namely: Chestnut ridge, which crosses northeastwardly, practically ending as a well-deñned ridge, just east of Blairsville; Laurel ridge, paralleling the above mentioned ridge, with elevations reaching 2700 feet, crossing about four miles west of Johnstown; and lastly, the Allegheny Mountain, reaching elevations of nearly 3000 feet and form- ing the watershed above the head branches. In the gorges, where the stream cuts deeply through the Chestnut and Laurel ridges, the scenery is notably Hne. This is also the case at a number of other points I 40 ALLEGHENY BASIN. _along the Pennsylvania Railroad, which follows the stream to the top of the Alle- ghenies. _ The coals of the Allegheny measures underlie nearly the whole basin, probably the only place where they are conspicuously absent being along the Laurel ridge anticlinal. At Blairsville, and midway to Saltsburg, and also at a point a short distance below that place, synclinals bring into the valley the overlying Pittsburgh coal bed, which projects northwardly,Y from the main mass, in three long, narrow fields. Mines are scattered along the main valley of the stream below Johnstown and a greater number seem to be on each of the two tributaries above that city. Massive sandstone exposures ар- pear here and there, noticeably at the mouth of the Loyalhanna. ‚ _ The Western Pennsylvania Division of the Pennsylvania Railroad follows the stream from the mouth ’to Blairsville Intersection, three miles east of Blairsville, At the Intersection, the valley is entered, from Pittsburgh, by the main line of the Penn- sylvania Railroad, which has four tracks paralleling the stream to Johnstown and con- tinuing eastwardly up the Little Conemaugh to the Gallitzin tunnel, on top of the Allegheny Mountain, 2150 feet above tide. The Baltimore & Ohio Railroad has a branch line extendingfrom Rockwood, on the Pittsburgh division,` into Stony Creek valley, and down that stream to ~Johnstown. The principal towns located along the main stream and their respective populations are: Johnstown, 55,480; New Florence, 720; Bolivar, 520;'. Blairsville, 3570; Liver- more, 120; Saltsburg, 1040; Avonmore, 1260; Apollo, 3010; Vandergrift, 3880; Leech- burg, 3620. - The physical conditions obtaining on the Kiskiminetas, together with the heavy pre- cipitation and run-off and the proximity of the stream to Pittsburgh, ‘caused careful at- tention to reservoir possibilities within its watershed. The basin*" is ' particularly fan- shaped, with numerous tributaries Howing from a considerable area of steep-sloped4 coun- try, which frequently cause rapid collection of Hood run­off in the Saltsburg vicinity and down theshort trunk of the river to the Allegheny. Railroad, town Cand _mining developments have interfered with plans for projects on the mainstream '_ and on the tributaries excepting Black Lick and Loyalhanna Creeks. Shade Creek, a branch of Stony 'Creek entering on the right bank, with a catch- ment area of 95 square miles, was examined, but abandoned on account of the steep stream grade and the presence of one or two coal beds. The valley, from a short dis- tance above its mouth, -is rough, largely wooded and undeveloped, and someY time in the future it might seem advisable to include it in the reservoir system. ' Quemahoning Creek, with a basin area of 109 square miles, received on the left bank of Stony Creek, above the mouth of Shade Creek, was investigated, but also _aban- cloned; partly for the reason that a reservoir is now being builtin the valley a few miles above the mouth, for industrial supply in Johnstown. The main features of this reservoir are as follows: Drainage area, 92 square miles; capacity, 1,450,000,000 cubic feet; height of dam (earthen), 90 feet; length of crest, 1100 feet; length of pool, about ‘3-^ miles. In this valley there is considerable cultivated land and one or two beds of coal, «-which are mined on the upper reaches. г Оп Beaver Run, close to its junction with the Kiskiminetas, there is a reservoir built byïai company for supply in the borough of Apollo. For this reason the stream was notexamined, as the area of the basin is small. А A _ , ‚ Г C0WANsHANNoCK CREEK. . ~Cowanshannock Creek has .its source just within the limits of the northwestern STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 141 part of Indiana County and flows westwardly 23 miles, through Indiana and Arm- strong counties, joining the Allegheny River on the left bank, 3. 5 miles above Kittan­ ning, and 49.1 miles above Pittsburgh. The elevation of the source is about 1410 feet and of the mouth 773 feet. The drainage basin, of which 24 per cent is wooded, has an area of 63 square miles. The higher hilltops of the surrounding divide reach eleva- tions ranging from 1300 to 1400 feet on the north and south, and 1600 feet at the source. The topography is favorable for a reservoir large enough to control the floods of this creek, but as the basin is small and as coal of the Allegheny River formation, of fair quality, abounds along the valley, a reservo-ir project on this stream has not been thought of sufficient importance for consideration at this time. BIG PINE CREEK. Big Pine Creek lies entirely in Armstrong County, about live miles south of Ma- honing Creek. The stream rises at an elevation of 1360 feet, and after flowing a dis- tance of 16 miles, enters the Allegheny River on the left bank, at an elevation of 777 feet, 51.2d miles above Pittsburgh. The drainage basin has an area of 52 square miles, of which about 25 per cent is wooded. Coal, of the Allegheny River series, is in the hills of the valley, but is not mined to any extent. A reservoir project has not been considered on this valley, but the topographyA would permit one of comparatively small size on the lower reach, without interference with the track of the Buffalo, Rochester & Pittsburgh Railroad, which follows the en- tire length of the stream. ‹ RED BANK CREEK. Red Bank Creek, by its main tributary, Sandy Lick Creek, rises in the north- western part of Clearfield County and flows southwestwardly a distance of 79 miles, joining the Allegheny River, on the left bank, at an elevation of 807 feet, at Red Bank Junction, 64.9 miles from Pittsburgh. Two branches are received on the right bank at Brookville, one of them being the North Branch, which has been included in the system of reservoir control, as is also the case with Little Sandy Creek, another im­ portant branch entering on the left bank four miles above New Bethlehem. _ The basin has an area of 585 square miles, a greatest length of 50 miles and an av- erage width of 11.7 miles, and drains portions of Clearfield, `jefferson, Clarion and Armstrong counties. The lower portion of the stream forms the boundary line be- tween the last two counties and along this stretch the divides reach-elevations of 1500 to 1600 feet above sea, the south ridge being quite close to the stream. Much of the lower stream is in a narrow and‘steep­sided- valley, but on the upper reaches consid- ` erable flat land obtains.~ About 38 per cent of the basin, principally around the head- waters, is wooded. The average fall of the entire stream is about 11.4 feet per mile, and the length and fall by long reaches from the source to the mouth are approximately as follows: To Falls Creek, 13 miles, 25.3 feet; thence to Brookville, 23 miles, 7.6 -feet; thence to mouth of Little Sandy Creek, 17 miles, 7.1 feet; thence to New Bethlehem, 4 miles, 9.3- feet; thence to St. Charles, 8 miles, 6.3 feet; thence to mouth, 14.0 miles, 13.7 feet. The discharge at the mouth varies between a Imaximum of 27,000 second­feet, or 46.2 second­feet per square mile, and a minimum of 11 second­feet, or 0.019 second- foot per square mile. There is a difference of about 14 feet between high and low water. ` ' An important branch of the Pennsylvania Railroad system closely follows the 142 ALLEGHENY BASIN. main stream and the Sandy Lick tributary from Red Bank Junction, on the Allegheny River, to Driftwood, which is on a tributary of the Susquehanna River. The important towns located on Sandy Lick Creek and their respective popula- tions are: Dubois, 12,620; Falls, Creek, 1200; Reynoldsville, 3190; and on the main stream: Brookville, 3000; Summerville, 610; New Bethlehem, 1630. Practically the whole drainage basin holds coal of the Allegheny measures, which is considerably mined. A number of mines are located along the main stream below Little Sandy Creek, where the coal appears »to be high above water. ' The topography of this stream is well formed for large storage, but on account of the developments, no attempt was made for control; although, should the future show this to be desirable, it might be possible, by adjustment of the railroad grades on the lower reaches, to secure results that would be effective and not too costly. BEAR CREEK. Bear Creek rises in the northeastern part of Butler County and Hows 13 miles iiortheastwardly, entering the Allegheny River on the right bank in Armstrong County. The elevation of the source is about 1330 feet and the river is joined just below the town of Parker at an elevation of 841 feet, 83.9 miles above Pittsburgh. The drainage basin, of which 33 per cent is wooded, has a greatest length of 14 miles, an average width of 4.4 miles, and an area of 61 square miles. The higher hills of the water- shed attain elevations of from 1400 to 1500 feet. This stream is not considered to pre- sent storage possibilities on an adequate scale unless the Foxburg branch of the Balti- more & Ohio Railroad, which parallels the left bank, is raised to a higher level. `The ex- pense of doing this cannot be advised at this time. SANDY CREEK. Sandy Creek, from its source in the southwestern part of Crawford County, Hows southeastwardly through the northeastern part of Mercer County and enters Venango County, joining the Allegheny River on the right bank, 10 miles south of Franklin and 116.6 miles above Pittsburgh. The elevation of the source is about 1330 feet and of the mouth, 928 feet. - The drainage basin, which has a length of 28 miles, 'an average width of 5.4 miles and an area of 152 square miles, is wide at the mouth and unusually narrow at the source. Some of the higher hills of the lower half of the shed reach elevations of from 1500 to 1600 feet. About 36 per cent of the basin is wooded. The line of the terminal moraine crosses about seven miles from the stream mouth and all of the basin above this line has been involved by glacial action. Sandy Lake, which is used as a summer resort and is situated in the eastern part of Mercer County, on a short branch at an elevation of about 1165 feet, is undoubtedly of glacial origin. The immediate valley of the creek lies below the red Shale f-or a distance of nearly eight miles above the mouth. The lower six mile reach of the valley is very favorable, topographically, for a res- ervoir of considerable size and of reasonably short dam, but an important railroad, a branch of the Lake Shore & Michigan Southern, has recently been built close along the stream, and it is thought that the damages resulting from construction of a project on this stream would not be warranted. CONNEAUT LAKE CREEK. Conneaut Lake Creek, in the southern part of Crawford County, drains Conneaut Lake, from the outlet of which it flows southeastwardly a distance of 12 miles, and STORAGE POSSIBILI'l`1ES ON THE ALLEGHENY AND MONONGAHELA BASINS. 143 joins French Creek on the right bank about 7 miles south of the city of Meadville. The lake has a length of 2.6 miles, an elevation of 1072 feet, and lies in a glacial coun- try, surrounded for most part by broad, Hat hills. The stream, Howing from the south- ern end of the lake, passes through a marshy valley, which, in the upper portion, is about a mile wide. It is known that the glacial deposit attains considerable depth in a num- ber of places in the basin and that this condition extends westwardly, across the low divide, into the Pymatuning Swamp country, at the head of the Shenango River. This swamp has an elevation of about 1010 feet. The basin has an area of 95 square miles, of which 21 per cent is wooded. About five miles below the lake the valley is crossed by the Erie Railroad on a low grade. This stream, on account of the conditions prevailing, has not received any serious considera- tion for a reservoir project. OIL CREEK. Oil Creek rises by its East Branch in the extreme southwestern corner of Erie County, Pennsylvania, and Hows southwardly through the eastern part of Crawford County, joining the Allegheny River 134.2 miles above Pittsburgh, at Oil City, in the central part of Venango County. The total length of the stream is 39 miles and in the lower 15 miles, from Titusville to the mouth, it falls at the rate of about 13 feet per mile, to an elevation of 982 feet. The drainage basin, which has an area of 303 square miles, covers portions of Erie, Crawford, Warren and Venango counties. A small lake is situated on the West Branch, which enters the East Branch 10 miles below its source, and several miles above the line of the terminal moraine. About 42 рег cent of the basin is wooded. The discharge at the mouth varies between a maximum of 15,000 second-feet, or 49.5 second-feet per square mile and a minimum of 39 second-feet, or 0.13 second-foot per square mile. There is a difference of about 10 feet between high water and lo­w water. The entire main stream and practically all the branches have cut below the Mauch Chunk Red Shale and into the Catskill Sandstone. The Allegheny River coal measures are in the upland country, but end about at the crossing of the terminal moraine. One of the largest and most productive oil ñelds ever found in the Allegheny Basin was commercially opened in this region in the year 1857, but large developments did not fol- low until some years later. While the ñeld is still productive, many of the wells have become exhausted and others greatly reduced in output. The principal towns along the main stream and their respective populations are: Centerville, 260; Titusville, 8540; Rouseville, 650. Titusville is situated 15 miles above the .mouth, and northwardly from this city the basin widens out into a fan shape. А11’ important line of the Buffalo & Allegheny Valley Division of the Pennsylvania System is closely located along the stream and upon frequently occurring bottom land, on the lower reaches. ~ It is thought that reservoiring on an adequate scale for control of this stream would have to be accomplished below Titusville, but the conditions obtaining did not seem fa- vorable enough to warrant the expense of special surveys, which would have been nec- essary in this district. ` HICKORY CREEK. Hickory Creek, from its source in the southern part of W'arren County, Hows a dis- tanceY of 13 miles in а southwesterly direction, and joins the Allegheny River on the 144 ALLEGHENY BASIN. left bank, in the northwestern part of Forest County, 161.6 miles above Pittsburgh. The elevation at the mouth is 1069 feet. Notwithstanding that lumber manufacture is active on this stream, the percentage of standing timber, according to the Forest Service investigation, is considerably higher than on any of the other basins, over 98 per cent of the area being wooded. Several mills of large output are located on the stream about a mile above its mouth at the village of Endeavor, and a lumber railroad, which crosses the divide from the Tionesta valley, extends down Beaver Creek Branch and connects the mills with the main line of the Pennsylvania Railroad at the town of Hickory. To impound water from the Beaver Branch, as well as from the main stream, a dam would be so located that valuable property of the lumber interests at the village of Endeavor would be involved, including a portion of the small railroad. Consider- ing these features and the small size of the stream, a project is not recommended at this time. BROKEN STRAW CREEK . Brokenstraw Creek rises in the southwestern part of Chautauqua County,.New York, and after fiowing a distance of 10 miles in a southerly course, enters the State of Pennsylvania, and empties into the Allegheny River, on the right bank, at the town of Irvineton, in the central part of \/Varren County, 184 miles from Pittsburgh. The stream falls at the average rate of 14.4 feet per mile, from an elevation of 1710 feet at the source, to 1149 feet at the mouth. From the state line to the mouth, 29 miles, the fall per mile averages 9.7 feet. The drainage basin has an area of 319 square miles, of which about 46 per cent is wooded, covering mostly the lower portion> of the area to the south of the terminal moraine. Along the southern side of the stream, a considerable amount of the wood- land has been damaged by fire. The hills at the source of the stream, where the high- er elevations reach 1860 feet, form a portion of the upper French Creek divide, and the southwestern edge of the Lake Chautauqua Basin. The discharge at the mouth varies between a maximum of 14,350 second-feet, or 45 second-feet per square mile and a minimum of 45 second-feet, or 0.14 second-foot per square mile. There is a difference of about 12 feet between high and low water. The immediate valley of the stream is notably wide and flat for practically 20 miles above the mouth. A reservoir project of any considerable size is considered unfeasible, not only on account of these topographical conditions, but because excessive damages would result from overfiow, as an important railroad, the Philadelphia & Ег1е, is lo- cated on the low ground, passing through a fine farming country and connecting a num- ber of attractive towns. Little Brokenstraw Creek is received by the main stream at the village of Pitts- field, 8 miles from the Allegheny River, and judging from an examination made under heavy snow conditions, a small project upon this stream is thought to be feasible. The natural location for the dam would be in а narrow part of the valley, about 2 miles from the mouth. About 75 square miles of drainage would be tributary to this site, but surveys were not made and the project was abandoned. coNEwANoo CREEK. Next to French Creek, Conewango Creek is the largest tributary entering the Al- legheny on the right bank. From an elevation of about 1640 feet at its source, in the northeastern part of Chautauqua County, New York, it flows almost due south a dis- STORAGE POSSIBILITIES ON THE ALLEGHENY AND .MONONGAHELA BASINS. 145 tance of 74 miles, and enters the Allegheny 192 miles above Pittsburgh, at the town of Warren, Pa., where the elevation is 1174 feet. The general topography and the drainage system form an interesting study. The basin, which has an area of 892 square miles, is quite wide at the upper end, where the divide runs closer to Lake Erie than any other part of the great Ohio Basin, at one point, northwest of Lake Chautauqua, being less than four miles distant. The eleva- tion of Lake Erie is 573 feet, Lake Chautauqua, 1308 feet, while the divide between has an elevation of about 1400 feet, rising at several points in the northeast and along the Conewango­Allegheny divide to 2100 feet. The general country consists of shale formation and for the greater part, wide, gradual slopes obtain, indicating glacial ac- tion. Near the head of a number of the upper branches, glacial lakes and swamps are of frequent occurrence. The terminal moraine crosses the basin near the lower end, and therefore practically the entire area is involved by the glaciated Held. About 24 per cent of the basin is wooded. ’ Lake Chautauqua, by far the largest ofthe lakes, famous as a summer resort, lies in the southwestern part of New York State and from its southern end, at the city of Jamestown, a short, winding stream Hows southwestwardly, connecting with Cassadaga Creek, which in turn drains into the Conewango, 25 miles north of Warren. It is notable that a number oflakes and swamps have nearly the same elevation. About 12 miles to the northeast of Lake Chautauqua, the Upper and Lower Lakes have ele- vations of 1306 feet, or only two feet lower than Lake Chautauqua, while 14 miles to the east of these, a swamp, 10 miles long and nearly a mile wide, through which Conewango Creek Hows, has an elevation of about 1300 feet. For the upper nine miles of the stream, to near the head of the large swamp, the rate of fall per mile is 35.6 feet, while through the swamp, where the stream has a multitude of small turns, and on down to Cassadaga Creek, a distance of 40 miles, the rate of fall is two feet. From here to the mouth, for 25 miles, the rate is 2.6 feet. Since October, 1909, the maximum discharge at Frewsburg, N. Y., located 21 miles above the mouth and draining an area of 550 square miles, has been 11,500 second-feet, or 20.9 second-feet per square mile, and the minimum, 200 second-feet, or 0.36 second- foot per square mile. The maximum discharge at Frewsburg is estimated to reach 22,- 000 second-feet, or 40 second-feet per square mile, and the minimum to fall as low as 90 second-feet, or, 0.164 second-foot per square mile. .There is a variation of about 15 feet between high and low-water stages. ~ The valley narrows considerably along the lower 13 miles and near the upper end of this reach a dam of considerable impounding capacity seems feasible; but the spread of the water on the Hats above, even with a low dam, would involve a railroad of the New York Central system, a trolley road, a portion of the village of Frewsburg; a number of miles of highway and much land, some of which is under a fair state of cultivation. A general examination of the lower valley and a study of the U. S. Geo- logical Survey maps resulted in the conclusion that conditions did not warrant the ex- pense of making surveys on this stream or encouraging serious consideration at this time of a reservoir project. ' ALLEGHENY R1vER AND PRINCIPAL TRIBUTARIES ABOvE KINZUA CREEK. The Allegheny River, above the mouth of Kinzua Creek, Hows at frequent inter- vals through long, low stretches of wide bottom land, a considerable part of which is in a fair state of cultivation. There are certain stretches, however, where the hills, 146 ALLEGHENY BASIN. which are generally steep-sided, close in near to the stream. According to railroad levels, the elevation of the stream about one mile below the source in Potter County, Pa., is 2210 feet above sea; and from this point the length and fall by long reaches are as follows: To Colesburg, 4.9 miles, 77.6 feet; thence to Coudersport, 6.8 miles, 27.9 feet; thence to Port Allegany, 16.5 miles, 10.7 feet; thence to mouth of Oswayo Creek, 24 miles, 1.4 feet; thence to Olean Creek (Olean), 6.2 miles, 1.6 feet; thence to Great Valley Creek, 20.7 miles, 2.3 feet; thence to Kinzua Creek, 31.8 miles, 5.1 feet. The prevailing rocks of this whole upper region consist of shale and sandstone and are much the same as obtain for a considerable distance below Kinzua. The ter- minal moraine lies about 8 miles to the north of the river at Kinzua, and, following upstream, gradually becomes closer until it crosses the river, a few miles west of Olean, and recrosses to the north just east of that city. The important towns located on the stream and their respective populations are: Coudersport, 3100; Olean, 14,740; Salamanca, 5790;Warren, 11,080. Indian reserva- tions maintained by the National Government occupy a considerable belt of the val- ley, on each side of the stream, beginning at a point about 10 miles below the New York state line and extending into that state to a point about ten miles above Sala- manca. The Buffalo & Allegheny Valley Division of the Pennsylvania Railroad follows the flats, in places close to the water, all the way up the stream to Port Allegany, where it ascends a small tributary in the direction of the town of Emporium, which is located on a branch of the Susquehanna River. F rom Port Allegany, the Couders- port & Port Allegany Railroad follows the stream to near the head and then passes over the divide into the Genesee River valley. The discharge of the Allegheny River at Red House, New York, 12 miles above the Pennsylvania state line and 226 miles above the mouth, from a drainage area of 1640 square miles, varies between a minimum of 100 second-feet, or 0.06 second-foot per square mile, and a maximum of 41,000 second-feet, or 25 second-feet per square mile. The above maximum discharge is the greatest during the term of the record, since September, 1903, but it is probable that the maximum reaches about 49,000 sec- ond-feet, or 30 second-feet per square mile. There is a variation of about 11 feet be- tween high water and low water at Red House. Potato Creek. This stream, which has a basin area of 225 square miles, entirely in Pennsylvania, flows a distance of 25 miles nearly due north from the southeastern part of McKean County, and enters the Allegheny River on the left bank, at an ele- vation of 1451 feet, 23 miles above the city of Olean, and 277 miles from Pittsburgh. About 75 per cent of the drainage area is wooded. IThe valley is for the most part wide and the bottom land cultivated or used for grazing purposes. On the lower reach is the Kushequa Railroad, and from the mouth nearly to the head is a branch of the Buffalo & Allegheny Valley Division of the Pennsylvania Railroad. Oswayo Creek. The basin of this stream lies in Pennsylvania and New York, the greater part of the drainage area of 246 square miles being in the former state. The creek rises in the northwestern part of Potter County, has a northwesterly course, and after ñowing a distance of 23 miles, enters the state of New York, joining the Alle- gheny 3.8 miles further, on the right bank, at an elevation of 1430 feet, 7 miles above Olean and 261 miles from Pittsburgh. The total wooded area covers nearly 65 per cent of the basin. The low, wide flats on the lower reaches are swampy close to the stream, which condition also obtains on the Allegheny above the mouth of the creek. The higher portions of the low land are cultivated and upon these are located the Pitts- STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA `BASINS. 147 burgh, Shawmut & Northern Railroad, and the traction road of the Western New York & Pennsylvania Company. Olean Creek. This stream drains a basin of 2o1 square miles, wholly in New York State, and Hows southwardly 32 miles from the northeastern part of Cattaraugus County, entering the Allegheny on the right bank, at Olean, at an elevation of 1420 feet, 254.5 miles from Pittsburgh. From below the village of Hinsdale, 8.5 miles above the mouth, the fall per mile is 3.3 feet, and along this part of the stream the bottom land of the valley is uniformly wide and flat with two lines of railroad following close- ly along the well-deñned foot of the hill on each side. For a distance of several miles above the mouth, nearly one hundred oil tanks are scattered over the Hats. The greater part of the immediate valley appears to be in a very good state of cultiva- tion. About 25 per cent of the basin is wooded. Great Valley Creek. This stream nearly parallels Olean Creek, on the west, en- tering the Allegheny on the right bank at the town of Salamanca, at an elevation of 1372 feet and a distance of 234 miles from Pittsburgh. The drainage basin has an area of 137 square miles, of which 32 per cent is wooded, and a length of 23 miles, the lower reaches of which are bordered by bottom land of considerable width, through which runs the Buffalo, Rochester & Pittsburgh Railroad. Tuneungwarlt Creek. From the Kinzua divide, in McKean County, Pennsylvania, this stream flows northwardly, joining the Allegheny River at an elevation of 1388 feet on the left bank at Riverside Junction, Cattaraugus County, New York, 24o miles from Pittsburgh. The stream has a length of 25 miles and drains an area of 16o square miles, of which about 78 per cent is wooded. While the lower portion of the stream consists of many short bends, the general valley is unusually straight and comparative- ly wide, with two lines of railroad on the bottom land to ‘(Не right, one of them being the Buffalo, Rochester & Pittsburgh, and the other, a branch of the Erie Railroad, extend- ing southward from Salamanca. It is believed that the conditions now existing on the Allegheny and its principal tributaries, above Kinzua Creek, do not offer favorable opportunities for economic res- ervoir construction. A series of low dams might be built below Red House, but it is questionable as to whether the results gained would warrant the cost of disturbance to property caused by the overflow. Above Red House, 6. 5 miles below Salamanca, it is thought that res- ervoir projects can never be attempted on account of the great amount of wide lowland on the mainstream and on the lower reaches of all the principal tributaries. A num- ber of towns and much railroad property, steam and electric, would have to be removed a considerable distance from their present locations. MONONGAHELA BASIN. TURTLE CREEK. Turtle Creek rises in the western part of Westiiioreland County and Hows west- wardly 18 miles, entering the Monongahela River on the right bank at Port Perry, 11.7 miles above the mouth, at Pittsburgh. This is the ñrst stream of any consequence entering the Monongahela above Pittsburgh. From the source, elevation 1160 feet, the stream falls in a distance of 12 miles to an elevation of 762 feet, at the junction with Brush Creek, at Trafford City, and thence in a distance of 6 miles, to an elevation of 715 feet at the mouth, which is in pool No. 2 of the Monongahela River. Brush Creek, which has a length of 19.5 miles, rises about four miles north of Greensburg, near 148 . MONONGAHELA BASIN. Hannastown, at an elevation of 1280 feet. On the opposite side of the divide, at the headwaters of this stream, Beaver Run, a tributary of the Kiskirninetas, has its source. The drainage basin has an area of 145 square miles, of which only about I1 per cent is wooded. The discharge at East Pittsburg, near the mouth, varies between a maximum of 9375 second-feet, or 64.5 second­feet per square mile, and 10 second- feet, or 0.10 second­foot per square mile, part of which is probably mine water. On Brush Creek, between Penn Station and Larimer, a distance of 6.6 miles, the stream is crossed by a belt of Pittsburgh coal, which is considerably mined. Penn Station is 12.8 miles above the mouth at Traiford City. Below Larimer the ground holds the Allegheny coal measures. Turtle Creek, from the mouth to Trafford City, is much congested by railroad and manufacturing developments, while above this point the main line of the Penn- sylvania Railroad parallels Brush Creek for nearly its entire length, and a branch of the same railroad ascends Turtle Creek. These conditions would prevent an effective flood control reservoir from being built onthis stream. BIG SEWICKLEY CREEK. Big Sewickley Creek, inrwestmoreland County, also called Sewickley Creek, rises on the western slope of the Chestnut ridge, flows 30 miles nearly_ due west and joins the Youghiogheny River, on the right bank, 17 miles above the mouth of that stream. The elevation at the mouth is 738 feet. Beginning at a point 18 miles above the mouth, the stream falls at the rate of 5.5 feet per mile, for 11 miles, and at the rate of 20.3.feet per mile for the remaining 7 miles. The drainage area, 158 square miles, includes the city of Greensburg, which is situated in the northeastern part. A division of the Pennsylvania Railroad, operating between Greensburg and Con- nellsville, follows a portion of the upper part of the valley, leaving the stream at Hun- kers, in going southward. From Hunkers a branch has recently been extended for most of the distance down to the mouth. Topographically the valley is well formed for storage, but in view of railroad and Pittsburgh coal developments, made and proposed, on the lower reaches, and the pres- ence of other coals along this part of the stream, the consideration of reservoir projects cannot be recommended at this time. JACOBS CREEK. ~Iacobs Creek has its source on the western slope of Chestnut ridge, almost ex- actly opposite the headwaters of Loyalhanna Creek, which flows northwardly into the Kiskiminetas River from the eastern slope of this ridge. The stream flows in a gen- eral westerly direction for a total length of about 31 miles, and empties into the Youghiogheny River on the right bank, 27 miles from the Monongahela River, at an elevation of 770 feet. From Scottdale to a point 7 miles below, the fall per mile is 2.9 feet and for the remainder of the way, 7 miles, the fall per mile is 31.6 feet. For a considerable portion of its length from the mouth eastwardly, this creek forms the boundary line between Westmoreland and Fayette counties. The drainage area is 101 square miles, of which 26 per cent is wooded. U. S. Geological Survey maps, covering most of the basin below the Chestnut ridge, show the higher elevations of the watershed to range from 1300 to 1400 feet. The stream, from a point about two miles below Scottdale, flows through a com- paratively narrow and thinly­settled valley along which part are to be found only the coals of the Allegheny series, which are as yet only slightly mined. The eastern edge STORAGE POSSIBILITIES ON ТНЕ ALLEGHENY AND MONONGAHELA BASINS. 14.9 of the main Held of the Pittsburgh -bed crosses about at the mouth of the stream, in a northeasterly and southwesterly direction. Scottdale is located in the long, narrow belt of the famous coking coal, and in this region the stream has received large mining de~ velopments which are connected by through lines of railroad. So far as the topography is concerned, a reservoir site is feasible on the lower reach Y of the stream, with the dam a very short distance from the Youghiogheny River, and more extensive investigations might show that the coal deposits' are not of sufñcient importance to interfere with a project of large capacity in this valley. INDIAN CREEK. Indian Creek Hows from the western slope of Laurel ridge in the southeastern part of Westmoreland County, and following a southwesterly course shortly enters Fayette County, in which it joins the Youghiogheny River, on the right bank, 51 miles from the mouth of that stream. The mouth, which is 7 miles above Connellsville, has an elevation of about 953 feet. The basin, which has a greatest length of 2o_miles and an average width of 6.3 miles, has an area of 126 square miles about evenly divided into two parts by the creek. On the northwest is the Chestnut ridge. and on the southeast the Laurel ridge, the latter largely forming the Fayette­Somerset county line. About 67 per cent of the basin is under forest cover, of which by far the greater part lies on the above named ridges. Some three miles above the mouth of the stream the Pennsylvania Railroad Com- pany has built a reservoir from which water is conducted for supply purposes to va- rious parts of their main railroad and branch system, to the north and northwest. The coals have been eroded from the crests of the ridges on either side, but most of the valley, high up on the slopes, holds several beds of the Allegheny formation, which are mined to a limited extent. A railroad called the Indian Creek Valley Railroad, re- cently built and at this time arriving at only a small business, extends from the Bal- timore &.Ohio Railroad, on the Youghiogheny River, to a point 12 miles' upstream. This valley has not been covered by a government topographic survey. A Held ex- amination disclosed the fact that a reservoir of adequate size could probably be built, but present developments discouraged the making of surveys. Later studies might show that some arrangement could be made for the enlargement of the present reservoir to a capacity sufficient to serve the additional purpose of Hood control. ’ REDSTONE CREEK Redstone Creek rises in Chestnut ridge 2540 feet above tide and after Howing a distance of 29 miles in a general northwesterly course, joins the Monongahela River, on the right bank, at an elevation of 735 feet, 55.2 miles above Pittsburgh. Com- pared to most of the lower Monongahela tributaries, the average fall per mile is very steep, being about 62 feet. For a distance of 11 miles above the mouth the fall is 15 feet per mile, and from Uniontown, population 13,350, 21 miles above the mouth, the fall is about 11 feet per mile. The drainage basin, which lies entirely in Fayette County, has an area of 109 square miles, of which 14 per cent is wooded. Elevations of the higher hills range from 1300 feet along the sides of the lower half of the basin to about 2800 feet near the source. The valley for the greater part is narrow, but for a distance of several miles above the mouth it broadens out. At the Monongahela River the Pittsburgh coal bed is I 50 MONONGAHELA BASIN. above water, but dips under water a short distance upstream and reappears, probably eight miles from the mouth, from which point the outcrop rises back on the hills. Small towns are scattered along the valley and a number of mines are in operation. The Redstone branch of the Pennsylvania Railroad closely follows nearly the entire length of the stream. This stream is not considered suitable- for a Hood control project. TEN MILE CREEK. Ten Mile Creek drains the southeastern part of Washington County and the north- eastern part of Greene County. In fact, nearly half of the latter is covered by the drainage of the South Branch, which is the larger tributary, and joins the North Branch at the village of Clarksville, from which place the main stream Hows eastwardly three miles, entering the Monongahela on the left bank 65.7 miles from Pittsburgh. The stream, by the South Branch, has alength of 40 miles and falls from an ele- ' vation of 1280 feet at the source to an elevation of 747 feet at the mouth. It has a very irregular discharge and in some years the surface of the bed has been com- pletely dry. No measurements of flood discharge have been made, but it is known that the stream rises to Considerable height. The basin, nearly circular in form, drains 334 square miles, with the watershed reaching elevations ranging from 1300 to 1500 feet. About 18 per cent of the basin is wooded. While the topography is well formed for a reservoir on the lower reach of each of the branches, or for one large project on the main stream, with the dam below Clarksville, the underlying Pittsburgh coal bed, it is thought, would interfere with eco- nomical use of this valley. The depth of the coal below stream bed, probably 120 feet at Clarksville, would permit of a reservoir being built if the mining could all be done from one end, but, as shaft and other mine features would probably be needed along the stream, it has discouraged anything being done beyond the field examination. An ex- tensive mining and coking plant, with railroad connections. is lo-cated on the main stream. WHITELEY CREEK. Whitely Creek is situated in the southeastern part of Greene County and after flow- ing almost due east to Mapleton, a distance of 16 miles, and then northwardly 5 miles, enters the Monongahela River on the left bank, 80.5 miles above Pittsburgh. The eleva- tion at the source is 1340 feet and at the mouth 760 feet. The drainage basin has an area of -52 square miles and the higher parts of the di- vide reach elevations of from 1400 to 1500 feet. About 18 per cent of the basin is wooded. Several favorable reservoir sites of suitable capacity are to be found on the lower reaches, but have not received consideration on account of the presence of the Pittsburgh coal, which underlies the stream mouth at a depth of about 130 feet, and at Wi'llow Tree, 8. 5 miles above the mouth, lies at a depth of probably over 300 feet. Ех- tensive developments have not been made along this stream, and mining requirements in- cluding rail connection are not known. GEORGE CREEK. George Creek is situated in Fayette County and has its source on the western slope of the Chestnut ridge, at an elevation of about 1160 feet. From the source it flows 16 miles, almost due west, joining the Monongahela River on the right bank at New Geneva, 85.2 miles from Pittsburgh. The elevation of the mouth, in pool No. 7, is STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA _BASINS. ISI 770 feet. The average per mile slope of the entire stream is 24 feet, with the flatter por- tion in the upper half. The area of the drainage basin is 66 square miles, of which 21 per cent is wooded. At the mouth of the stream the Pittsburgh coal bed is back in the hills and something over 230 feet above water. The lower coal measures, with the overlying bed, the Up- per Freeport, would be about 300 feet under water. This condition, in a general way, is believed to continue for a number of miles up the creek, and it is therefore seen that coal is not a matter for concern, as was thought to be the case at the time of the field _ reconnoissance. The Fairmont and Morgantown branch of the Baltimore & Ohio Railroad enters the valley from the north, following the stream for some miles and leaving it seven miles above the mouth, at a point a short distance north of a place called Outcrop. The valley is comparatively narrow and ~little developed, and reservoiring is feasible on an adequate scale. _ DUNKARD CREEK. Dunkard Creek rises in the southwestern corner of Greene County, Pennsylvania, and by a general but meandering course follows the state line for a distance of 32 miles, when it turns northeastwardly 15 miles, joining the Monongahela River, on the left bank, 87.5 miles above Pittsburgh. The stream has a length of 47 miles, and falls from an elevation of 1240 feet at the source to 770 feet at the mouth, which is im- mediately below Lock No.8. The drainage basin, of which about half lies in West Virginia, has an area of 229 square miles, about 18 per cent of which is under forest cover. The higher hills of the surrounding divide reach altitudes of ab-out 1400 feet. The discharge is subject to wide variations and the stream goes dry in summers of low rainfall, as in 1908. 'A gaging station is in operation a few miles above the mouth, but no measurements of flood How have as yet been obtained. The average fall of the stream, from the source, is about 10 feet per mile, or only slightly greater than the West Fork, which has a lower rate than any of the other streams. The stream slope from the mouth to Mount Morris, 12 miles, averages about 10 feet to the mile, while from the mouth to Blacksville, 30 miles, the slope is 5.7 feet to the mile. Along this whole part of the valley the topography is particularly well formed for reservoir construction to large capacity. No railroads have been built along the stream, but two sites would probably be required to avoid interference with several villages. This valley, however, has not been included in the study for reservoir projects, on account of the Pittsburgh coal bed which underlies the stream. The coal at the mouth is approximately 200 feet above water and about three miles from the mouth it disap- pears under water, rapidly descending to 350 feet under water, at Mount Morris. It is considered that a dam could be built a short distance upstream from the point where the coal goes under water, without any detriment to mining operations, but it was not possible at this time to make the careful investigation thought necessary to arrive at a plan which would harmonize with mining requirements. DECKERS CREEK. Deckers Creek rises in the eastern part of Monongalia County, W. Va., flows southwestwardly into Preston County, returns into Monongalia County, in a north- westerly course, and enters the Monongahela River on the right bank at Morgantown, 102.2 miles above Pitsburgh. The stream falls in a total distance of 24 miles, from an elevation at the source of 2140 feet to an elevation at the mouth of 793 feet. For 5.5 I 52 ' MONONGAHELA BASIN. miles above the mouth, the fall per mile is 37 feet, and for the next 4.5 miles it is 103 feet per mile. D The basin has an area of 62 square miles, of which 47 per cent is wooded. The higher parts of the watershed reach altitudes of 2200 to 2300 feet. Y The Morgantown & Kingwood Railroad follows the stream for a distance of about 17 miles from the mouth, and several mines and a number of coke ovens have recently been established on this road, about four miles from the mouth. Coal is also mined _ some miles further up the stream. It is understood that the Upper Freeport coal bed is the one which is mined in this district. Railroad and mine developments have discouraged anything being done on this stream beyond the field examination and a study of the government topographic maps and the geological data of West Virginia. BUFFALO CREEK'. Buffalo Creek and its branches lie Within the limits of Marion County, West Vir- ginia. Most of the western half of the county is drained by this basin, which has an area of 122 square miles. About 16 per cent of the basin is wooded. The higher parts of the watershed surrounding the basin reach elevations ranging from 1400 to 1600 feet. The stream Hows eastwardly a distance of 28 miles from an elevation of 1260 feet, and joins the Monongahela River on the left bank, 125 miles above Pittsburgh. The mouth of the stream, elevation 858 feet, is 1.7 miles below the city of Fairmont and to this point, from the town of Mannington, which is 17 miles above, the stream falls at the rate of 6.0 feet per mile. The immediate valley, for the most part, is comparatively narrow, and close along the stream is located the Wheeling Division of the Baltimore & Ohio Railroad. The IPittsburgh coal bed is mined at a number of places, and in view of the conditions ob- taining, it is believed, judging from a rapid Held examination and study of the U. S. Geologicall Survey maps, that reservoiring could not be effectively carried out, for rea- sonable cost. ­ TYGART VALLEY RIVER. _ Tygart Valley River, West Virginia, asa tributary of the Monongahela River, ranks third in length and in drainage area. The drainage basin has an area-of 1369 square miles and includes portions of nine counties, namely, Pocahontas, Randolph, Up- shur, Barbour, Tucker, Preston, Taylor, Marion and Monongalia. This stream, with the West Fork, forms the Monongahela, the junction occurring about one mile above Fairmont, and 128.1 miles above Pittsburgh. The source is in the extreme southern part of Randolph County, and from here the general course of the stream is a little west of north. The elevation at the source is 4100 feet, and in the 118 miles from here to the junction with the West Fork, at the head of pool N0. 15, the end of slackwater im- provement on the Monongahela River, the stream drops 3242 feet to an elevation of 858 feet. The fall per mile of the stream by long reaches is as follows: head of stream to Mingo Flat, 4.8 miles, 293.7 feet; thence to Huttonsville, 17 miles, 36.5 feet; thence to Belington, 36 miles, 10.8 feet; thence to Philippi, 17 miles, 22.8 feet; thence to Graf- ton, 23 miles, 13.8 feet; thence to mouth, 20 miles, 5.9 feet. The Tygart Valley' has two tributaries of considerable drainage area, namely: Buckhannon River, of 304 square miles, and Middle Fork, of 152 square miles. The former enters 48 miles and the latter 52 miles, above the junction with West Fork. STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. 153 А1 1110 Very head of the basin, and near the source of the stream, is a high point on Cheat Mountain, called Mace Knob, with an elevation of 4700 feet. Cheat Moun- tain separates this valley from that of Shavers Fork northwardly for nearly 40 miles, the higher elevations falling in this distance to 4000 feet. On the west, in the same distance, the divide falls to about 2000 feet, to the west of the Buckhannon. The higher parts of the eastern divide, upon nearing the mouth, gradually lower to about 2000 feet, while on the west, the divide is considerably lower. Laurel ridge, which is prominent in Pennsylvania, reaches the edge of the basin three miles west of Rowles- burg, and from here it continues so-uthwardly, forming the divide for a distance of about 16 miles; then enters the basin, ñnally taking the name of Rich Mountain, and again touches the watershed at Mace Knob, at the head of the Buckhannon River. About 43 per cent of the basin is under forest cover, 8 per cent of which is com- posed of virgin forest, occurring in practically two areas, one situated at the headwaters of the Middle Fork branch and the other at the headwaters of the main stream. About 7 per cent of the wooded area has been burned over. By far the greater area of the woodland covers the high country of the basin, which begins with and lies to the south and southeast of the Laurel-Rich mountain range and to the west of this range across the upper waters of the Buckhannon and Middle Fork. _ Т110 upper portion of this basin receives the heaviest rainfall recorded on either the Allegheny or Monongahela Basins, the maximum annual rainfall at Pickens reach~ ing 80.9 inches in 1907. Since June, 1907, when observations began, the maximum discharge at Fetterman, W. Va., 19 miles above the mouth, from a drainage’ area of 1296 square miles, has been 34,975 second-feet, or 27.0 second-feet per square mile, and the minimum, 12 second-feet, or 0.0093 second-foot per square mile. The maximum recorded stage of 29.0 feet occurred in July, 1888, when there was a discharge of 56,600 second-feet, or 43.6 second-feet per square mile. .There is a difference of 26 feet between high and low water at Fetterman. The maximum discharge, 60 miles above the mouth, at Belington, W. Va., where the drainage area is 404 square miles, is 17,700 second-feet, or 43.8 second-feet per square> mile. This maximum, as at Fetterman, occurred during the Hood of July, 1888. The minimum discharge is 7 sec0nd~feet or 0.017 second-foot per square mile. There is a difference of about 18 feet between high and low-water stages at Belington. F rom the source to a point about ñve miles above Huttonsville, the valley is found to be narrow and thinly­settled. Following down the valley, to the crossing of the Laurel ridge, three miles below Elkins, there is almost continuous bottom land, much of it being nearly a mile wide. Between Belington and the mouth of the Buckhan- non the valley is narrow and gorge­1ike. Below the mouth of this stream to Grafton, the valley, although still sided by steep hills, opens out into bottom land of limited extent, principally at and near Philippi, and at Grafton. Between Grafton and the mouth the hills again close in near to the stream. ' ‹ According to the West Virginia geological map, the eastern edge of the Allegheny coal formation crosses the river about six miles west of Elkins, the limit of the ñeld be- ing along the western slope of Laurel ridge and close to the crest of that range. From' this point to within about 9 miles of the Monongahela River, the Valley holds beds of this formation, and along this stretch of the stream coal is mined at a number of places on the banks. For two or more miles above the mouth the stream flows between coal areas, which are said to be considerably above water. The Baltimore & Ohio Railroad closely follows the stream from the mouth to Bel- 154 MAINTENANCE AND OPERATION. ington, from which place the Western Maryland operates a line as far as Huttonsville. The principal towns and their populations are as follows: Huttonsville, 250; Beverly, 440; Elkins, 5260; Belington 1480; Philippi, 1040; Grafton, 7560. The topographic conditions and the fall of the stream are favorable for several sites in this valley, below or above Grafton, but it is considered from the field exam- ination, and study of the U. S. Geological Survey maps, that large projects would be too costly for the value received. Further and more extensive investigations might show, however, that by very careful adjustment, one or two sites could be secured with- out too much interference with mine, town and railroad developments and that the Hood control to be obtained thereby would warrant «the cost. THREE FORK CREEK. Three Fork Creek rises in the western part of Preston County, West Virginia, at an elevation of 1930 feet, Hows southwestwardly 25 miles, entering Taylor County, and joins Tygart Valley River at Grafton, on the right bank, 20 miles above the mouth. The elevation of the mouth is 975 feet. The area of the drainage basin is 103 square miles, of which nearly 39 per cent is wooded. The main east and west line of the Baltimore & Ohio Railroad closely follows the stream from the mouth to a point 10 miles above, where it turns up a branch called Raccoon Creek and crosses an arm of Laurel ridge and then the Cheat River. The topography is formed suitably enough for one or more reservoir sites, but rail- road developments would make adequate projects too costly, and none have been con- sidered. TEN MILE CREEK. (Of the West Fork River.) Ten Mile Creek has its source in the southwestern part of Harrison County, VV .Va., at an elevation of 1280 feet, Hows northeastwardly a distance of 28 miles and joins the West Fork River, on the left bank, at an elevation of 895 feet, 18 miles from the mouth of that stream. 4 The area of the drainage basin is _126 square miles and the higher parts of the surrounding hills reach elevations of from 1300 10 1600 feet. About 21 per cent of the basin is wooded. A line of the Baltimore & Ohio Railroad, which branches off the main road at Clarksburg, descends the West Fork River, follows up Ten Mile Creek to the mouth of Little Ten Mile and then ascends this stream. The Pittsburgh coal is mined at a num- ber of places along the railroad. The main valley is narrow, with the exception of a short reach at the mouth of Lit- tle Ten Mile. Below this point one, or possibly two, dam sites are feasible, ponding the water up both the main stream and the branch. It is thought, however, that the dam- ages to railroad and coal interests would not warrant a project on this stream, particu- ' larly as the effective results from this section are comparatively small. MAINTENANCE AND OPERATION. For the proper maintenance and operation of the reservoir system, a well­organized and efficient force would be a necessity. This work would be directed from a central ofñce at Pittsburgh, connected by telephone with each of the reservoirs and with the various rainfall and stream-gaging stations. At each gate house there should be on duty at all hours of the day and night, an at- STORAGE POSSIBILITIES ON THE ALLEGHENY AND MONONGAHELA BASINS. tendant with a sufficient number of helpers, to care for the varied requirements of the reservoir system. During the Hood periods, the opening and closing of the reservoirI gates, in conjunction with similar operations at the other reservoirs, would require con- stant watchfulness and intelligent supervision. During summer or dry-weather periods, the same careful and intelligent regulation of the gates would be necessary, in order to so operate the reservoir system as to render the greatest possible aid to navigation, water power and other interests. There would also be required, at each reservoir, a limited amount of patrol service, together with work of local repair and upkeep. During the 'summer months, this would include more or less work in the nature of keeping in a sanitary condition por- tions of the reservoir bed, which, to some extent, would receive a deposit of mud and other debris during high water. An efficient and well­organized force, rather than a large force, would best serve the purpose of this reservoir regulation and upkeep. It would probably be unneces- sary to retain other than the regular attendants at any one reservoir, the laborers be-. ing shifted from reservoir to reservoir, as required by the service, or temporarily hired in the locality. Ready and reliable intercommunication between each reservoir and the central Pitts- burgh office would be a necessity. To accomplish this, the drainage area above Pitts- burgh could be divided into three telephone districts, each having its own local ex- change. One, or the central district, could have its exchange in the Pittsburgh ofñce, and the other two, covering the northern Allegheny and the Monongahela Basins respec- tively, could have their exchanges at conveniently located points, from which reports could be made to headquarters at Pittsburgh. Such service would not only beinva1u­ able at times of Hood, when hourly information as to conditions at all points of the drainage area would be essential, and orders for reservoir regulation must be given on short notice, but during all periods of the year, it would serve to inform the central ofñce of the reservoir system as to rainfall and stream-How conditions, amount of water in reservoirs, etc., so that orders could be given for the distribution of men and work and for the efficient control and operation of the reservoirs. The estimate of the annual cost of telephone service given below is based on Hg- ures furnished by the Bell Telephone Company. This contemplates the operation of 17 regular telephone stations, one at each of the reservoir projects, together with the communication, by means of toll stations, with about 30 other points from which rain- fall and river stages would be reported. The annual expenditure necessary to maintain and operate the reservoir system would be divided about as follows: ‚ Central ofiice at Pittsburgh, including engineering, clerical, traveling expenses, etc . . . . . . . . . .. $ 40,000 А1 Reservoirs- Regular attendants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 45,000 Repairs, etc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 60,000 Telephone service . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7,500 Operation of stream-How and rainfall stations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,500 $155‚ооо Contingencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45,000 CHAPTER v11. FLOOD PREVENTION BY STORAJGE RESERVOIRS. Ideal Conditions for Reservoir Control-Actual Conditions- Extent 'of Studies-Difficulties Encountered-Peak Reduction Studies- Peak Reduction Diagrams, 43 PI’Oj€CtS-Studies of Effectiveness- Selection of Projects-28 Projects- Seventeen Selected Projects- Summary­-Peak Reduction Diagrams, Seventeen Selected Projects -Possible Maximum Flood-Conclusion. IDEAL coND1T1oNs PoR REsERvo1R coNTRoL. The prevention of Pittsburgh Hoods by means of storage reservoirs does not nec- .essitate the storage of the entire Hood wave. The only part that must be held back is that rising above the danger mark, or stage where Hood damage begins. If all storms causing Hoods were exactly alike in distribution of run­off, and if the various tributaries invariably entered into the formation of the Pittsburgh Hood crest in the same propor- tion and in the same relative position with reference to the peak, the solution of the prob- lem would be simple and comparatively inexpensive. In such case, an analysis of the crest of the maximum past or greatest possible future flood would determine which tri- butaries Ibrought their Hood waters to Pittsburgh during the critical interval of damag- ing Hood height. It would then be necessary merely to select and construct upon these tributaries storage equal to the volume of this maximum Hood crest above the danger line. In the case of the 1907 flood, this necessary capacity would have been only 25,800,- 000,000 cubic feet; whereas the total volume of the Hood wave was about 76,000,o0o,ooo cubic feet, or three times the above capacity. Storage to the amount necessary for the control of this flood could be selected and constructed for less than $12,000,000; that is, for less than the actual losses from Hood damage in the last ten years at Pittsburgh alone. ACTUAL CONDITIONS. The rainfall, however, varies widely in amount, in distribution and in time of arrival. Moreover the run-oft' on a given part of a drainage area may vary Widely even with the same rainfall. It is affected by the condition of the ground, whether saturated. dry or frozen; by the presence of snow on the ground and the condition of that snow, whether packed and icy, or soft and easily melted; and by the temperature before, dur-` ing and after the rain. In short, an infinite number of comlbinations may be conceived; and it is obvious that no two Hoods are alike. The stages reached at Pittsburgh may be identical, but the origins of the respective Hoods are never exactly the same. It is neces« sary, therefore, that the volume and distribution of storage shall be adequate to control all possible conditions and combinations of run-off. EXTENT OF STUDIES. The probable reduction in gage heights at Pittsburgh due to reservoir control has therefore been studied for the eleven principal Hoods from 1898 to 1908. Prior to 1898 the rainfall records are confined to a comparatively few stations adaptable to these studies. On a few streams gagings have been made during this period and furnish most satisfactory data for this work. The majority of the tributary Hood waves, how- ever, have been computed from the rainfall records. FLOOD PREVENTION BY STORAGE RESERVOIRS. 157 DIFFICULTIES EN COUNTERED. The principal difficulties met with in this study were: о (а) The lack of sufficient detailed rainfall data; z'. e., the Weather Bureau records give the results as obtained from rain gages read usually at 8 A. M. each day, and it is impossible to ascertain from these records during what part of the twenty­four hours the rain fell. (1)) The lack of adequate records of the snow on the ground at the beginning and end of the rainfall, there being no record of this prior to 1902, when the monthly bulletins of the Weather Bureau were started; and even in these bulletins since 1902, only a very indefinite statement as to the amount and location of the snow on the ground. (с) The necessity for an arbitrary assumption as to the time of movement down each tributary to the dam nearest the mouth; z'. e., the time of collection. METHOD OF TREATMENT. Treatment of (а). It was assumed that on the day of the greatest rainfall the rain fell throughout the twenty­four hours at a uniform rate. The hourly rate of rain- fall for that day, therefore, would be the total rainfall divided by twenty­four. If either the day before or the day after, or both, had rainfall, it was assumed that this rain fell at the same rate as on the principal day. The amount of rainfall on these days, therefore, was divided by the hourly rate obtained for the principal day and the number of hours of rainfall during these two days obtained in this manner. If there were more than three consecutive days of rainfall the ñrst and last days were assumed to have their rainfall at the same rate as the following and preceding days respectively. In this way a time of starting and stopping of the rain storm was determined for purposes of calcu- lation. Treatment of (b). In the consideration of floods prior to 1902, where no snow records whatever are available, it has been assumed, in order to be conservative, that there was no snow on the ground at the time of the flood. For the Hoods since 1902, an ' estimate of the amount of snow has been made from a study' of the Weather Bureau bul- letins, and 100 per cent of this snow has been assumed to melt and run off with the rain- fall. ~ r Treatment of (с). It has been assumed that after the beginning of the rainfall it takes one hour for the water running off to get to the small tributaries; two hours for it to travel through these small tributaries; and a certain number of hours, varying with the particular stream, for the water to travel the length of the stream to the dam nearest 5 the mouth. This time of travel down to the dam has been estimated in each case from a study of the average slope, the shape and size of the drainage basin, the distance to be traveled, and, where records are available, from an inspection of the velocities during discharge measurements. The times of movement down the main rivers have been computed lby means of the Chezy formula from the best available information. On the Allegheny River, the sur- veys of the U. S. Engineers furnished slopes, cross-sections, etc., together with a proñle of the flood of 1865. On the Monongahela River, similar data were obtained from the U. S. Engineers’ surveys, where available, and from the U. S. Geological Survey 'topo- graphical sheets. Plate 52 shows the time of movement of Hoods on these rivers. As is to be expected on account of the greater slope of the Allegheny, the time of movement of floods down its channel to Pittsburgh is considerably less than on the Monongahela. 158 FLOOD PREVENTION BY STORAGE RESERVOIRS. PEAK REDUCTION STUDIES. The study of the Pittsburgh Hood peak reductions was made in a graphical man- ner as follows: The Hood peak at Pittsburgh was first plotted, using discharges in second-feet as ordinates and hours as abscissae. The discharges were obtained by means of gage heights obtained from the U. S. Weather Bureau and an approximate discharge curve for the Ohio River at Pittsburgh based on measurements by the U. S. Engineers. The individual Hood peaks on the tributaries favorable for storage were then constructed. For this purpose, 75 per cent of the Hood rainfall was estimated to run off, on the assumption that the ground being in a frozen condition, a large percentage of run- oiï would result. \fV here there were records of snow on the ground, as previously stated, 100 per cent of this depth of melted snow was assumed to run off with the rainfall. The equivalent total run-off in cubic feet per second per square mile was multiplied by the drainage area above the dam nearest the mouth, giving the maximum discharge for that particular Hood. There have doubtless been cases where the above percentage of rainfall running 011 11а5 been exceeded, and where it has reached practically 100 per cent, especi- ally with snow and frozen ground; but this conservative figure of 75 per cent has been considered best for these studies, in order that the Hood controlling effect of the respect« ive projects might not be overestimated by reason of too large an estimate of the Hood waters delivered by the corresponding drainage areas controlled. The Hood How of a given stream was assumed to start at zero at the time of the beginning of the rain and rise to the maximum How due to this run-off in the number of hours estimated {01 time of collection. It was continued at this rate until the rain stop- ped or changed. If the rain stopped, the Hood How was decreased to zero in the same number of hours it took to rise to its maximum. If the rate of rainfall increased or di- minished, the rate of discharge was increased or diminished in the same number of hours to the new rate corresponding to the new rainfall and continued at this rate until the rain stopped, when it was decreased to zero in the same number of hours it took to rise. On the Cheat River, gage heights and corresponding discharges are available for all these Hoods and have been used instead of discharges estimated from rainfall. On the Clarion River, similar data are available for all except the Hoods of 1898, 1900 and 1901. On Black Lick Creek these data are available for the Hoods considered in 1905, 1907 and 1908. These tributary Hood peaks were then moved ahead by the number of hours re- quired for them to travel to Pittsburgh, and plotted in their resulting positions below the Pittsburgh Hood peak. On account of their smaller size, they were plotted to twice the scale of the Pittsburgh Hood peak. The sum of their ordinates, that 15, 0110-11а1{ the graphical sum, on account of the difference in scales, was then deducted from the cor- responding ordinate of the Pittsburgh Hood peak, and the reduced Pittsburgh Hood peak was formed from a series of points thus obtained. COMPARISON OF' ACTUAL AND ESTIMATED FLOOD WAVES. The following computations and the diagrams on Plate 54 ате inserted to enableY a comparison of the results obtained by computing the run-0HI from precipitation records with the results obtained from actual stream gagings. The upper diagram shows in graphical form the Hood discharge of March, 1907, on Black Lick Creek. As indicated in the method described above, the rainfall for th¢ 24 hours preceding 8 A. М. on the 13th, (1.30 inches), has been divided by 24. and 75 per PLATE 52 ‘ё! S Q Ё Ё Q Q» Ё Q ‹ Ё È» к Ё 0; ё Ё Q а: Ё Ё ё Ё Ё Ё Ё ё Ё / °> »S ‘ь Ч’ "` ‘Ъ " ‘D S ‘Q Ё о’ S Ib к› S S Q Q, \ к› о `Q к› Q к Q Q Q. Q щ д, ц Ю к; и т sf д‘: ё s. sf’ is t». si tf. R. s/ “s aan ——— о /о 2о во 4o so оо ro а: Í /Ñ л 'o /. го /. го до / го о ‚о / у‘ /.« го ' so alo М, 3 /`/`0/77 /#soz/rgb /Wo/ze/rgav we/e /P/'I/er / /Vote: For/tte /Wo/100,09/le/2 /6’/I/er/oe то o///roreoie/if о/оо/о oresfs of//ze /`/ooo’ o//I/eroe /907 13‘ ‚о/Мго! А. т‘ “а; “Ё И 59 гогфгА//оо/)глу_Я/уо;те ŕ//ne _af//zoremeoŕ _ofńte f/ooo'o//85502/r/by //ooo“/ze/'g/7/s from /ne MS. И / //1 [лупы .51/rre)/2 /.r,o/ozreooyoyef/Per /r//ttìtteprooeo/e ото о/тоугтго/ /ore //ooo.’/ze/g/7% /5/9€ I ‚ ‚ / ‚ / ’ /ome/.` /or/2/s oase // /5 ess://neo“ //ze/¿ne от of/„ore/ne/7% о/оо/ //ood/ro1//o’_fe// oe//ree/2 /V OL» -f ” ’ C ‚ / ’ .C 40 r/zese oro /.//res. For ‚йога оеуооо‘ /30 m//es from Pììrsoz/rg, /ne то //bes ere es!/me/een доке / / ‚ /I .Q I""'_' E” ——— 5/ope es f/ya/‘eo’ for,oo//ifs nearer P/%‘so1/rg. 49 Э S ' S s 8 / ‘а з: ё ‚ / д’: Q" Ё Í/ / Qt 30 ‘Ё / / ‘во _ к к Q 0 .. о ~ 2'/ псов 00MMIssIoN ‘Ё „Q 20 Y/„MW PITTSBURGI-I,PENNA. 2 ч? А . 0 Ф) . Г DIAGRAM sHow|Ne О) ё hen т“ TIME oF MOVEMENT ‘S Ё о F Ё Ю F LOODS IN ALLEGHENY AND MONONGAHELA RIVERS _ ~ I I Io ____ 0 elo l/ ~o /lo /2 ’o soI /do до /¿ ‘о /ro л го /.Ivo а vo 'es from / ’/#soz//‘g/7I ‘ /I//eg/ye/zj' f?/'re/7 э \ so ж Ё Ё S, E _ Ё ъ S ё E ­ к .Q к \> Q Q» Q L о; Q Q ›‹ Q» q, ‚ к, \ ‘ \ .Q ‘Ё E ё ё ё-ЁЦ‘ ё ‘Ё se sè ssi ‘ё ё“ R ä ‚ё ё ё ‚ё I т’ Г \l Lk kl lc, Q ё ` д: Ч Q к щ lu ‘к Q К l\ ь“ PLATE 53 PRECIPITATION RECORDS Maroo 20, /.908 February/6, /sos Marc/I щ /907 Marco 22,/.905 Maro/14 /904 January 23, /904 More/I 4/903 мага!) 4 /902 Apri/ 2¿ ‘90/ /voremoer 221900 Marco 24, /898 STATION ao?/9€ 355# 290’? 2095! зад/Я 28.96! зам! 220% 222,66 FLOOD cOMMISS|0N. Plvrsaunan. м. PLATE 54 HA/NFALL Heco/ws /ndiana На‘); Snow /.907 Mar /2t/1. 50” .sis = Э/юигв at same 'rate as /.5t/1 , ‚‚ /.5t/1. I 50 I. 2 " -[5310- = 0.540075 = .04/[ra//7/+ -$32-/snony =.077= 4.27/:.fp.s per sq./rn/ejJY 4/4=Z0600 Cf р s . МН’ /.25 lâ“-=o.521«75=.o.’)9 =25./e/ „ . ‚ „ /X 4/4:/0400 „ /Sm 25" Ё =5/юиг$ at /0400 мощь ’ ‚ \ *\ / „\<- ’ ’ ’ I ` \ /7 r " и \ \ \ / И ~ ` |0000 - . /’ \\ \ \ \ ‘ò \’\ "/ ' ` \ Й 0393’ \ \~ ` / ` ` ` / / / / 0 / Á' \ I2 TH. IBTH. 14TH. ' ISTH 8 A.M ‚ 8A.M ВАМ. 8A.M. HA/NFA_L1. Rsconos /ndiânâ Hain Snow /908 Мдд ют /-05 H ~5" ig = 0.44):75=0.i3/ra/h/-îÍ­/sno»v/ =.054=54_84/Cf/1 5 рдг sq тих 1(/4 ­/4400 с. f p. 5. ,‚ ют. лёг” ’ï'?ŕ=o.55x.75=0.4/f. ) =26.45/ „ „ „ ‚,/ ›‹4/4=/аэ50 . 20000 /_\@@ï\ I /*­­ `\ Y |0000 / / ‘ /7“/`­­\\ \"\ /'%5,// A/ \\ ` ` \ .___ / а“ ц о / Г’ — _-1 “ ‚ \L птн ‘атн ‘этн 20тн 8AM. 6PM 8AM 6РМ 8АМ 5PM вам. FLOOD COMMISSION PiTTsBun0H, PA. 0\A0nAM coMPAniN0 ACTUAL AND COMPUTED FLOOD CR ESTS BLACK LICK CREEK oRAiNAOE AREA AB0vE DAM 4|4 зам‘. al FLOOD PREVENTION BY STORAGE RESERVOIRS. 161 cent of the result, or 0.041 has been taken as the resulting run­oH' in inches per hour. Dividing the 0150 inch of rainfall recorded on the 12th by the above hourly rate gives 9 hours of rainfall preceding 8 A. M. on the 12th. The equivalent of 1.2 inches of melted ' snow has been considered to have been on the ground at the beginning of this rainfall and to have melted and run off in the Hrst 33 hours. This would give 0.036 inch of run- off per hour, or a total of 0.077 inch, which is equivalent to 49.7 cufbic feet per second per square mile of drainage area. There are 414 square miles of drainage area above the dam, so that the total run-off above this point reached a maximum of 20,600 cubic feet per second. This began at zero, 9 hours preceding 8 A. M. on the 12th, and in 22 hours, the time of collection, reached theabove maximum. ` It continued at this rate until 8 A. M. on the 13th, when it dropped in 22 hours to the run­off of 10,400 cubic feet per second, corresponding to the rainfall rate during the 24 hours preceding the 14th. It con- tinued at this rate until 5 hours after 8 A. M. on the 14th, when it decreased to zero in 22 hours. Y The dotted flood peak is constructed from actual discharges, using the Black Lick gage heights and rating table. It corresponds very closely in volume with the discharge estimated by means of the rainfall and snow and seems to have arrived 10 hours later than the estimated peak of the Hood. A difference of this amount would naturally be expected, since the distribution of the rainfall throughout the 24 hours each day is not known. . The lower diagram shows a similar treatment of the Hood of March 19, 1908, on Black Lick Creek. The dotted Hood peak indicates the results taken from the Black Lick rating table, and compared with the peak estimated from the rainfall records, shows a very similar volume and shape, but a considerably later arrival. This is prob- ably due to the fact that the rain registered on the morning of the 18th fell in the few hours preceding that time rather than throughout the whole 24 hours. It would seem from the above that some of the tributary flood peaks as graphically constructed from the rainfall records may vary 10 to 20 hours from actual conditions of How. This error, however, would not be in the same direction on different streams, and the combined result of the controlled tributaries under consideration would be practically the same. In other words, while it is true that, on account of this difference between actual and estimated conditions of How, the Hood waves of some streams doubtless occupy more effective positions under the Pittsburgh peak, yet in the same way there are other streams where the reverse is the case; so that the results, as estimated, are considered to be not far different from what would be obtained if it were possible to plot the Hood wave of each stream in its exact position. In fact, an inspection of the diagrams by means of which the Hood peak reductions have been obtained shows that the sum of the or/dinates 20 hours on either side of the Hood peak would be large enough to effect an equal reduction. PEAK REDUCTION DIAGRAMS. PROJECTS. On the Peak Reduction Diagrams using all 43 projects, Plates 55 to 65, three re- duced peaks are shown, one for each of the following conditions: (A). Using all projects except the Allegheny and French. (В). Using all projects except the French. (C). Using all projects. The eleven Hoods studied graphically by means of these diagrams have been an- alyzed and described as to their origins in a preceding chapter. From this discussion and from an inspection of the diagrams, it is evident that these Hoods present a Wide varia- PLATE 55 Time OP Arrival ai» peitsburgh AM Ma n_n AM lo 2 6810 ?468|0 246810 t 6 10 2‘6я|0 2461012246: Ё O 0 \› V) ё Q. Ж 2’. l 2 ‘Ё D ë ё О -Q Q Cub/'c Feeŕ per Second I These oro’/nales for C/ar/'on 0/7/y FLOOD COMMISSION. пттввиявн. PA. DIAGPÃM SHOWING FLOOD OF MAR 204908 AT AND ESTIMATED REDUCTION BV STORAGE . PLATE за Cub/C Feeŕ per Second -г9аа00 cub/'c Feeŕper Second I И -?7Q000 D/sc/)arge .28Q000 -г/цаао 0 ANL C ‘I0 AIA FLOOD COMMISSION. rnrrsauncn. PA. DIAGRAM SHOWING FLOOD OF FEB I6­I908 AT PITTSBURGH AND ESTIMATED REDUCTION BV STORAGE. 2 6 Time о? Arrival at Pittsburegh AUA I0 2 6810 2 Ü |UI2246lÍ0|22468I0 Aid Ё 4 6 SIU 2 4 G PLATE 57 Discharge Cubic Fee/­ per Second _4/0000 -37Q000 -$50000 Discharge Cubic Feeŕ per Second I F/ooo’ Peak 35-5f`1‘ а Тлезе ord/naŕes /or C/ar/an and C/reef only FLOOD CGMMISSION. mrrsaunnu, PA. омсмм зношнс OF MAR 154907 AT PITTSBURGH AND BY STORAGE. PLATE 58 Time or Arrival a+ PiH­sbUr`gn­ AM AM Lm AM B или 4 6 I NH12 46 1 И"? 4 6 810|!! I Í I NH2? 4 68 IOIZ2 4 6 8 wil? A 6 I М!!! 6 6 ‚И!!! 4 6 20"? ат 22d~ 23d. D/sc/:arge Cub/c Feeŕ per` Second -?50000 _ ?J0.000 -?l0.000 Discharge Cubic Fee# per Secand 7/#ese ora'/nafes for C/ar/'on and Cheaf PLATE 59 _ ?9Q000 _ ?70. 000 'Q ‘ё Q _ D/Lscharge ~Cf./0/'cr Feeŕ per .fe cond Ь 0) Ё Q _ /0,000 . _ 20.000 _ I 0.000 - /0.000 _[0000 D/.sc/:arge Сад/с Рве/ pe/j Second ._ I 0.000 _ /2000 AM Time of Arrival a+ Piñsburgh. M». AI. À.M~ AM 4 $110122 4 I ‘ШК? 4 ‘110!!! 45 I l!I!24‘Il0l£24‘ 81011246 810122 458 "К? 4 5 I N12 2d Sd JM. БЮ- Sth. 50000- Ё‘ 40000- ч Q ‘Э К Ё ё о) В Ё ново- Q E ‘а 3’, /0.000- lb Ё FLOOD COMMISSION, итвипсн. PA. DIAGRAM SHQWI NG AND ESTIMATED REDUCTION BY STORAGE FLOOD OF' MAP 4-1904 АТ PITTSBURGH ‘ PLATE 60 Discharge Cub/'c Feeŕ, per second -3/0000 _ 290000 0/`.s~c/»arge Cub/'c Feeŕ per Second ..?5Q000 -230,000 Time of Arrival a+ I>i++sbur‘¢3h­ A.M. AM. LM. . АИ. 8l0I22468IOI22I6l|0I224$lIOI2.24‘$|0|22Ã6lIOI2146lI0|224I\IOI2i4I8IOIZ ZI# 22d. 236- 25Ih. 7'/:ese ordina fes for C/er/`on and C/»ear only FLOOD COMMISSION, пттввиясн. PA. DIAGRAM si-Iowlne FLOOD OFJAN28­I904 AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. ~ PLATE 61 Discharge Cubic Feeŕ per Sec~o'/'rdV -3l0,000 .. ?70,000 - ¿$0.000 Discharge Cubic Fee# per Second _ 230.000 ‚ 210000 AM 8I0lZ2‘56|0l22¢6 27th 2 Time of* Arrival a+ Piüsburgh. Au AM AM» AM. 8I0tl2468l0lZ2468\0|22lîßlüllîÃGBIUÍIZÃGBIOIIZISUIU Mh lil’ 2d- ‘Главе ordinare: for C/ar-/on and след,‘ only FLOOD соштззюн. мттшпои. м. DIÀGRAM SHOWING FLOOD OF' MARHQOS AT PITTSBURGH _ то ESTIMATED REDUCTION BYSTORAGE. PLATE 62 C00/'c Feeŕ Time of’ Arrival at- Pittsburgh. AM А.“ AM AM» ` . SIOIZTÃSSWIZZÃBÍIUIZZÃGBOOIZZ468|0|22ÃCßlolzzßsßlalzf“s‘I0|22Ã6'ß|°I£z46.Í0 7 Isf Sd~ Cubic Feeŕ per.' Second Second FLOOD commsslou, ' rI1'1'slunaI~I, PA. DIAGRAM SHOWING I=I_ooo о? MAP. I- 1902 AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. PLATE 63 Discharge Cubic Feet реп‘ Second. Discharge Cubic -3/0,000 _ 290,000 _ этом ..2.50.0oa - esaoao -2/:zooo _/32000 _ / 70. 000 _/(Z000 J0000 _/0.000 _/ 0,000 Fee# реп Second I s 8 ._/00д0 .JQ000 AM. I И!!! 4_6 l Ю!!! I 5 Bh AM м; AM AM- ‚ А 3 или 4 в: wiz: д с в laire 4 6-: witz 4 е! |0122 4-6 s lolz: 4 в s witz 4 в я 10122.‘ в zoin ' un 224 ' 234 Time of Arrival `at Pittsburgh AM. 24H1 5Q000.. 40000- W2000- /0000- FLOOD CQMMISSION, rifrsnuncu, PA. DIAGRAM SHOWING FLOOD OFAPR. 2I­­I9OI AT PITTSBURGH ANO ESTIMATED REDUCTION BY STORAGE. Tn ese ard/'nafes For C/ar/'on and C/leaf ту \ PLATE 64 Cub/`c D/schârge Cub/c Feeŕ per Second Time oŕ` Arrival a+ PH+sbUr~gh. AM» АЩ1 ^M~ AM. . -~ 310 24€ l0l22468|0I2‘Z4$ I0 246818 'Z 6 l0I2'L468l0 ‘246 |0l22 68|() 25th. ESRI - ?9Q000 _ 270,000 _ 250,000 _ / 90 000 Feeŕ per Second - l 70000 . 150000 D/'SC/la/‘ge I 5 Q Q Q These ¿rd/nares for C/ar/‘on and cheaŕ only I ` »Q S Q FLOOD COMMISSION, пттввиавн, PA. DIAGRAM SHOWINQ FLOOD OF NOV 27­l9OO AT PITTSBURGH AN D ESTIMATED REDUCTION BY STORAGE PLATE 65 Cl/0/C Fecŕ per." Secgnd Time of’ Arrival a+ Piüsburgh A м AM A-M. 350000 2 G I0 2 4 6 SID 2 6 IU 2 6 810 2 6 -350.000 - 310000 D/SC/:arge Сад/с Feeŕ рег‘ Second _ /94,000 These aro'/nafes for C/2/‘/on 200' Слег/ only FLOOD COM MISSION, Prrïssunou. PA. DIAQRAM si-aowme ì AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. \ FLOOD PREVENTION BY STORAGE RESERVOIRS. 173 11011 in the conditions affecting Hoods at Pittsburgh; and the diagrams may therefore be regarded as a fair test of the effect of the storage reservoirs in reducing Pittsburgh Hoods. A general summary of the results of this group of diagrams is given in Table No. 35. This table shows that, of the eleven Hoods considered, all except the highest, that of March, 1907, would be reduced well below the “danger line” or 22-foot stage. The March, 1907, Hood would be reduced to 25.3 feet, and would be above 22 feet for 22 hours as against the actual 61 hours. These eleven Hoods remained above the 22-foot level from 34 to 86 hours. The longest Hood, that of March, 1905, which reached the gage height of 29 feet, remained above the 22-foot stage for 86 hours. This Hood would be reduced to gage height 18.3 feet. This table also shows that with 62 per cent of the total drainage area controlled, a reduction of from 39 to 84 per` cent of the peak dis- charge is obtained, or an average of 53 per cent. STUDIES OF EFFECTIVENESS. It is evident that estimates of Hood reduction by reservoir control cannot be closely made on a percentage drainage area basis where the total drainage area above the point under consideration is as extensive and is subject to as many varying combinations of run­off as the area above Pittsburgh. With 50 per cent of the Allegheny Basin controlled by reservoir storage, for example, it can readily be understood thatthe discharge of the Allegheny at Pittsburgh in a particular Hood might be reduced considerably more or much less than this percentage, according to the distribution of the rainfall and other factors affecting Hood run-off. Thus, in the 1907 Hood, when the rainfall on the upper Allegheny was so light and the uipper tributaries were such small contributors to­ the Alle- gheny Hood, 50 per cent of the drainage area under reservoir control, if located princi- pally on these upper tributaries, would have effected considerably less than a 50 per cent reduction in the maximum discharge of the Allegheny at Pittsburgh; while if this per- -centage of area controlled had been located mainly in the southern part of the basin, particularly on the Kiskiminetas Basin, a reduction of much more than 50 per cent in the Allegheny Hood discharge could have been obtained. Moreover, it is not merely a matter of the magnitude of the Hood in a controlled tributary, but just as much a question of how the contribution of that tributary arrives with reference 'to the time of the crest in the main river. Obviously, if a tributary has a considerable Hood, but is so located that the time of collection and of travel of its Hood water brings it to the mouth of the main river before or after the main Hood crest, the control of such a tributary Hood has a correspondingly small reducing effect on the main crest. ' — c0ND1T10N РОК MAXIMUM EEEECTIVENESS. „ In the Peak Reduction Diagrams it is evident that the condition of maximum ef- fect on the Pittsburgh peak obtains when a tributary Hood volume curve arrives with its greatest ordinate directly under the peak. Since the 22-foot stage is the “danger line,” or stage at which a Hood begins to do damage at Pittsburgh, it is also true, however, that any part of a tributary Hood volume curve arriving at Pittsburgh during the time when the Hood at that point is above 22 feet can be considered as representing damaging Hood water. For this reason, and because, as alreadyshown, the individual Hood volume curves may actually arrive a number of hours before or after the positions in which they are plotted, equal credit for peak reduction has been given in the following analysis to all portions of the tributary Hood volume curves coming within the effective zone, or period 17.41 TABLE No. 35. FLOOD PREVENTION AT PITTSBURGH BY STORAGE RESERVOIRS. With all reservoirs ­ . ~ ­ Without reservoirs Allegheâîlcáelpâ French W2iilcg1111i;l;£e`1s­§rr1`é(l)11rs „ЩЁЁЁЁЁБ Without reservoirs With all reservoirs Flood ‚ ~ Total . . . . G D' . G D- _ G В‘ _ G ~ _ ­ г, Fotal time Total time Reduction Heiêiit chaïge Heiêlit chaisge Heiggtit chaiige Ileziëlfit clliiilrge agàìciêägit. ab°;Ía2gî‘ft‘ "b°;îa2gî'ft‘ áilââffrdge Feet See.-ft. Feet Sec.-ft. Feet See.­ft. Feet Sec.- ft. M ш. си. ft. H ours H ours Per cent 1\í[ar. 20. 1908 . . . . . . . . . . . . . .. 27.3 292,000 18.4 184,000 13.4 128,000 11.5 108,000 5,000 33.5 00.0 63.0 ‚В eb. 16, 1908. . . . . . . . . . . . . . . 30.7 340,000 20.9 213,000 14.5 141,000 12.6 120,000 12,500 52.5 00.0 64.7 Mar. 15, 1907 . . . . . . . . . . . . . .. 35.5 434,000 28.1 301,000 26.9 285,000 25.3 265,000 25,800 60.5 22.0 *38.9 Mar. 22. 1905 . . . . . . . . . . . . . . . 29.0 315,000 22.8 235,000 19.0 191,000 18.3 183,000 17,800 86.0 00.0 41.9 Mar. 4, 1904 . . . . . . . . . . . . . .. 26.9 286,000 20.4 206,000 17.8 178,000 16.8 166,000 3,600 33.5 00.0 42.0 Jan. 23, 1904 . . . . . . . . . . . . . . . 30.0 330,000 21.5 219,000 18.4 184,000 18.2 182,000 13,000 56.0 00.0 44.8 Mar. 1, 1903 . . . . . . . . . . . . . .. 28.9 312,000 20.8 211,000 18.3 183,000 16.5 163,000 8,500 46.0 00.0 47.7 Mar. 1, 1902 . . . . . . . . . . . . . .. 32.4 366,000 23.6 244,000 21.6 220,000 19.1 ` 192,000 19,700 73.0 00.0 47.5 Apr. 21, 1901 . . . . . . . . . . . . . .. 27.5 294,000 19.1 192,000 15.3 150,000 11.0 113,000 7,500 43.5 00.0 61.5 Nov. 27, 1900 . . . . . . . . . . . . . . . 27.7 296,000 15.9 157,000 7.7 63,000 6.6 47,000 4,500 34.0 00.0 84.1 Mar. 24, 1898 . . . . . . . . . . . . . . . 28.9 312,000 19.1 192,000 16.9 168,000 16.2 159,000 10,500 61.5 00.0 58.0 Average for 11 floods. . . 29.5 320,000 21.0 214,000 17.3 172,000 15.6 153,000 11,670 52.7 2.0 52.7 CAPACITIES AND DRAINAGE AREAS. With all reservoirs Alllgeágsiilâny Molääsgälhela Cïsrggiiálsed Reservoir capacity (flood control) mill. cu. ft . . . . . . . . . . . . . . . . . . . . . . .. 49,725.8 30,772 80,497.8 Drainage area, total, sq. miles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 11,580 7,340 18,920 Drainage area, controlled, sq. miles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8,454 3,379 11,833 Drainage area, controlled, per cent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73 46 62 *Low percentage due to light precipitation on upper Allegheny Basin. _- _u_|>._.m mm @mmm ìœuos Кота) Зшчоэ ämwon кмьёчк Зона: Ката) bbw; imag ><2.mQm 29 отвод Q. »Ss as... G „э. mmm. È... mwa. as Ё „ё mss. màs. es S3.. Gew Bâ B3 Bâ 5% за G8 BON ES все атм " 18% %$„\œ\o Èvôìmnnœ @EGR :GX G3930. ìœvobmzw ZÍ = 29». Sà моде asì ms hä was s Qœlon >ì. ` ,29m L ‚и и _. 2.5 meer ‚итак 22 .. . 29» mïmboä Ocomœëmmo 23.3 un тчпзоь ‚давший Ltœwronw 23 .. >3м ._ 2.6 ìnëœ ‚ЁЁЁ Ё." Omœooîsmn м >\s.\ а \<°.w 2°@ ZÄ а ¿pm os< 24 = 2» 2» >`n .. ¿sm Onno» 2€ . 29N Иэшзшйи та; 22 .. . zsm wm3Q.< q.o+9..m mcnìönnos >è.QQ.\m то; Zî г...» т? sì?, me?. _#ooo ooi./`__mw_oz` U_.„.._..wwC_ä®I` _u> o_>om>z w_._O<<_zo mmr>._._гст On m>oI mmmm.„~Фт Im_®IJ...œ >._| U_|_|J..wwC30I~_U>. UQO._w_O. zî@ b3.\.mo*m www Èoïms. ЖЗЗ во а @gee Э За QRS.. эч чёт @Resumos очно „газами 01.6. О...‘ x.. PLATE 67 Ga e ~ ‚ March February March March March January March March Apr// /Vovemben March No' PN.’/ec* Pìŕŕgbîuryh дм’ 15117- 1611‘ 220'. 4rh. 2.30! ls~l­~ Ist 2/st 2'/la 24lh­ Average (feel) l908 1908 1907 1905 1904 1904 1903 1902 1901 1900 1898 11 Floods I BI/ń‘a/o 35 4/-IHS 2 1. oyal//anna __ I -3 I ‚ з1- 3 В/дСК LICK .|­.­42 34 4 Сгоокеа’ 42 5 Mahanlhg Na/ _ «hopes 6 ‚‚ /vv-2 за T'I7 7 1.1’#/е Sandy 33-1. 8 Nor/It Br Red ддпк I- . I . 32 se „-2 9 C/ar/on На! " /0 и Nag _ ­|1I­/4 ll » N°4 3/ 34 ! / IL /2 Easŕâandy NQ/ г _ а‘ J3 " N °‘Z 32 Г” I 30 ’0- 14 French „д 15 Cussewago ' э]: P,6 1-9 Г /6 Norfl/ Bn French 29 Т 11— _ 18 37_ 2 _l_ Г. „т _ . /7 7'/onesta -// „_ »gg а ­- в I -32 0. — ` _ /8 Allegheny N0/ 28 а I_36 I ____ „д: з /9 н N ~2 22"______38 __/0 _|_ I _|_ /@_J- 20 I' N°~3 "' __ Z3 г” I ‘7- к; 7 3“ I- Г Irl-/0 I-39 2/ /finzl/8 27 т-зг 28 1--8 ~­|­­3 _ 20 /5 _I8 Г 4.__1_. 22 Ьаиге/ Hl// _ 2/_-­î_!_:__/ I 9.41- З Q 2:“ -303 91 _ __ . ._ 2 Casse/man N Í 26 an fé, г: 9 _____9 32_____9 4/__5_„;,_¢` ____/0 ____9 -I- // 24 11 Na 2 _|_ "26 “fl ‘о , _ _L I7- ’9­‘l­ 1з за I —11 _I_ II-/8 _I_ _L 25 „ /we ­ ,§,`;‘__3_2 3_ -43 49- 3?" 1в-‹ /IH 26 /I /8 ____._„ _ -I- 3" . -20 *'I­I­~/0 8__l_ 33-4“ ­­/7 т‘ 27 и А/дб З_ ГЗЗ ш 28 Yo:/gl//'og/Ieny /Val и Ю- Т_‚д 14- _ __ I N ____ 29 ff А”? _sl 4/_I-20 4_1 I _I_ M | 9 »-33 .5 ‚ " ' „‚„ T“ 30 „ /V0.3 ­ I- I _8 34- 42 Т—36` д‘ 14 __/7 - f/ 31 Il /I/Q4 23 T -I- 1-­­/6 — —// T 1 @-1 ‘Н I з‘ 32 1’ A/”'5 ’7" _ 32 та’ 1:: - is -I9 _Í­3{ IP34 33 С/гегп" /I/0­/ „ „A ‚д‘ ‚ 8 //- 22 Lu L _ _F-22 /4... 34 1’ N°'2 43 „ ­­/5 I-6 32-1- W 35 Shave/‘S F0l`lf/Y‘¢/ " 20-1 -1‘1 8_ 42 _L зз 1_9 ‚ 3,..I ’9­ -34 36 ” Í' „ч? ZI 9- _ I2“ _....42 25__:|:1­-4 /4_____ ­I'I­20 ¿_Q Т .. —21 37 Sandy -34 _ ‚а - 22­I ‚т!‘ _ - _ I /9 "’ ‚5_;|;-з1 _r_„ 38 ‹’ Teŕers I '” „ "4 д‘ I'/6 23I“"`Z7 55 1-2 vu ‚ - Т ^ _r_4 35-_-__12_ 6/2 т 39 Bl/CK/72/’7/70/7 1 _ 3l-­'­‘l­'­"2/ 3‘? Í-25 I 38 Í? ­/6 19“ _ 7 40 /I//'dd/e For/r/YW ' э- :Iâïila "' _ITB as Í _I 4/ -I-43 -7 _ 41 11 11 /VQZ 19 Т'” 34 T _I I§,Z­:r:­2s 2? 20 ls- ­ 2.4 , V4 _|_ Í _______29 8 vw 1-P 9 3] — 42 Е/к _ ,__ ,„..:1:­"l ­ï_~’¿,'¿ I I7 L ___L /.9 _.3 _ T ._ 43 West' For/< I8 42-I I Äîraaoa г; "/9 6- L5 36­II 42 ‚ ‘гид 3/ 35 2/_.L I ____ мг” 25__I._6. _ \­ 37 29 4/_=­=;’6 2'/­:‘­'I"5 7” г- Iâ? 2/’ê:§=fÍ`î3 tîsa-"-fé’ ‚7 I6- _-25 ___._..!__lJ 56- 4 /5 2);* 2 1 ‚ „ ‚ 5 ,. ч /5­I 29- . . 22 an 2’ ­ -23 4- : 36 а‘ гг 7 2, — Е 24 2 ­ 2- ё’; T 42 /3 26 » 2/- Т 8 I ‘ 'wa з: 37 I6 _L E 40 f 22 28 ._ : 1 __ ‘. . ?7_:["6` 6 29 12 — Ю I-Iig ag [35 D I Í__-[P24 _l_ 55 3 42 1з 32 40 15 гв-ЁЕ-гд I6'. а.‘ Ё? 36- ’ в 7__ 5 30 Í-/9 39-1-3/ _ 22- Ь: 43.- —1—5 25- 39 _ ­/6 /4 _ 7-1-/2 2/­-I 4/ 42"%­îs I "д "'12 2:22@ К“ 1 " 33 Т 28-1-2@ 37 33- /7-1 -34 2- _ 13 г“: з‘? T"’3 7 I-34 2/2__É­-30 24 .. 35" :lío /7- ‚г 111-Т?” _ __ /2 2, ч“? I .. с‘! —/ /_8 J _42 /T __ 4: ' ’° Us 22-1 .Í 11 ъ" 41 .32zI­:ä:‘=_38 8_:[-/o (3; 37 I ч? _ FLOOD COMMISSION, PITTSBURGH, PA. 40 Q_ ‚д DIAGRAM SI­IowING 29 RELATIVE VALUE от: ЕАСН RESERVOIR PROJECT //--L ' IN REDUCING r­'L.oo0 GAGE HEIGHTS AT PITTSBURGH, PA. ,5_­.1:­2/ 9 Оес. |9\О —2 @EE-fa А “ Note: Projects are p/o/‘ted From iop to bottom /'n the order of Ihn 8 their lowest' Cos/" per one per сет‘ of effecŕ/veness. ‚д‘ -1г as 25‘ . _ 22 7 35 1з 5 ‚‚ 3 _ з’ 6 ¿ro FLOOD PREVENTION BY STORAGE RESERVOIRS. 175 when the stage is above 22 feet. In consequence of this method of analysis, as will be seen later, the Hood .peak reductions obtained by summing up the respective portions credited to the 17 most effective projects give a somewhat less peak reduction in 7 out of 11 cases than is obtained on the special peak reduction diagrams constructed for those projects after their selection; and this in spite of the fact that in the former case the reservoirs are as- sumed to be always of sufficient capacity to store the entire Hood waves of the respective tributaries, while in the latter, they are not considered effective beyond their capacity to dam crest, it being assumed that there is no regulation by means of the gates. Inspection of the Peak Reduction Diagrams shows that certain tributaries are notable and repeated offenders in Pittsburgh Hoods, and it is obvious that the most effective storage will be that controlling their Hood waters. The following discussion is intended to show the methods used in analyzing these diagrams and determining the most effective reservoir projects. RELATIVE EFFECTIVENESS OF RESERVOIR PROJECTS. From the‘Peak Reduction Diagrams, the effective volume of discharge for each project was obtained with a planimeter, and the relation of the effective volume of a given stream or project to the sum of all the effective volumes for that particular Hood has been termed the “per cent of effectiveness.” By “effective volume of discharge” is meant the volume or area on the Peak Reduction Diagrams included directly below the Pittsburgh Hood peak, considering only that part above the “danger line” or 22­foot stage. The total reduction in Hood peak in feet, with controlling reservoirs, was then multi- plied by the per cent of effectiveness for a given stream or project, and the amount of peak reduction thus obtained credited to that project in the Hood considered. This has been shown graphically on Plate 66. In this diagram the projects are plotted from top to bottom in the order of their effectiveness. A study of the diagram indicates the variable distribution of rainfall at times of Hood. For example, in the Hood of March 20, 1908, Allegheny No. 2 project heads the column, while in the Hood of March 15, 1907, it is the twelfth project from the top of the column. In the column showing average for the eleven Hoods, however, it again leads in effectiveness. It is evident that, with the exception of the 1907 Hood, a comparatively small num- ber of reservoir projects is needed to reduce Hoods at Pittsburgh to below “danger line” or gage height 22 feet. The projects appearing regularly at the extreme bottom of the several columns are those which would have little effect in reducing Hoods at Pittsburgh, and should therefore be dismissed from further consideration. ` RELATIVE COST PER UNIT OF EFFECTIVENESS. It does not follow that because a reservoir has a low cost per million cubic feet of storage that it is the cheapest to build for Hood control purposes. The Hood water that it impounds may be that of a tributary which rarely, if ever, delivers that Hood water at Pittsburgh during the critical time of Hood. Whereas another reservoir, of high cost per unit of storage, may control a stream which is invariably an offender when- ever its drainage area receives Hood rainfall. A number of favorable sites have been se- lected and surveyed, and estimates of capacities and costs of the respective reservoirs have been determined. If only a certain number of them are to be built, the ultimate criterion for their selection is not lowest cost, nor even greatest effectiveness. It is both. In other words, the Hnal selection should be based on lowest cost per unit of effectiveness. For the purpose of indicating the most desirable projects from this standpoint, there- 176 EFEECTIVENESS. fore, the projects have been plotted in a similar manner on Plate 67. In this diagram the projects are plotted from top to bottom in the order of their lowest cost per one per cent of effectiveness. The order of projects is considerably changed from that in the preceding diagram, but on closer study it will be found that thirteen out of the sixteen projects in the col- umn of averages are the same. The projects regularly appearing at the bottom of the several columns are those of greatest cost for a given effectiveness and would naturally be eliminated in a further analysis as being too expensive to construct for flood pre- vention. As an aid in further analysis and in the determination of which projects can best be omitted, the results of the two preceding diagrams have been tabulated in Table No. 36, which shows the relative importance of each project in each of the eleven Hoods considered in point of effectiveness and of lowest cost per unit of effectiveness. TWENTY­EIGHT PROJECTS. Upon analysis of this table and the two diagrams, 15 projects were thrown out. These are indicated by (*) in the diagram on Plate 68. In this diagram, in which the projects are arranged from top to bottom in order of effectiveness, the small decrease in Hood gage height reduction by the elimination of the 15 projects is indicated by the length of the dotted section at the bottom of the several columns. The average reduc- tion effected by these 15 projects is approximately only 0.8 foot, while the saving in cost, if they are omitted, is approximately $6,000,000, or 17.5 per cent of the total cost of all the projects considered. SEVENTEEN SELECTED PROJECTS. A further analysis of the problem reduced the number of reservoir projects needed for Hood prevention to 17, as indicated in the diagram on Plate 69. This diagram was made in the same general form as those previously shown. In this case, however, the projects are plotted to a scale of costs, and the diagram indi- cates that, with the expenditure of less than $22,000,000, the Hood heights would be re- duced to below the “danger line,” gage height 22 feet, with the exception of the Hood of 1907, which would be reduced to approximately 27.6 feet. It is furthermore evident that, with an expenditure of about $16,000,000, a reduc- tion of Hood gage heights below the “danger line” would obtain, except in the 1907 and 1902 Hoods, where the reduction would be to gage heights of 28.9 and 22.5 feet respectively. . After eliminating the least desirable projects as above, it was necessary, of course, in the listing of the remaining projects in order of effectiveness, to revise the respec- tive percentages of effectiveness given on the other diagrams, as the removal of one or more reservoir projects from a given stream generally increased the effectiveness of the remaining projects on that stream. The more important features of the Seventeen Selected Projects are given in the table on Plate 69. As a general summary may be noted: Total cost . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..$ 21,672,100 Total capacity, million cubic feet . . . . . . . . . . . . . . . . . . . . . . . .. 59,481.4 Average cost, per million cubic feet . . . . . . . . . . . . . . . . . . . . ._ $364 Drainage area controlled, square miles . . . . . . . . . . . . . . . . . . . 10,182 Drainage area controlled, per cent . . . . . . . . . . . . . . . . . . . . . .. 53.8 In this table, under the general heading, “Relative Reduction in Gage Heights at TABLE No. 36. RELATIVE POSITION OF EACH PROJECT FOR FLOOD CONTROL. PROJECT 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 Black Lick Cröoked Little North Branch Red Bank ‹О G) ‘Ч O? U1 ik Cb bô I-Il Clarion No. 1 »A CI Clarion No. 3 und F1 Clarion No. 4 East No. 1 East 2 »A IO ь.‘ U3 н ‚р ps U1 px ОБ North Branch Front h ha `1 Tìonesta FL G) ha b3 pi Kinzua Laurel Hill No. E3 ё bô Ф- Casselman No. Ю Ф‘ Casselman N0. to Ф Casselman No. bô `J N o. S3 EO Ю Ё O0 ya ё Y Cheat No. 1 Cheat No. 2 83 о.’ ‚ь Shavers Fork No. 1 Q3 UI Shavers Fork No. 2 ‘oa loa 03 `; 83 Teters Buckhannon Middle Fork No. 1 Middle Fork No. 2 Elk 03 QD la C) A. ha IS No'rE.­­­’_1`he numbers at the column headings (1 to 4_3) indicate the order of the respective projects from top to bottom in the diagrams showing relative value of each reservoir project in reducing Hood gage heights at Pittsburgh. The figures in the spaces to the right of the respective projects indicate the number of times that the project occupies the position indicated by the column heading', the upper ñgure referring to the order of the project in point of effectiveness and the lower ñgure, (ln black type) , referring to the order of the project in point of lowest cost per one per cent of eñectiveness. . . F01' example 2-111 the eleven 1100115. Allegheny N0. 1. 111 P011“ Of effeeìlveness, was 2nd twice. 3rd once, 4111 once, 6th twice, 7th once, 8th once, 10th once, 11th once and 17th once. 3 ' O. O. 1 v .¢, 0.0 9 I :o t‘o. ots». ...oo 1_.>._.m mm з. . . . . . 50%: .‚ . Ёюъоь . ìœńob äœńob ìmńg ìœńob ìœäoä èo\.\.\ >\œ`..oS ъ cońokooor. mecs. RS. GS. mmà RS. wma È... È». N5... mss. màs S» \.wQœ Бош >ю©ч @QQ DQR \®Qk @Ow \,oQm \®Q\ @bb Smm \\\.|\0QQ\œ * ` WQ\.\.œ\o Rêûìosäo @mok box Ogowoq ìmbobìw >\e\ " >B.m bìo ‚чшьчк >`о2$ wö cooonmoì.. O\oQ.oS \<»\ а >Бы . ЕЁ moo* Mobo? >Ё = .. Евы \.I\,0S0S ж B2BQ,4`<»I\I * ` со R Oeoooëowo >$Э$ ma `nTonoS qiëbooxœ ьёчэюзч 2€ .. \<°.m .. Евы SS N co ~oS.o\ \$.\\ Ooo,.wo\ìœb >S\ .. >3ш \<°.w ¿Ä .. \s\ .. >;N ¿ew 2.Ä ‚ 2.6 OSoœ\.>B» .. >3ю @So Ewńo тех: >>< " а >3N won@ .Ntowoìw mqoìoonbob \§.QQ\oLuQ.>. \< 1: .. .. >B.m ‚т? 360‘ та; 3.000 OO?.:<:mw_OZ` p_j.mmcxoI. п? ОГРФЮ); wIO<<_ZQ DmF>._..__|Cm O1. |_..$`mZ._IФт Im_®I._Iw >._.. _U_.1.1mwc_„~mI\U>. Uo0._w_O 230.. 1018020 03 .îsäq Ses »S S SSSSS Sm SR?. э“ Saw bwœäoo» «mann „¢ Ё. lâ l Í l W. VIRGINIA FLOOD COMM ISSION PITTSBURGH, PEN МА. МАР sHowtNG LocA‘rtoN oF SEVENTEEN SELECTED RESERVOIRS Scale т Miles I0 20 30 PLATE 71 ‚ чёъщкщщ _ ‚ Ш м ._I.\:E..\& è.ü\\\Q _ Ё „Е: »Buik Ililllllill I _.~È.‘.ìê ê I ` I .. ._ ._ Ц IIII ‚вики‘ bbmt. Eeuw. т к‘ .EEO . _ I . ЁЁЭЗЁЁ m..\N§§Q _SÈMÈQRII Ьсшч EPO ЁЁЪ . ...If . . . _ \â.ê~§«_Èï..||l|l|Il_||l|||l.l||. . ш _ H. „ H .H Н Ц _ _ . . ‚ ы I I . __ _GE .ìS§E¿E0 ìnläxâsuìe. _ âge ‚м‘?! ._ I III "Н | III III ig |II'I IIIII I II Il I II I III III III III . inl: .ìuìì _ _I .SNÈÈG .-Sì ._‚ ~ ‚ .i ‚_ I Rlìnn. ‘lu ЗЁ — . Inni- „ _ Ш .I nlm W. ы „ ‚ „ ._ _ . . „ A . . . I. I III „ C III. .IIIII .I ||lIlÉ||..ÉÈëÉÉ ii' _ ‘а!!! а т, ‚ .. . ‚ _ II||_ F »vL0\IIb.uMLsE§m, »hcw bcn# n_ Ш Щ Щ Щ Щ Щ Щ Щ ш Щ *иьо`пё.!{чсокьо\ h&n\\§Q cutnhbuâkl ъсач ‘иены \n\§ О 0 ". О... О. О FLOOD PREVENTION BY STORAGE RESERVOIRS. 179 curve falling outside of and before the effective zone. But in order to bring out, for each reservoir, the relation between the actual Hood capacity and the volume of dam- aging Hood water that may 'be delivered from the stream in question, and to show thereby which reservoirs have ample capacity for all possible Hoods and which are some- times lacking in capacity, this effective volume is plotted to its full amount, just as if there were in every case reservoir capacity to store the water it represents. These col- umns of “effective capacity” furnish, moreover, a correct and useful index as to the relative importance of the control of the areas tributary to the various projects in the reduction of the Pittsburgh Hood peaks; in other words, they show the extent of their contributions of damaging Hood water. In these graphical studies by means of the Peak Reduction Diagrams, in fact, the method of procedure has been to first ascertain the effect upon the Pittsburgh peak of removing the individual Hood volumes contributed by the drainage areas above certain selected points on the various tributaries of the two rivers, these points being the dam sites of the proposed reservoirs. It was not, at this stage of the studies, a question of storage, for it had not yet been determined that storage at all the respective points selec- ted would be effective or desirable. The individual Hood volume curves for the respective drainage areas in the vari- ous Hoods studied шаге therefore plotted under the corresponding Pittsburgh peaks, and the reduced peaks obtained as described above. An analysis was. then made of the rela- tive effect of the removal or storage of these Hood volume curves in reducing the Pitts- burgh peak. By this process, as already described in detail, the least effective projects were eliminated and the seventeen most effective projects were selected. It then became a question of whether sufficient capacity was available at the sites of each of these Seventeen Selected Projects to completely store the water represented by the respective Hood volume curves. It was found that in certain Hoods several of these reservoirs filled up before the end of the Hood. Peak Reduction Diagrams for the Seventeen `Selected Projects were therefore constructed, in which the reservoirs were not considered effective beyond their actual capacities; in other words, as soon as they were filled, the ordinates of the respective Hood volume curves were no longer used in reducing the Pittsburgh peak. These diagrams, Plates 72 to 82, are shown later in this chapter. It is possible, however, by proper manipulation of the reservoir gates, to make a reservoir control more Hood water than it actually stores. In a reservoir of less capacity than the Hood volume from its catchment area, the object is, of course, to store only the part of the Hood water represented by the portion of the Hood volume curve falling within the effective zone under the Pittsburgh peak, and this could be effected by suitable regulation of the discharging apparatus at the dam. In the construction of the Peak Reduction Diagrams for the Seventeen Selected Projects, as has already been stated, the reservoirs were not considered effective beyond their capacity to dam crest, and the re- sultant peak reductions were therefore less in some cases than would be expected in actual operation, when there would be proper regulation of reservoir gates. In the construction of the Peak Reduction Diagrams for the 43 projects, however, it was considered that in cases where complete Hood storage was not possible, there would be proper regulation of the reservoir gates to prevent any part of the controlled Hood water reaching Pittsburgh at the time of the Hood crest. This condition of greater effective Hood volume than actual reservoir capacity is shown on Plate 71 in the case of the Allegheny, Black Lick, French and Cassel- 180 SEVENTEEN SELECTED PRoJECTs. man projects. 11 is true also of the Clarion project, but to so slight an amount as to be negligible. In the case of the Allegheny and French projects, this excess occurs only with “estimated possible maximum,” while in the case of the Black Lick and Cassel- man projects it takes place in the 1907 Hood as well. The areas controlled by these pro- jects deliver a large amount of their Hood waters at Pittsburgh before peak time, and in actual operation this water would be passed on through the gates and the storage capaci- ty reserved for impounding the water represented by the latter and damaging part of their Hood volume curves. Certain other reservoir projects, for example, Loyalhanna, Crooked, Cussewago, Kinzua, Cheat No. 1, Cheat No. 2, West Fork and others, indicate that the reservoirs have a considerably greater capacity than is necessary to care for the Hoods studied, and a saving in cost could be made by cutting down the reservoirs to a capacity more nearly equal to the effective capacity required. Each reservoir, however, should have a certain factor of safety, or excess capacity, to provide not only for inaccuracies in results, due to incomplete original data used in the study of the eleven Hoods considered, but also for possible greater future Hoods. In the computation of the “per cent of total effectiveness” in the lowest scale of the diagram, only the actual capacities of the reservoirs have been considered as being effec- tive. This lowest scale is a rapid guide in determining which projects are most desirable. For example, when the second column for any project is higher than the first, it is evi- dent that the cost of storage is below the average, and vice versa. Again, when the third column is higher than the second, the project has greater effectiveness than the average. If the third column is higher than the Hrst, moreover, it shows that this effec- tiveness is obtained at a lower cost than the average. PEAK REDUCTION DIAGRAMS. SEVENTEEN SELECTED PROJECTS. In the construction of these diagrams, as previously stated, the reservoirs have not been considered effective beyond their actual capacities. This is conservative, as in actual practice there would naturally be a considerable increase of effective capacity by proper manipulation of the gates at the dams. These 17 projects really include eight others, as the Allegheny projects control the area covered by the Kinzua project; the French pro- ject not only does away with the Sugar project, but also controls the water from the Cussewago; the Youghiogheny reservoir No. 2 controls the area covered by reservoirs 3, 4 and 5 on that stream; and the Cheat projects control the area covered by Shavers Fork reservoirs Nos. 1 and 2. The time of arrival of the extreme Hood stage of the reduced peak in these dia- grams is often, Ias naturally to be expected, somewhat different from that obtained by using the entire 43 reservoir projects. The peak reductions obtained with this small number of projects, when compared with the corresponding reductions effected by the entire number, indicate clearly the relatively small decrease in Hood stage produced by the projects other than the 17 selected. _ It is evident that the form of the Hood volume curves for the respective streams would change in the movement of their waters down to Pittsburgh, with consequent change in the form of the volume curves placed under the Pittsburgh Hood peak on the diagrams. This changed form upon arrival at Pittsburgh would be somewhere between the form at the respective dam sites and the Hattened­out form obtained by spreading the tributary Hoods over the time from beginning to end of the Hood at the aver- age rate of How. The tributary volume curves for the 17 projects have been Hattened out in this way and are shown on the diagrams, together with the resultant peak reductions. PLATE 72 Discharge C1/o/'c Не‘ per Second D/so/targa Guo/o Fee» - /50000 - I 30000 Tlme or Arrival at PII+sbur¢gn AM I8 _ ?30000 . ?I 0000 _/90000 A.M 8I0|224‘8l0I224$8IIlI224$8IOI22468IOI22Ä68I0|2'¿’468I0 In гот AM I22468IOI2246B 22d I I FLOOD COMMISSION. I»IT‘rsauncI­I. м. омсшм знотмв FLOOD OF MAR.20­I908 AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. I These ord/flares /or C/er/en only PLATE 73 Time о? Arrival a+ Pńtsburgh. AJH- А„М lynn. AMA ;\h& A.M sian: 4 sa lanza ss|un24s s met девица 4 вашим; в m:z4sa.|o»224sa\a|e2 4 ваше’: 4 6 8 sm mn. ism ism mn. FLOOD COMMISSION, Prrrseu пан. PA. DIAGRAM SHOWING FLOOD OF FEB.I6­I908 AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE 350000 Fee# per Second Cl/blc .£50000 _/90000 I З о 3 сиди: Feeŕ per Second PLATE 74 Iime 0«f`___ A A.M AM. ßl0l!2468|0I!24$8l0|224$8 Ново’ Реак 355 И a+ __ Pìwsburgn AM. |z24$l|||z246$|0|22468lu224 lem. FLOOD COMMISSIQN. nmauncu. м. DIÀGRAM SHOWING FLOOD OF MAR.l5­l907 AT PITTSBURGH AND ESTIMATED PEDUCTTON BY STORAGE. ?0000_. I 0000. 30000- 20000- !0000_ сад/с Fecŕp er Second Cub/c Feeŕ per Second D/5 cha/‘gc _.1 10000 - 390000 ._ 3 70000 -350o0o - 330000 -3l0000 -?90000 -.2 70000 - ?50000 ..?30000 ._ I 0000 _ 20000 _ Í 0000 _ 10000 _.J 0000 ._ I 0060 ._ /0000 BH1- mese oro'/‘na‘es for 4//ey/feny andfrenc/2 only- 7’/rese ordina fes for C/er/on and mea/ 0/24'- PLATE 75 Discharge Cub/'C две‘ рег‘ Second Cub/’c Рос’ рег Second _$10000 ..?50000 -2 30000 _/$0000 Tlme of Arrival at Pittsburgh AM AM. AM. LM A.M A.M. 810122458I0i!24$8IOI22¿58\0I2Z468­I0l‘Z246~Bl0I2‘Z46800122 458101224S8IOI224B8l0|2246S 'sin го“! 24111. FLOOD COMMISSION. Plnseunnn. PA. онюят зномнв FLOOD OF MAR.22­I905 АТ PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. These ordina/es for C/ar/'on and Chee/ on/y. PLATE 76 Tlme Of" Ar`r‘|'va| at P|+fSbUr‘Qh A.M AM . A.M­ AM 8|0IZ2 468 WI22 4 6 31013245 8|0I22 463l0|22 4 6 8|0|22 46 8|0|f.2 4 6 8I0l2l 4 6 В Bd Mh. 5111 BH1 FLOOD COMMISSION, rrrrsauncn. PA. DIAGRAM SHOWING FLOOD OF NlAR4­|904 ATPITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. Cub/'c Fee# per Second Ё‘ о Ё L Q O ё Ё Ё Ё .Q и и Ё Ь Cubic Feeŕ Second PLATE 77 Time of Arrival at Pittsburgh. А.м. А.м- AM. A м А. м 8|oi2246s|o|z2 46axoi22468|u|2246 a|o|224ssioi22 4ss|n|z24is\oi224ss 2| et 22d. гза. zur». zsm I 0/'echange Cub/'c Fee! per Second Discharge ci/oie Fee# per Second FLOOD COMMISSION. Prrrsluncu. м. DIAGRAM внешне FLOOD OF JAN.23­I904 AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE These ord/naŕcs for C/ar/'on on/y PLATE 78 D/'sc/:arge C1/0/'c Discharge cubic Fee# per Second Time' от‘ Arrival а+ pmsburgn. А-М. AM. zass|a|¢24ss|oœ24sa|nmz4sa ad Mh. А. M. КМ. AM. A.M. NH2 4 Í ßlßllî 45 8l0\!2 4 SBIUII2 4 б 8 l0I22 4 5 ßl0I22 4 $8I0 ih. 28m- lst 2d- 27 FLOOD OOMMISSION, птвивсн. PA. омапдм внешне FLOOD OF MAR. l­I903 ATPITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. -31 0000 _ 270000 Feeŕ per Second . 230000 .2/0000 . I $0000 7'/:ese ord/'naŕes for c*/ar/'o/7 and С/юг/ так PLATE 79 Time of` Arrival ai Pinsburgn. Ам. S или 4 6 8 ‘он? 4 Mn. FLOOD COMMISSION’. нттвпияан. м. 27th. AM. A.M. AM. A- 8 l0|22 4 f S IUIEZ4 6 81002? 46 3 IOIE? 4 6 SIDIEÍ 4 5 8 IUIL2 45 8 2 I М AM. I0|22 д 5 8 IOI‘¢2 4 6 3 l0I¢2 4 6 SIÚIZZ A В . Sd- i 21‘nil _'elli Nate No me/fed snow considered Reduced Peafr’D"­/7 тов‘ ef-'feci/‘ve reser vo/rs. DIAGRAM SHOWING FLOOD OF MAR. I­l902 AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. Reduced Peax’E '-17 masi effective reser vo/'rs with volume curves flattened oui.- Reservoirs nai considered eñfeci/‘ve beyond cubic feef Second Cub/`c Feet' Second These arq'/’/isles for C/er/'on and C/leaf аду PLATE 80 0/'scha/‘ge Cub/c Fee! per Second Cubic Feeŕ per Second -290000 -2 70000 -Í50000 - /.96 000 .../70000 _/50000 A- M- Time of Arrival ar p|++sbur~'gn. AM- A.M. A.M 8IOI22468IOI2?l68I0|2246S10I82468IOIì2468IOI22468|0I!2468I0|22468|0l22468IOIl2468 На! 22d» 23d- 24th IBM- I I ?0т I I I I No me/ŕed snow considered Allegheny Tribu/aries in года’ //nes. Monongahela " | ‘дгокеп ~ Reduced Регн `D' -lv mos! effec!/'ve Reduced Pea/r Ъ" -/7 таз’ eñfec five Curves f/aŕlened ouf. па! considered fo dam cresf. FLOOD COMMISSION, PITTSBURGH, PA. DIAGPAM SHOWING FLOOD OF APR.2I­I9OI AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. T/lese ord/'na/es for C/ar/'on and Cneaf on/y. PLATE 81 Time 0F Arrival at Pìnsburgh AM A.M. ., A«M. А-М- I0l!2 4 58 ШК?‘ 5 8 WIE? 4 6 8 MIZ? 4 5 В IN2? 4 S 8IOI22 4 Б 3 101221 6 8 "Н? 4 5310122 4 5 8 25th. 26Ih. 28th- 29171- | I | I I I I I 1 FLOOD COMMISSION. PITTSBURGH. PA. DIAQRAM SHOWING FLOOD 0F Nov.27­19o0 AT PITTSBURGH AND ESTIMAT REDu0'n0N av зтопмэв. Illl 1 lll Но“: No melted snow considered. I Allegheny Tribuŕaríes in зол?! //nes Monongahela ­« " oro/ren ~ aloooo Reduced Peafr'D=/vmosŕ eŕfeef/'ve reservo/'r~s. 290000 Reduced Peax'£“­/vmaeŕ enfecŕ/'va rese/~y0,',~5~ т)!‘ considered eńfecŕ/'ve fo dam Crest -zvoooo Discharge Cub/c Feeŕ per` Second _ 20000- Cuolc Feeŕ рег Second These ordinates for clarion and Cheaf only PLATE 82 Discharge Cub/'c Fee# per Second Cub/0 reef per Second Time of Arrival at Pittsburgh- Ам. A.M. AM. A.M. A. м. 11122 4 sa IoIzz4s sIoI22 4ssIoI224 в sIoI224ssIoIzz 4 ssmzzas aIoIzz4saIaI224s stolz I | 23 d. 24m. zsm zsm I I I г?‘ | I I No me/fed .snow cons/'dered« A//egheny Tr/'oufar/'es ‚ь so//d /mes. Monongahela " ' oro/ren ” Reduced Pea/r "D"-/7 таз! effecflve reservo/rs. Reduced Реэк 75'-/7 таз’ жест’: reservo/rs volume curves Лампы out 28 ло/ considered eŕfecf/‘ve oeyond ‚о „е 3,1 FLooo commsslou, PITTSBURGH, PA. DIAGRAM SHOWING FLOOD OF MAR24-|898 AT PITTSBURGH AND ESTIMATED REDUCTION BY STORAGE. These ord/'nafes for C/ar/'on and следи on/y. 192 SEVEN TEEN SELECTED PROJECTS. The following table, No. 37, gives, under (а), for the Seventeen Selected Pro- jects, the reduced peaks obtained by the method described under the heading of “Relative Effectiveness of Reservoir Projects,” and shown in the tabulation at the bottom of Plate 69; under (Ь), the reduced peaks obtained from the Peak Reduction Diagrams with 17 reservoir projects only, assuming no regulation of gates at the dams; and under (с), the ‘reduced peaks obtained using the “Hattened-out” volume curves for the 17 projects. TABLE No. 37. FLOOD PEAK REDUCTIONS WITH THE SEVENTEEN RESERVOIRS. D t Mar. 20 Feb. 16 Mar. 15 Mar. 22 Mar. 4 Jan. 23 Mar. 1 Mar. 1 Apr. 21I Nov. 27, Mar. 24 Aver. 11 а е 1908 1908 1907 1905 1904 1904 1903 1902 1901 1900 1898 Hoods Flood crest____-_-_____ 27.3 30.7 35.5 29.0 26.9 80.0 ` 28.9 82.4 27.5 27.7 28.9 29.5 (а) Reduced gage height 18.4 14.9 27.6 19.4 18.2 19.8 18.0 20.9 13.6 8.9 18.0 17.5 (b) Reduced gage height 19.0 17.6 20.4 17.2 7.8 18.4 18.0 (No control) ..... ..._ 13.0 14.4 28.8 23.1 18.1 (с) Reduced gage height “ñattened-out”_______ 17.0 17.6 28.7 19.2 19.6 22.8 21.8 24.2 16.5 13.0 18.7 19.9 (No control) 1 I Average (b & О‘, | 15.0 I 16.0 28.8 21.1 18.9 t 20.9 Í 19.7 22.3 16.8 10.4 18.5 18.9 TOTAL REDUCTIONS. (а) __________________--____ 13.9 15.8 7.9 i 9.6 8.7 10.2 10.9 11.5 13.9 18.7 10.9 12.0 (b) 14.3 16.3 6.7 5.9 8.8 11.0 11.3 12.0 10.3 19.9 10.5 11.5 (C) ____.._____-_„_-.___--____ 10.3 13.1 ` 6.8 9.8 7.3 7.2 7.1 8.2 11.0 14.7 10.2 9.6 _-,_.__- i _ ' __'__ I Average (b & 0) 12.3 ` 14.7 1 6.7 \ 7.8 8.0 9.1 9.2 10.1 10.6 Í 17.3 10.4 106 А study of this table shows that the average reduced peak for the eleven Hoods is a gage height 0.5 foot higher under (1)) than under (а). It is seen that, with a few ex- ceptions, the results for individual Hoods agree closely; and, as previously noted and ex- plained, in 7 out of 11 cases are somewhat greater under (Ь) than under (а), indicat- ing the merit of the projects selected. In the 3 cases where the difference is of any con- siderable amount, it is in the opposite direction, and is due to the Hlling up of the reser- voirs. These differences, 1.2, 3.7 and 3.6 feet, occurred in the case of the Hoods of 1\/Iarch 15, 1907, March 22, 1905, and April 21, 1901, respectively. Inspection of the Peak Re- duction Diagrams for these Hoods will show clearly the reason for these differences. For example, in the Hood of March 15, 1907, the Black Lick, Loyalhanna and Youghiogheny reservoirs Hlled before the arrival of the crest at Pittsburgh and their ordinates below the peak could not be used in obtaining the reduced gage height shown under (Ь). The Hood of March 22, 1905, was made up of two Hood crests, the second starting soon after the Hrst had begun to diminish, and the total Hood remaining above the “danger line” 86 hours, the longest Hood period at Pittsburgh on record. The Clar- ion, Upper Allegheny and French Creek were the principal contributors to this Hood, their ibasins receiving the heaviest rainfall, as is readily seen by inspection of the rain- fall map for this Hood, on Plate 9. The Peak Reduction Diagram for this Hood, Plate 75, as constructed, brings the crests of the Hood volume curves of these three streams to Pittsburgh before the arrival of the second and higher peak. The Allegheny reservoirs were Hlled before the arrival of the second peak, so that the large reduction which could have been obtained by using the ordinate of its Hood volume curve had to be thrown out, accounting for the difference between (Ь) and (а). The Clarion and French stor« FLOOD PREVENTION BY STORAGE RESERVOIRS. I 193 age was sufficient to hold their entire Hood How, but the retention of this water had a smaller effect in reducing the second peak than if the Hood volume curves of these two streams had arrived at Pittsburgh later. As previously stated, however, the tributary volume curves would change their form during travel to Pittsburgh and would tend to approach the flattened form shown on the diagram; so that the storage of the French and Clarion Hood waters would have a greater effect in. reducing the Pittsburgh Hood peak. This is the principal reason for the difference between (с) and (а) 111 this flood. In the flood of April 21, 1901, the upper Allegheny Basin received a heavy rainfall, and the projects on that basin had a correspondingly large effect in reducing the Pitts- burgh peak. The French and Black Lick reservoirs, however, were completely filled before the Pittsburgh peak began to recede, and therefore dropped out as factors 111 peak reduction; so that there was a less peak reduction at the end than at the beginning of the Hood, illustrating the increase in effectiveness that may be counted upon with 5у5- tematic regulation of such reservoirs. The Clarion was very effective in reducing this Hood, but the Upper Allegheny, although' it had a very large Hood volume curve, arrived too late at Pittsburgh to bring its maximum ordinates under the Pittsburgh peak. This particular flood is noteworthy on account of the unusually heavy precipitation and run-off over all the Allegheny and a considerable part of the Monongahela Basins, most of the streams having at this time not only high discharges, but crests which occurred at such time with relation to the maximum discharge of other streams as to result in a simultane~ ous arrival of the tributary Hoods at Pittsburgh. ‘ . ' It will be noticed that under (с) 1110 average resultant reduced peak for the eleven floods is gage height 19.9 feet, although there is considerable difference between the re- duced gage heights for the individual Hoods, some being higher and some lower than previously computed under (b). It is very evident that the correct reduced gage height must lie somewhere between the figures given under (Ь) апс1 (с), а11‹1 1110 average of these two sets of figures has therefore been taken, with the following results. H The average Ireduced peak for the eleven Hoods is 18.9 feet; and in only twofloods, March 15, 1907, and March 1, 1902, comes above the “danger line,” or gage height 22 feet. In the case of the 1907 Hood, the reduced peak, 28.8, is only 1.2 1001 higher than that obtained by the original computations, summarized under (а). Т110 reduced peak of the 1902 Hood is only 0.3 1001 above the 22­foot stage, and 1.4 1001 above the reduced stage shown under (а). ' . Т110 lower part of Table No. 37 gives the total probable reductions in feet by the various methods of computation, and it will be noted that for the averages of the eleven Hoods the figures vary from 9.6 1001 10 12.0 1001. T he average of (1)) and (с) meth- ods gives 10.6 feet and makes possible a general statement that, with the Seventeen _Selected Projects in operation, it would not be unreasonable to assume a probable reduc- tion of 10 1001 111 gage height at Pittsburgh for any Hood that may occur. POSSIBLE MAXIMUM FLOOD AT’PITTSBURGH. As a means of arriving at some approximate estimate of the possible maximum stage which could be expected at Pittsburgh in the future in the event of simultane- ous conditions of temperature and precipitation favorable to a high rate of run-olf on the basins of the two rivers, an estimate has been made of the amount of snow which may reasonably be expected to remain on the ground on the Hrst 01 March at the end ‚ 01 а winter of excessive snowfall, similar to that of 1909 and 1910, and this snow has been assumed to melt and run off with a rainfall which actually occurred. The rain storm of March 4, 1904, was selected for this purpose, as there was no snow on the I CONCLUSION. ground at this time and the Hood stage of 26.9 at Pittsburgh was therefore due to rain- fall alone. The amount of snow assumed to run off with this rainfall was as follows: North of the Mahoning Creek watershed, 30 inches; between Mahoning Creek and the southern extremity of the Loyalhanna watershed, 24 inches; south of this point, 18 inches. A detailed discussion of this snowfall is to be found in Chapter III of this report. Plate 83 shows a graphical study of the possible maximum Hood under the above conditions. The Hood volume curves for the various streams represent the run­off due to rain and snow combined, and are obtained by adding the additional run-off- due to the assumed amount of melted snow to the corresponding rainfall Hood volume curves of Peak Re~duction Diagram, Plate 59, for the Hood of March 4, 1904. The sum of the ordinates Linder the peak on Plate 83 -was then reduced by the sum of the ordinates at a similar point on Plate 59, representing rain only. The result, represent- ing increase in stage due to melted snow, was then added to the actual Hood peak of 26.9, giving a stage of 38.3. This, of course, represents the increased Hood peak con- sidering snow run-off from only 62A per cent of the drainage area; so that if the entire drainage area had been considered, it is reasonable to suppose that the estimated Hood height would have been considerably higher. The Seventeen Selected Projects, if no regulation were considered, would have reduced this Hood from 38.3 to 32.3. Witli regulation, the seventeen projects could probably have reduced the stage to 30 feet or under, for the French Creek, Black Lick and Allegheny reservoirs were filled before the arrival of the peak at Pittsburgh, and suitable regulation on the Black Lick alone would have lowered the reduced peak from 32.3 to 30.8. The 43 projects, with no regulation, could have lowered the peak to 29.5 feet. ' CONCLUSION. As already stated, the reservoirs used at this time for purposes of estimate and study are based on present conditions and are subject to revision. Additional stream- How data, detailed surveys and estimates preceding actual construction, future economic developments and the addition of duties other than that of Hood control, would doubt- less, in the final working-out of the system., necessitate many changes in the number, location and capacities of reservoir projects. The estimates and studies based on the surveys of the sites as selected are suffi- cient, however, to demonstrate the fundamental and vital points, namely: that Hoods can be prevented by storage reservoirs; that suitable sites for these reservoirs can be found; and that the cost of their construction would be but a comparatively small per- centage of the benefits to be derived, not only through positive and permanent Hood relief, but also from the facilitation of interstate commerce by the improvement of the rivers for navigation, from the considerable dilution of their polluted waters and the consequent increase in their value for domestic and industrial supply, and from the development of water power. А f The studies of the Flood Co nmission, moreover, have not only demonstrated the necessity for such works upon the Allegheny and Monongahela Basins, but have shown the wisdom of having similar studies made on the streams where Hoods are a menace ‚ in this and other States. In this connection the Commission desires to emphasize the importance of systematic and complete collection and studies of rainfall and stream-How data, both of which are vitally essential in investigations of this kind. In order that long-term records of such data may be available for preliminary and final studies, plans ' PLATE 83 ~ 'e Time of Arrival а+ Dńlsburgh А-М- A.M A.M. в 6m 2 6 10 2 5810122 6 2468I0 246 1012246 FLOOD COM MISSION, PITTSBURGH, PA. DIAGRAM SHOWING MAXIMUM FLOOD AT PITTSBURGH AN D ESTIMATED' REDUCTION Bv sromor-: Cubic Feeŕ рег Second Discharge Cub/'c Рас! per Second 1 These ord/naŕes for C/ar/on only. D/sc/range I 196 CoNCLUs1oN. angel estimates, State and Federal agencies in charge of such work should be provided ' with ample funds. The water resources of the country are one of its greatest assets, but they can never be properly utilized, or their various uses coordinated, unless proper data for this purpose are on record. CHAPTER VIII. FLOGD PROTECTION. Dredging-Lowering of High-Water Plane, Flood of 1907-Effect of Navigation Dams-Quantities and Costs of Dredging-River \/Vall -Seepage-Location of V\/'all-Quantities and Costs of Various \/Vall Schemes-Land Reclaimed by Wall-Net Cost of Various Schemes of Flood Relief-Channel Revisions at Islands-Final Surnmary of Cost of Flood Relief-Discussion. DREDGING. The problem of the local control of floods by dredging has been divided into two projects, Grade No. I and Grade No. 2, as shown on the profile, Plate 84, and as later described. V\/ith each grade the dredging is figured in two ways, with the wall located along the natural bank line, and with the wall located along the standard cross­sectiorí.* In the case of the wall along the natural bank line, the sides of the channel are cut out on a 3 to I slope from the intersection of pool-full plane with the banks down to the dredging grade, except that where the wall stands out from the bank and in the pool, the 3 10 1 slope starts at the intersection of the face of the wall with the river bottom. With the wall along the standard cross­section, the dredging includes in gen- eral cutting the side slopes on a 3 to I slope from the intersection of the face of the wall with pool level, or with the river bottom if below pool level, down to the dredging grade. At certain narrow points, and along Duquesne W'ay, the dredging is carried down to Io feet below pool level at the falce of the wall, and from here slopes away from the wall on a 3 10 1 slope down to dredging grade; in the former case to give as much cross-sectional area as possible, and in the latter, for navigation purposes as well. It may be that additional points where docking facilities will have to be provided in this way will be decided upon during detailed design and before actual construction of the wall, but for the purposes of the present estimate it is con- sidered unnecessary to go into a study of this feature. Again, along other stretches, the bank is already protected by paving, as along portions of the B. & О. and Р. & L. Е. railroads, and only a comparatively low additional flood barrier is needed in the shape of a low wall at the top of the slope. At these points the side slopes are cut out on a 3 to I slope from the intersection of pool level with the present bank down to dredging grade. PROJECT No. I. The dredging proposed with Grade No. I contemplates cutting channel bottom and side slopes from a point about 1.6 miles above the Davis Island dam on the ()hio to Dams No. I on the Allegheny and Monongahela Rivers. On the Allegheny the dredging continues on a steeper grade above Darn No. I to a point about a mile below Dam No. 2. “Лиги combined with the wall locaited along the natural bank line, the dredging terminates here; but with the other wall location, along the standard cross- section, the dredging continues upstream »to Dam No. 2. On the Monongahela, like- wise, with the wall along »the natural bank line, the dredging to this grade terminates at Dam No. I, but Wirth the other wall location, continues above the dam to the upper end of the present surveys, a short distance above the B. & О. R. R. bridge at Glenwood. The elevation of Grade No. I at its downstream terminus is 687 feet, or I6 feet be- low pool level, and from here it extends upstream with a .ooo2 slope, reaching an ele- vation of 692, 5 feet below the navigable pass sill, at Dam No. I, Allegheny, and an elevation of 692.3, 1.4 feet below the lower lock sill, at Darn No. I, Monongahela. *See “Location of Vl/'all,” page 204. 198 DREDGING GRADES Above Dam N 0. 1 011 1110 Monongahela, the slopeI continues unchanged; but on the Alle- gheny above Ваш N0. 1, the river bed having in general a greater slope than below the dam, the dredging grade changes to .o003, reaching an elevation of 700.4 at Dain No. 2, 1.4 feet above the lower lock sill, and 9.6 feet below pool level. Grade No. 1 at its lower end approximately intersects the average bottom of- the channel cr-oss­section as determined by the soundings of the Flood Commission made in 1909. It requires no considerable cutting of the river bed below the foot of Brunot Island; from which point upstream to about 1000 feet above the head of ¿Y the island, however, there is an average cutting of 5 feet. The remainder of the Ohio channel to the Point requires very little dredging other than the cutting of the side slopes. In the case of the wall location eliminating the Brunot Island back channel there is of course no dredging figured in the back channel. With the other wall location, how- ever, the lower 1200 feet of this back channel are dredged and the contraction at the mouth is widened from 520 to 630 feet by cutting out the left bank at the McKees Rocks quarry. In the Allegheny River, 1500 feet below Dam N0. 1, the cutting averages.2 feet for a length of 1500 feet. Above the dam, three separate stretches are dredged. The first of th-ese, lying between the dam and the 30th Street bridge, is about 2000 feet long and has an average depth »of 2 feet; the second centers about at the 43rd Street bridge, and is about 6000 f-eet long and an average of 4 feet deep; the third extends from the Sliarpsburg bridge downstream about 6000 feet and has an average depth of 4 feet. At the Sharpsburg bridge the grade line emerges from the last of these cuts and coincides with the present transverse average bottom of the river for a dis-tance of about half a mile; in the cas-e of the wall located along the natural bank line terminating 2500 feet beyond, about a mile below Dam No. 2, while with the other wall location the cutting extends to Dam N0. 2. On the M­on­ongah=ela, at about 500 feet above the Point b-ridge, the dredging passes into a cu.t ofj3.5 feet average depth, about 1.5 miles long, reaching to within » one-h-alf mile of Dam No.- 1. VV ith the wall along the natural bank line, Ithe dredging terminates here, but with the other wall location, requiring dredging, i~t continues on the same grade to the end of the project, about 1.2 miles below the extreme easterly north and south city boundary line. There is an average cut of 2 feet for about 1.2 miles above Dam No. 1, and a second cut, with an average depth of 2.5 feet, begins about 1000 feet below Glenwood bridge and extends for one­half mile to the end of the project, about 800 feet above the B. & O. R. R. bridge. PROJECT No. 2. The grade of dredging of Project No. 2 begins in the Ohio River at a point 15,180 feet below Davis Island dam, and 7500 feet above Dam No. 2, at an elevation of 678.6. The grade line extends with a slope of .0002 up «the main channel only, at Neville Island, the back channel remaining unimfproved, and passes Dam No. 1 at an elevation of 681.6, 9.4 feet below the navigable pass sill, elevation 691.0; 1.5 feet below the land wall foundation, elevation 683.1; and 5. 5 feet below the river wall foundation, elevation 676.1. The grade line follows the main channel at Brunot Island and the back channel to a point 1200 feet from the main channel. The same enlarge-ment of the mouth of the back channel is contemplated as with Project No. 1. Vl/ith the wall located along the standard cross-section, there would of course be no dredging in the back channel. At Dam N0. 1, Allegheny River, the grade line has an elevation of 688.3, passing 6.7 feet below the lower sill, elevation 695.0, and 8.7 feet below the navigable pass sill 1-"Loon 1>RoTECT1oN. 199 elevation 697.0. Up to this point the grade line lies parallel to that of Project No. I and 3.7 feet below it, but beyond continues with the slope of .0002 unchanged to the end of the project at Dam No. 2, Allegheny River, where the elevation at grade is 693.9, a depth of 5.1 feet below Ithe lower lock sill, elevation 699.0; 17.1 feet below the upper lock sill, elevation 711.0; and 6.5 feet below grade of Project N0. 1, elevation 700.4, the depth below the grade of that project between the two dams averaging 5.1 feet. In the .\/lonongahela River the grade line lies parallel to and 3.7 feet bel-ow that of Project No. 1 and passes Dam llo. 1 at an elevation of 688.6, 5.1 feet below the lower lock sill, elevation 693.7; 11.8 feet below the upper lock sill, elevation 700.4; and 18.8 feet below pool full, which in this case is crest of fixed dam, elevatio-n 707.4. _ The grade line continues parallel to grade of Project No. 1 to the end of the project, about 800 feet above the B. O. R. R. bridge, Glenwood, where the elevation at grade is 693.2. 1.ow13R1No or HIGH-WATER P1..-mn, F1001) or 1907. Project No. 1. The cutting of side slopes at the section 1.6 miles above Davis Island dam, where the Gfade No. 1 dredging begins, does not cause an immediate lowering of the high-water plane at that section, for in that case the surface slope in the channel below due to such lowering would be less than .00o22, which is required for discharge through the cross- section of this part of the channel. The improvement beginning at this section, which involves cutting the side slopes only and thus increasing the sectional area, does, how- ever, allow the full discharge at the unlowered level with a lower surface slope of ap- proach. This lower slope of approach is .ooo21, and a uniform width of channel at Bru- not Island permits a continuaftion of this rate as far as the lower Allegheny River, the intermediate narrow sections all discharging with this surface slope, at the correspond- ing reduced water levels. This results in lowering Ithe high-water plane 1.4 feet at a point 500 feet below the Ohio Connecting bridge, 0.9 foot at a point 1000 feet above the head of Brunot Island, and 2.3 feet at a point on the Allegheny about midway be- tween the Point and the 6th Street bridge. At this point on the Allegheny the required slope of approach is only .0oo14 and increases to .00016 at a point about 500 feet above the 30th Street bridge, wh-ere by cutting the sides and bottom of the main channel, and in the case of the wall along natural bank line, of the back channel as well, the high-water stage is reduced 2.7 feet. The surface slope of .00016 is sufficient from the latter point to the seotion about mid-- way between the 43rd Street bridge and McCandless Avenue, where the high-water level in consequence of the slope of .o0o16 required for the sections below, will have to be 733.0, a lowering of 2.4 feet. At this cross-section the width between banks at pool level is considerably less than at any other section of the Allegheny within the projects. VV ith the cutting of both banks included in the dredging, the discharge Ithrough this sec- tion at the lowered water level requires a slope of .0002 upstream to a point near the Sharpsburg bridge, where the reduc-tion of high-water surface is 2.1 feet. By cutting the side slopes only at the latter section, and both the sides and bottom of the channel from this point upstream to the end of the project, about a mile below Dam No. г, the l-owered high-water plane at its up-per end has a reduced slope of .00014. The surface of the high water from where it passes over Dam No. 2 slopes abruptly to the point where the dredging project terminates, and the reduc~tion that would be effected in this stretch by carrying the dredging to Dam No. 2 would not be sufficient to warrant the work. In the case of the wall along the standard cross-section, however, the dredging 200 LowER1NG oF H1GH­wA_'rER PLANE. has been extended upstream to the дат 111 order to obtain the adopted area of cross-` section. On the Monongarhela River the high-water surface slope of .00021 con­tinues from the Ohio River to a point about 700 feet below the Wabash Railroad bridge, where a reduction of 2.3 feet is effected. Owing to the removal of considenable river bottom and emzbankment, the required high-water slope above this point reduces to .00o18 ; 1150 feet upstream, further reduces to .0o016; and diminishes to .00014 at a section 650 feet above' the P., C., C. & St. L. Ry. bridge. This .00014 slope extends upstream to a point about 3 50 ~feet above the South 10th Street bridge, where -the reduction of high-water level is 2. 3 feet. `Fr-om this point the -required slope increases to .00024, extending to about 1000 feet below Dam No. 1. Above the dam, the slope averages in general .000135, the reduction of Hood l-evel corresponding to this slope being 2.3 feet at Dam No. 1 and 2.7 feet at Aa point about midway between the Monongahela Connecting R. R. bridge and the Glen- wood bridge. At this section the surface slope changes to .0002, lowering the high- water plane an average of about 2 feet between this point and the end of the project, where the reduction is 2.5 feet. Project No. 2. The lowering of the ‘hrigh-water plane due to dredging to Grade No. 2 begins theo- retically at a point about 2.9 miles Ibelow the Davis Island dam, where the improvement of fthe side slopes of this controlling cross-seotion allows the discharge of 1110 maximum How during -the 1907 Hood at a lowered sl-ope of approach. With this slope of .ooo13, th-e dredging -of the channel bottom from this point upstream provides section-al areas of sufficient carrying capacity for the required dis-charge in Íall portions of the channel to a point about 4100 feet above Davis Island dam, where the reduction in Hood height due to this reduced slopeI amounts to 1.2 feet. It is not necessary to dredge the back chan- nel at Neville Island, as the controlling cross­soctions have sufficient carrying capacity to discharge at the lowered stages obtained in the main channel. Beginning a.t the above mentioned point, about 4100 feet above Davis Island dam, _the nar-rowing of the river, rnotwithstandi-ng oonsideraîblle dredging of its bottom, re- quires a slightly increased high­water slope of .0oo18 extending to the foot of Brunot Island, where the Hood proñle is lowererd 1.4 feet. Above this sec~tion the slope neces- sary for discharge increases to .o0o21, which extends «beyond the mouth of the Alle- gheny River to a point about midway between the Point and the Sixth Street bridge, where -the reduction is 3.7 feet. From this point on the Alleghe-ny the required slope is .0001 1 upstream to the P., F. W. & C. Ry. bridge, where the stage is lowered 3.9 feet. The slope then increases slightly to .000125, extending at this rate to the narrow portion of the river between the 43rd St. bridge and McCandless Ave., and effecting a reduction of 4.4 feet in the Hood stage at this narrow section. From here there is an abrupt increase in the slope to .00o21, this required slope reaching to the Sharpsburg bridge, where it re- duces to .0o011, extending at this rate to the end of the project, where the Hood stage is lowered 4.0 feet. The maximum reduction is 4. 5 feet, at a point about midway between the 30th Street Ábri~dge an-d the junction R. R. bridge. In the Monongahela River the high-water slope from the Ohio River extends to a point hbout 700 feet below the Wabash Railroad bridge, where the Hood stage is lowered 3.7 feet; and then decreases gradually to .0oo16, extending at -this rate for about 1200 feet, and effeoting a reduction of 3.6 feet at a point 500 feet above the Wabash bridge. From here it oh-anges to .o0014, extending to a point about feet above the P., C., C. & St. L. Ry. bridge, and lowering the Hood stage at this point 3.5 feet. 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Ф}? ~ ' ` 7' ‚— 17 . ‘ 'V ‚’ т’ _ ^ 7 7 7 . :LV ‚ 7 7 ~ _. 7 д ' L.: 7_ 7 ;‚7’7 œufs;//€352 -Nav/`9aà%f’a.ssSi//6!/‘.0 ­ _lmyahe/'tsss//I6.’/.0 _____:3 _ __ 7 ÍÑE_R ‚ I’ .H О Ё1"1[1; __ ___."_Í"'_'_`Í ÍÍ_`_'_`ÍÍlÍ T__'"`Í'Í_""`.7'.Í'_Í'iÍÍÍÍÍ_ÍQÍIÍlÍÍÍÍ`i"Í Í" Ё ’ E ---1 ­-- ‹— -ì---- ~- --M_ Í# — Í ‚ Y I ‹ —--1‚7- ‹ ` L _ I 7 - __ _I _ _.__ ___. ,_ ___ _ ___ ____ _ _I L _ _ ,_ _ ___, __ _ ___ _. __1 _ ____ __ ___` _ _-I _ , _ _ __ __I ____ I ‘ " ____ __ , _ , T _I I __ _ ____ÍÍ _L_ _ _ ____|Í Т, j ­ _I I I ‚ ‘ _ I__I____ I _¿___ „д“ ____‘___L_J___I„__ ,_ , _Hh _L , I I „ _I ‘ , _I , . __ __I_ _I „ ____..___„I I___I I I I I I I -Is м -Ig -ю -II -6 -4 -z o 2 4 в а Io I2 I4 Is Is zo zz 24 ze zo so з: з‘ as Í 4o _ д; _ _ 7-77.- _ в ¿Iv _ и“ г‘: 'TR »:ltI\.Y_5»q‘,._‘.\g»„¢„¢ FLOOD PROTECTION. 2OI ` .00011 15 required from here upstream to a point about 2000 feet below Dam N0. 1, where the stage is lowered 3.8 feet. The required slope is then .000135 to the end of the project. About midway between the Monongahela Connecting R. R. bridge and the Glenwood bridge, the stage is lowered 4.5 1001, and at the end of the project, the re- duction is 4.2 feet. EFFECT 0F NAVIGATION DAMS. ProjectL No. 1. The above described reduction of high­water plane by dredging to Grade No. I is Hgured as if Dams N 0. 1, Allegheny and Monongahela, were not in place; but the re- duotions upstream from the dams could not be obtained as described unless the dams were rebuilt with the required sections and sill elevations. The backwater inHuence of Dam N0. 1, Allegheny River, produces throughout the entire dredging project upstream from the dam, a surface curve corresponding to the 1907 high­water plane as nearly as can be determined under the uncertain conditions of non-uniform How in the varying cross-sections above the dam. 111 other words, with the dam las it is, dredging to Grade No. 1, а5 proposed above the dam, would have little or no lowering effect on fthe high­water profile. In the Monongahela River also, the full value of the dredging above the dam can- niot be obtained with Dam N0. 1 111 115 present position, as this obstruction produces a surface curve of backwater coinciding in general wfith the 1907 'high-waiter profile .to a point 5000 1001 above the dam and from there dropping to 0.8 foot below the 1907 Hood level at a point about 2. 5 miles above the dam, and continuing with about this amounit of reduction to the upstream end of the project. Project No. 2. The abiove described lowering of the 1907 Hood profile by dredging to Grade No. 2 is figured as if Dams N0. I, Ohio, Allegheny and Monongahela, were not in place. The cross- seotion 'at Daim N0. I, Ohio, with wickets lowered, has sufficient diischarge capacity to ac- commodate the Hood How without appreciably diminishing the reduction of high­water plane obtfained by dredging to Grade No. 2. Dams No. 1, Allegheny »and Monongahela, however, as now located, would have a backwater effeot with this dredging, which would diminish the above described reductions of the 1907 Hood profile upstream from the dams to 1.4 feet on the Allegheny and 1.6 feet on' the Monongahela. ' The profile, Plate 84, shows the lowering of high­water plane for the two grades, assuming the dams removed, or rebuilt with the required sections and sill elevations. QUANTITIES AND 00515. Project No. 1. Dredging to Grade N0. 1, with the wall along the natural bank line. involves the removal of 1,180,900 cubic yards on the Ohio, 2,124,000 cubic yards on the Allegheny and 483,600 cubic yards on the Monongahela; a total of 3,788,500 cubic yards. In ad- dition, the enlargement of Ithe mouth of Brunot Island back channel would require the removal of about 95,000 cubic yards, ch1ieHy rock, excavation of which has been figured at one dollar per cubic yard. Dredged material could be readily and cheaply disposed of as H11 behind the wall, and the dredging of the channel has been figured at 20 cents per cubic yard. The total cost with these unit prices would therefore amount to $852,700. With the wall along the standard cross­section, dredging to Grade N0. I requires the removal of 4,007,100 cubic yards on the Ohio, 4,505,000 cubic yards on the Alle- 202 RIVER WALL. gheny and 3,907,900 cubic yards on the Monongahela; a total of 12,420,000 cubic yards. 6,888,000 cubic yards of this work would be channel excavation, and the re- mainder, 5,532,000 cubic yards, would be involved in the changes at the three islands. The former has been figured at 20 cents and the latter at 25 cents per cubic yard, giving a total cost of $2,760,600. Project N0. 2. Dredging to Grade No. 2, with the wall along the natural bank line, involves the removal of 6,745,400 cubic yards on the Ohio, 4,055,800 cubic yards on the Allegheny and 3,998,300 cubic yards on the Monongahela; a total of 14,799,500 cubic yards, which at 20 cents per cubic yard would amount to about $2,959,900. The enlargement of the mouth of Brunot Island back channel would also be included in this project, and Hguring $95,000 for this work as with Project No. 1, the total cost of Project No. 2, arclztsir/e of any of the above mentioned necessary changes at the navigation dams, would amount to $3,054,900. \/Vith the wall along the standard cross-section, dredging to Grade N0. 2 requires the removal of 11,523,200 cubic yards on the Ohio, 8,444,300 cubic yards on the Alle- gheny and 6,711,500 cubic yards on the l\/Ionongahela; a total of 26,679,000 cubic yards, 5,532,000 cubic yards of this work would be excavation of the strips cut off the three islands, which work, as under Projeot N0. 1, has been figured at 25 cents per cubic yard, while the channel excavation as before has been figured at 20 cents. The total cost of this work, e.rcZusz"z/e of necessary changes at the navigation dams, would there- fore amount to $5,612,400. RIVER WALL. TYPE AND DESIGN. For the purposes of Ithis estimate a gravity section constructed of concrete Iwas selected. This was designed as a submeiged section, owing to the possibility of seepage beneath and t­he presence of accumulated ground water behind the wall. The top of the wall would carry a solid concrete parapet 3.5 feet high, all necessary openings in which would be provided with stop planks, or other suitable means of closing during high water. The typical wall sections used in the estimates have been figured generously as to quantities and unit costs to compensate for special features which it would be necessary to include in Hnal designs, but which it is considered should not be estimated upon in de- tail in this preliminary study. These special features would include numerous openings in the wall for access to the river front, such as steps, landings, slips, namps, etc., to- gether with devices for closing such openings during Hoods. Convenient arrangements must also be made for mooring, and for loading and unloading river craft. The probable construction of intercepting sewers in a considerable portion of the walls, with sumps and sewage pumping works, has been considered as to feasibility of application, but the cost of such work has not been included in the estimates. 1«`0U.\'DA.'r10N. To determine the depth to rock and the character of the overlying inaterial for the purpose of fixing the foundation of the wall for estimate purposes, a collection was made of all available data. including well-borings and information with regard to the founda- tions of bridge piers, buildings, locks and dams. The amount of this information at points along the proposed wall line is not complete enough to be thoroughly satisfactory, as FLOOD PROTECTION. 203 it was necessary to interpolate depths to rock and gravel bed at points where no such data existed. Before actu-al construction is begun a careful set of borings should be made along the line of the wall, but it did not seem wise to expend the Itime and money upon such investigation at this time. From the data on hand­, however, it ‘is evident that the depth to rock is too great to permit carrying the wall down to rock footings and there- fore Ithe esti-mates are based on its being founded on the bed of gravel and clay over- lying the rock. The depths to bed rock below surface of the pools at Pittsburgh, as approxi- mately determined, may be given as follows: foot of Brunot Island, 40 feet; oppo- site center of this island, 25 feet; near mouth of Saw Mill Run, 45 feet; at the head, of the Ohio, in the mouth of the Allegheny, about 40 feet. One mile up the Allegheny it reaches a depth of 60 feet, from which place it seems to rise rather suddenly for a distance of 0.7 mile and then ascends gradually to a point 3.5 miles above the mouth of the river, where the depth is 30 feet below surface of pool No. 1. Six miles from the mouth, the rock is about 15 feet below water, and from here it has a moderately undulating surface to Lock N o. 2. At the mouth of the Monongahela, the rock is about 40 feet below pool, one mile above it is 60 feet below, and 3.2 miles, 40 feet. From here upstream there appears to be a gradual rise. EXCAVATION AND EMBANKMENT. It is not considered that this paper location of Ithe wallfurnishes data sufñciently detailed to admit of any ref1nement` in the computation _of the necessary excavation and emlbanklmenit. A certain amount of earthwork has been arbitrarily estimated upon, how- ever, and is included in the cost per running foot. Wliere the wall stands out from the bank some distance, the backñll will be considerably greater in amount; but it is intended to include in this estimate only sufficient backñll to protect the back of the wall, i-t `being understood that the remaining embankment necessary to bring the land back of the wall up to the grade of the top of the wall will rapidly be Hlled in with excavated materials, slag, ashes and other wastes, convenient spoil and dumping grounds for which are at a premium in this locality. VV hen a final location of this wall is adopted, however, and staked out on the ground for actual construction, the Held notes then obtained will of course furnish the data necessary for a more accurate earthwork estimate. SEEPAGE.I ~ Wilth the wall founded on the permeable material overlying the rock there is almost certain to be seepage under the wa~ll. In the case of the wall with reservoir control, (low wall), and consequently a lower head to force this water under the wall, this seep- age will be so slight and so infrequent as to be negligible. But with the wall without reservoir control, (high wall), this seepage will ‘be so important a consideration that, in order to afford complete Hood protection, the wall design and estimate must include some cut­off or curtain wall running from the foundation down to solid rock or to impermeable material. I Cut­0j‘ï M/all. The only way to be positive of absolutely preventing all seepage would be to sink an open trench to rock, and put in a concrete core-wall under the retaining wall. The ex- pense of such a method would obviously be prohibitive and unwarranted, as a sufñcient prevention of seepage can be obtained at a much less cost. S/lect Piliizg. Seepage could also be prevented, or reduced to a minimum, by driving sheet piling 204 Loc:A'1‘1oNY oF WALL. under or along the wall. If this sheet piling is driven before the wall is built, it should be at or near the outer face, where, in the event of any settlement of the wall, or out- ward thrust, it would tend to prevent overturning rather than the reverse, which might be the case were it at the center or back of the wall. I­t oould be driven at the toe of the wall, and used as the cofferdam on that side during construction, its upper p-art 'being finally bonded into the wall section. It is not certain, however, that sheet piling will be needed to prevent seepage; for th-e wall, when carried down to a suitable footing, may effectually prevent this. At any rate, it is impossible ~to determine with certainty before- hand just where sheet piling is required; and if one of the above methods is used, a great Ideal of unnecessary piling might be driven. It would seem wise, therefore, to build the wall without sheet piling, and then by observations on the seepage during the first fiood after construction, >decidewhat sections, if >any, should have piling. It could then be driven along the toe of the wall a short distance out from the wall, and the space be- tween sealed with concrete. Several types of sheet piling are in general use for work of this kind, and their relativemerits and suitability under the conditio.ns obtaining are as follows: — ‚ ‘ ' ‚Ё E - Wood. Wooden sheet piling would be the cheapest, costing about $0.60 per square foot, and would doubtless have a longer life than that of steel. It would be difficult, how- ever, in the character of material along the riv-er front, to drive to the necessary depth, and this form is not considered advisable. ‚ Reinforced Concrete. Reinforced concrete sheet piling wou­ld be the mos-t durable an-d, at the same time, the m­ost expensive, costing about $1.50 per square foot. It is possible that by careful driving it might be satisfactorily placed, but in places there would unquestio-nlably be great difficulty in keeping it in line down to the neces-sary depth. A' Steel. Interlocking steel sheet piling could be driven ‘to the desired depth with greater certainty of proper alignment than any other form. It would be m-ore expensive than wooden piling,I costing about $1.00 per square foot in place. It would form an ex- cellent cut-off wall during its life, but there is possibility of its disintegration due to attack by acid water and to electrolysis. It might be protected with a suitable coating to prevent this trouble, but is hardly likely that it could be suiccessfully driven without scraping su-ch a coating ofir during the operation. Suitable tests might demonstrate, how- ever, that with the piling imbedded in the gravel and clay of the river bank, corrosion would be reduced to a negligible minimum. The following es'tima.tes are Ibased on the use of this type of piling. I LOCATION OF \/VALL. The wall problem has be-en thoroughly studied, both as the only means of fiood re- lief, and in combination with other methods of Flood Protection and Flood Prevention. These various methods of treatment have been classified under two general headings: Wall along natural bank line; V\/'all along standard cross­section. WALL ALONG NATURAL BANK LINE. This location ' follows in general the natural bank line except at certain indentations and projections, to conform to which would give a very irregular alignment. At in- dentations, where the wall stands out from the natural bank, it is of course higher and more costly than if it followed the bank line; but in many cases the va-luie of the re- claimed land behind the wall at such points will offset the greater cost of -construction. At certain slight indentations of this sort, wh ere the top of the natural bank is above the maximum fiood level, no wall has been considered necessary; but property owners at FL001) PROTECTION. 205 such points. who so desire, could construot their own wall and reclaim the land behind it. In such cases the type, height and alignment of wall should conform to the general scheme, and the work should be bonded into the Hood wall. Again, at certain l-ow points, where the bank is only a foot or two below maximum Hood height, no wall has been considered necessary, as the ground can easily be raised an amount sufñcient to prevent overHow. At some of these points where no wall is needed to prevent aotual overHow, however, it will probably be necessary to drive sheet piling to keep out see-page. _ To prevent backwater overHow it will also be necessary to carry the wall som-e dis- tance u-p the several small streams entering the main rivers in the vicinity. A verylarge portion of the backñll behind the wall could be placed without cost as waste material, such as excavated material, ashes and slag, becomes available; but certain sections, as, for example, along >Duquesne VV ay and the Monongahela \’\/hart', would have to be com- pletely Hlled in at once, and this latter work is included in the es»ti.mates. The wall as located along the natural bank line has been taken up under the follow- ing headings: ` ` ' 1. VV ith no Reservoirs or Dredging. 2. V\/'ith Dredging only. 3. ÑVith Reservoirs only. 4 \/V-ith Reservoirs and Dredging. "1 1. Wall with по Кезегиобгз or Dredging. _I In this study the top of the wall proper has been placed 2 feet above the proñle of the 1907 Hood, that is, to gage height 37.5 feet at the Point. Adding 3. 5 feet to this as the parapet height brings the top of the protection wall to gage height 41.0 feet, or elevation 738. VVi«thin the limits of the Flood Com-mis‘si­0n’s city surveys, as shown on the “Map showing Extent of Surveys in Pittsburgh District,” which accompanies this re- port, 55,I10 feet of this wall will be required on the Allegheny, 46,930 feet on the Mo- nongahela and 31,900 feet on the Ohio; a total of 133,940 feet, or about 25.4 miles. The height of this wall would vary from 10 to 47 feet, the average being 30 feet, which it is estimated would cost $100 per running foot. It is estimated that about 3,664,500 square feet of sheet piling would be required. To prevent backwater overHow in the various small creeks entering the rivers in the vicinity, about 66,960 feet of wall would have to be built, with an average _ height of 10 feet, and a cost per running foot of $20, or a total cost of about $1,339,000. This does not include the cost of the sheet piling that would be necessary in some sections of these creek walls to prevent seepage, which would bring the cost up to about $1,500,000. The »cost of this wall would therefore be subdivided and totaled as follows: River wall, 133,940 ft. @ $100 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $13,304,000 Sheet piling, 3,664,500 sq. ft. @ $1.00. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,664‚5оо Backñll, 60,000 cu. yds. @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,000 Walls up creeks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 1,500,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $18‚573,500 ‚ 2. Wall 'witlz Dredging only. Dredging to Grade N0. I.-­-The top of the parapet of this wall at the Point has been placed at gage height 39.0 feet, or elevation 736. As already shown, dredging to Grade No. 1 would effect a reduction in maximum Hood height of about 2 feet at the Point, and a study of the proñle as reduced by this dredging shows that it would re- duce the average height of the wall from 30 feet to 29 feet, which would cost $95 per PLATE 85 66ge4/.O Е/еи 758.0 Gage 330 E/ev. 736.0 H. W /907 Gag 555 _ г. _ гёёъё. . WITH NO FIESERVOIHS ­ ‘ WITH DFIEDGING GRADE "ОД OR DREDGING Gage.37,5 E/ev.734.5 7 Lil/9_07_Q9£i’;5_~’5­_§_ -.-.@.¢.d.¢¿.C.¢.Q'..-:'.- ‚ЗАО Gage 515 Е/си 728.5 .-.âadqgqf ..._-.26_..8.-- P00/ E/eu 705.0 WITH DREDGING GRADE NO2. WITH F;E5EF¢vO|H5 ONLY H_.n/_/907 Gage35.5 ` - миг/во? БдЩЗБ Gage 29.5 Бек 726. .5 б 280 Í/ 725.0 -_.-.@çgy@¢_-....z§.§. ‘IL ev ..-- -_Q - _Q01 E/ey. 703.0 Poo/ E/eu 703.0 WITH RESERVOIFIS AND WITH RESERVOIRS AND DREDGING GRADE NO.| DREDGING GRADE NO 2 FLOOD COMMISSION, PITTSBURGH, PA CROSS SECTIONS OF RIVER WALL АТ POINT Showing RELATION TO ACTUAL AND REDUCED CRESTS FLOOD ог MARCH 15,1907 FL0oD PROTECTION. 207 running foot. The other items would be practically the same and the cost of this wall would sum up as follows :- River wall, 133,940 ft. @ $95 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $12,724,300 Sheet piling, 3,664,500 sq. ft. @ $100 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,664,500 Backfill, 60,000 cu. yds. @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15,000 I/Valls up creeks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,500,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $17,903,800 Dredging to Grade N0. 2.-The top of the parapet of this wall at the Point has been placed at gage height 37.5 feet, or elevation 734.5. As already shown, dredging to Grade N0. 2 would effect a reduction in maximum Hood height of about 3.5 feet at the Po~int, and a study of the profile of the maximum Hood surface as lowered by this dredging shows that it would reduce the average height of the wall from 30 feet to 28 feet, which would cost $90 per running foot. The other items would be unchanged and the co-st of this wall would be divided and would total as f0llows:­- River wall, 133,940 ft. @ $90 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $12,054,600 Sheet piling, 3,664,500 sq.. ft. @ $1.00 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,664,500 Backlill, 60,000 cu. yds. @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,000 VI/'alls up creeks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,500,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $17,234,100 3. _IV all 101112 Reservoirs only. This estimate is based upon a wall to gage height 28.0 feet at -the Point, with the 3.5­foot parapet bringing the top of the Hood ‘barrier to gage height 31.5 feet, or elev-a- tion 728.5. The top of the wall parallels the profile Iof the 1907 Hood as lowered by storage with the Seventeen Selected Projects. It is considered that this wall, in com- bination with the reduction in Hood heights that could be -obtained by reservoir stor- age, would prevent overHow by a forty-foot Hood at Pittsburgh. \/V ith this reduction by storage, no wall would be required on the Monongahela or Ohio Riv-ers; but it would be necessary to construct 23,830 feet, or about 4. 5 miles of wall al-ong the Allegheny. The height of this wall would vary from 9 to 30 feet, the average height being 14 feet, which would cost $28 a running foot. No sheet piling is included in this estimate, for with reservoir control, only the occasional great Hoods would reach a high enough stage to cause seepage. The amount of fill/immediately necessary and the ­~ wal-ls up the creeks have also been left out, asthese items will practically disappear. The only item, therefore, would be the cost of the river wall, 23,830 running feet of which, at $28, would amount to about $667,200. 4. W all with Reservoirs and Dredging. Dredging to Grade N0. 1.-This wall would be the same as under N0. 3, except that Ithe top of the wall proper at the Point would be at gage height 26.0 feet instead of 28.0 feet and its average height would be 12 feet instead of 14 feet, an average re- duction of about 2 feet being effected by the dredging. At $22 per running foot, 23,830 feet of this wall would cost about $524,300. Dredging to Grade N0. 2.-This wall would be the same as with dredging to Grade N 0. 1 except that the top of the wall proper at the Point would ‘be at gage height 24.5 feet instead Iof 26.0 feet, and its average height would be 11 feet instead of 12 feet, an ad- ditional average reduotion of about one foot being effected by the deeper dredging. A-t $20 per running foot, 23,830 feet of this wall would cost $476,600. WALL ALONG STANDARD CROss­sECT1oN. Insofar as existing conditions permit, the aim in this treatment of the problem has been to give the channels a uniform carrying capacity throughout the regulated por- 208 WALL ALONG STANDARD CROSS­­SECTION. tion, by the adoption of a standard width and cross-section for each of the three rivers, and by widening or narrowing the channel to this adopted width, at the sante time dredging it, when necessary, to the adopted cross­section. At bends in the river chan- nels, where the distance between banks exceeds the adopted standard width, the posi- tion of the wall on each side has been selected with -a view to Hattening the curves as much as possible, by placing the wall along the outside of the bend out from the bank an amount equal to the excess channel width, and keeping the opposite wall along the natural bank line. _ It is unfortunate that developments along the river banks prevent ideal treatment, and necessitate the adoption of a less width of standard cross­section on the Allegheny than on the Monongahela, the smaller of the two rivers. The width of this standard cross-section has been adopted as 850 feet 011 the Allegheny, 900 feet on the Mononga- hela and 1180 feet on the Ohio. There are points ‘on each river where the width is less than this, but local conditions prevent widening to the adopted width. At these points the widest channel possible under the conditions has been obtained. For example, on the Allegheny at 14th St., the width between banks at pool level is 760 feet, or 90 feet less than the adopted standard width. It was not thought wise to attempt to widen the channelI at this point. Again, at 49th St., extensive fills along the left bank, now occupied by industrial plants, havenarrowed tl1e channel to 700 feet between banks, or 150 feet less than the adopted width. This has been increased to 770 feet, or 80 feet less than the adopted width, involving certain changes in the works bordering the left bank. On the Monongahela, the width at a point 400 feet above the South Tenth St. bridge is only 750 feet between banks, or 150 feet less than the adopted standard width. It has not been possible to widen the channel at this point on account of the railroads on each bank. On -the Ohio, the channel narrows to about 1010 feet „а mile below the Point. This has been increased to 1030 feet. rl`.`.his wall location involves certain radical changes in river bank alignment, reclaim- ing very considerable areas of valuable land and largely increasing the efficiency and permanency of the channel. On the Allegheny, the principal changes are at Herr Island and at Six Mile Island. At these points the wall line approximately follows the left bank, while the opposite wall parallels the left wall, giving a uniform width of 850 feet. This elimi- nates the back channels at these islands and increases the value of the island land by joining it to the mainland. The relocation of certai11 buildings and railroad tracks on Herr Island is involved. From the head of the island upstream along the right bank, a considerable strip of valuable land is reclaimed. Although the general width of the Alle- gheny below Dam No. 1 exceeds 850 feet, no contraction of the normal channel has been made, as it is considered that this additional width should be reserved for harbor purposes. On the Monongahela, for the same reason, no reduction in channel width has been made below Dam No. 1. The principal change on this river is at the long bend in the vicinity of the Glenwood and B. & O. R. R. bridges, about six nziles above the Point, where the wide channel has been narrowed to 900 feet, the adopted standard width, and a considerable strip of valuable land reclaimed along the left bank. On the Ohio, the wall follows the right bank in general, except where it cuts across two long indentations in the bank line, one at the head and the other at the foot of Brunot Island. The left bank wall, how ever, leaves the shore at a point about 1500 FLOOD PROTECTION. 209 feet above the head of Brunot Island, and paralleling -the right bank wall at a distance of 1180 feet, the adopted standard width, cuts a strip from the main channel side of Brunot Island. This contemplates the ¿filling in of the Brunot Island back channel, except a small channel tO carry Chartiers Creek ‚то the river. It is considered that the conditions at Brunot Island offer a very considerable bar- rier to the free passage of Hoods down the Ghio. The straightaway course for the How, especially during high flood velocities, is down the back channel, which is like a funnel, wide Ithrouigihout its upper section, and contracting tO a narrow exit at the foot of the island. The result is that, during Hoods, the water backs up in this channel, and the level of Ithe water surface near the exit is sometimes as much as two feet above the water surface in the main channel. As stated in -the discussion of dredging, the loca- tion of a wall along the natural bank line without reservoir control contemplates en,- larging this exit from the present width of 520 feet to 63o feet, by cutting out the left Ibank of the МсКеез Rocks quarry. This, of course, is unnecessary with the location of a wall along the standard cross-section, as only the How of Chartiers Creek must be aocomnnodat-ed. Т he Glass House Bar inthe main channel opposite the upper part O-f Brunot Island also reduces Ithe carrying capacity of the channel in this section. It is oonsidered that no local treatment of the channel involving dredging would be suc- cessful at this point with the present channel Ialignment and division, as it is ‘thought that the bar would rapidly form again after removal; whereas, with the regulation and straightening of the channel involved in this location of a wall along the standard cross-section, the channel, once dredged, would probably require .little or no further attention. The wall in general has been carried to pool level and the necessary amount be- low for sfuitaßble footings. The dredging is «carried down Ito pool level at the wall, and from here drops off with a 3 to I slope to grade in the channel. At some points, as already described, the dredging is carried down to IO feet below the pool level at 'the face of Itfhe wall, and from here slopes away from the wall on a 3 to I slope down to dredging grade. Along Ithe paved banks of the Б. & О. and P. & L. Е. railroads, how- ever, the wall Ihas been placed at the top of the bank, raising the protection the necessary amount, and tlhe dredging is planned so as not to interfere with the present bank pro­ tection. It is not considered wise to Iattempt to narrow the channel at wide points un- less this work is supplemented by dredging to obtain a uniform carrying capacity throughout, as otherwis-e the channel would be restricted and the Hood surfaces raised. On this wall location, therefore, no estimate has been made which does not include dredging, and there are `accordingly but two headings under this study: I. \7Vall with Dredging only. 2. Wall with Reservoirs and Dredging. I. Wall with Dredgzìzg only. Dredging to Grade N0. I.-The top of the parapet of this wall at the Point has been placed a­t gage height 39.0 feet, or elevation 736. As already shown, dredging to Grade No. I would effect a reduction in maximum Hood height of approximately 2 feet at «the Point. I/Vithin the limits included in the study, 166,620 feet, or about 31.5 miles of Ithis wall would be required, the height varying from 9 ю 51 feet, and averag- ing 34 feet, which would cost $125 per running foot. The same amount of backñll and of walls up creeks has been estimated for as with the location along »the natural bank 210 WALL ALONG STANDARD CROSS­SECTION. line without reservoir control. The cost of this wall would be distributed and would total as follows: River wall, 166,620 ft. @ $125 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $20,827,500 Sheet piling, 3,604,000 sq. ft. @ $1.00 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,604,000 Backtill, 60.000 cu. yds. @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15,000 V\/alls up creeks . . . . . . . . . . . .: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,500,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ $25,946,500 Dredgirzg to Grade N0. 2.-Dredging to this deeper grade line would effect a re- duction of approximately 3.5 feet at the Point. The top of the parapet of this wall at the Point has therefore 'been placed at gage height 37.5 feet, or elevation 734.5. 166,- 620 feet of this wall would be required, the Iheight varying from 9 to 50 feet, and averaging 33 feet, which would cost $120 per running foot. The cost of this wall would be distributed and would total 1as follows: — River wall, 166,620 ft. @ $120 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $19,994,400 Sheet piling, 3,604,000 sq. ft. @ $1.00 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,604,000 Backñll, 60,000 cu. yds. @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15,000 \/Valls up creeks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,500,000 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $25,113,400 2. Wall witlz Reservoirs cmd Dredging. Dredging to Grade N0. 1. This estimate, as with the similar wall in Ithe location along Ithe natural bank line, is based upon a wall to gage height 26.0 feet at the Point, with the parapet wall bringing the Hood barrier up to gage height 29.5 feet, or elevation 726.5. The тор of the wall parallels the profile of the 1907 Hood as reduced by dredg- ing combined with the storage 0­f the Seventeen Selected Projects. This scheme would require 75,320 feet of wall on the Allegheny, 26,700 feet on the Mo-nongahela and 22,850 feet on the Ohio; a total of 124,870 feet, or about 23.6 miles. No sheet piling or creek walls, and no baoklill except that include-d in wall cost per running foot, are in- cluded in this estimate. The height of the wall would vary from 22 to 44 feet, the average height being 29 feet, 124,870 feet of w'hic‘h, at a cost of $95 per running foot, would amount to about $11,862,700. Dredging to Gra-de N 0. 2. This wall would be the sare as with the dredging to Grade N 0. 1, except that the top of the wall at the Point would be at gage height 24.5 feet in- stead of 26.0 feet, and its average height would be 28 instead of 29 feet. At $88 per running foot, 124,870 feet of this wall would amount to about $10,988,600. The “Map showing Extent -of Surveys in Pittsburgh District,” accompanying this report, shows the location and extent of the wall along natural bank line, with and with­. out reservoir control, together with the channel revisions at the three islands. The other wall location, along the standard cross-section, has not been placed on this map, for the reason that the studies and estimates, as shown later, proved this wall location to be un- feasible because of the greater cost. It was found. also, that the small scale of tl1e map did not admit of showing both walls without crowding and obscuring the location of the adopted wall line. sUMMARY 014` Cost or RIVER WALLS. Table No. 38 assembles the foregoing estimates, the totals enabling ready compari- son of the cost of the various schemes. LAND RECLAIMED BY WALL. As previously stated in the discussion of wall location, there would be very con- siderable areas reclaimed through the construction of a river wall, especially in the case of the wall along the standard cross­section. A detailed estimate of the IIZ Scheme River wall . . . . . . . . . . . . . . . . . . . . . . . . .. Sheet piling . . . . . . . . . . . . . . . . . . . . . . . . . *Backfìll . . . . . . . . . . . . . . . . . . . . . . . . . . . . Walls up creeks . . . . . . . . . . . . . . . . . . .. Total . . . . . . . . . . . . . . . . . . . . . . . . . . .. TABLE No. 38. COST OF VARIOUS WALL SCHEMES. *Considered ilnrnediately necessary in addition to amount used in estimating cost of Wall per running foot. TABLE No. 39. TOTAL NET COST OF EACH SCHEME OF FLOOD RELIEF. Wall along natural bank line with Wall along natural bank line with Wall along standard cross-section with Dredging only to ‘ Reservoirs and dredging to Dredging only to Reservoirs and dredging to No reservoirs Reservoirs or dredging only Grade No. 1 Grade No. 2 Grade No. 1 Grade No. 2 Grade N0. 1 Grade N0. 2 Grade N0. 1 Grade N0. 2 $13,394,000 $12,724,300 |$12,054,600 $667,200 $524,300 $476,600 ’$20,827,500 $19,994,400 $11,862,700 l$10,988,600 3,664,500 3,664,500 3,664,500 . . . . . . . . . . . . . . . . . . . . . 3,604,000 3,604,000 . . . . . . . . . . . . . . . . . . 15,000 15,000 15,000 . . . . . . . . . . . . . . . . . . . . . 15,000 15,000 . . . . . . . . . . . . . . . . . . 1,500,000 1,500,000 1,500,000 . . . . . . . . . . . . . . . . . . . . . 1,500,000 1,500,000 . . . . . . . . . . . . . . . . . . $18,573,500 $17,903,800 $17,234,100 $667,200 $524,300 $476,600 '$25,946,500 $25,113,400 $11,862,700 $10,988,600 Wall along standard cross­section with Scheme Dredging only to Reservoirs and dredging to Dredging only to Reservoirs and dredging to No reservoirs Reservoirs or dredging only Grade N0. 1 Grade No. 2 Grade No. 1 Grade No. 2 Grade No. 1 Grade No. 2 Grade N0. 1 Grade N0. 2 Wall (Table N0. 38) . . . . . . . . . . . . . . . . I$18,573,500 $17,903,800 $17,234,100 $667,200 $524,300 $476,600 $25,946,500 $25,113,400 $11,862,700 $10,988,600 Dredging . . . . . . . . . . . . . . . . . . . . . . . . . . *95,000 852,700 3,054,900 . . . . . . . 852,700 3,054,900 2,760,600 5,612,400 2,760,600 5,612,400 Building and railroad relocation, Herr Island . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 800,000 800,000 800,000 800,000 ReSOI'VOÍ1’S . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 21,672,100 21,672,100 21,672,100 . . . . . . . . . . . . . . . . .. 21,672,100 21,672,100 Total . . . . . . . . . . . . . . . . . . . . . . . . . . .. $18,668,500 $18,756,500 $20,289,000 $22,339,300 $23,049,100 $25,203,600 $29,507,100 $31,525,800 $37,095,400 $39,073,100 Reolaimed land . . . . . . . . . . . . . . . . . . . . 2,788,600 2,788,600 2,788,600 584,000 584,000 584,000 11,204,000 11,204,000 10,341,500 10,341,500 Net total . . . . . . . . . . . . . . . . . . . . . . . . .. $15‚879,90О $15,967,900 $17,500,400 $21,755,300 $22,465,100 $24,619,600 $18,303,100 $20,321,800 $26,753,900 $28,731,600 *Enlarging mouth Brunot Island back channel. 212 LAND RECLAIMED BY WALL. value of this made land was obtained independently from several expert authorities, and t­he average prices adopted, It would seem that the value of the land created by the wall should be credited to it and deducted from the estimated cost to give the net cost of construction. The areas a­n-d values of this land for the various schemes are as follows: WALL AL0NG NATURAL BANK LINE. 1. Wall with no Reservoirs or Drcdglilzg.-Tliis wall reclaims 52.2 acres of water~ front land, 27.8 acres of which are along the Allegheny, 12.0 acres along the Monon- gahela, and 12.4 acres along the Ohio. The value of this land varies from $12,000 to $76,000 per acre, a small portion running as high as $10 per square foot, and the total value amounts to about $2,788,600. ’ 2. 11/а11 with Dredging only.-This wall reclaims the same land as the wall with no reservoirs or dredging. c 3. I/I/all with Reservoirs only.--This wall is needed on the Allegheny only, where it reclaims 7.3 acres, the total value of which amounts to about $584,000. 4. I/V all with Reservoirs and Dredging.-Tlris wall reclaims the same land as the wall with reservoirs only. WALL ALONG STANDARD CROSS­SECTION. 1. Il/all with Dredging only.--This wall, as mentioned in the description of its location, reclaims large areas of waterfront land, at the same time increasing the value of the island land at Herr and Brunot Islands by joining it to the mainland. A certain amount ofîland bordering the rivers is cut ой at some points, notably at the islands above mentioned, and the area of this land has been deducted from that of the reclaimed land Ito give the net area. The net area reclaimed is 179.4 acres along the Allegheny, 34.9 acres along the Monongahela, and 122.7 acres along the Ohio; a total of 337 acres. The value of this land, allowing for the areas cut ой, amounts to $9,464,- 000. In addition to this amount, at Brunot Island, 106 acres of island land are joined to the mainland with a consequent increase in value of $10,000 per acre, or a total in- crease of $1,060,000; and at Herr Island, 34 acres of island land are made part of the mainland, increasing in value $20,000 per acre, or a total increase of $680,000. This brings the total amount to be credited to this wall for creation and increase of land values to about $11,204,000. ` 2. Wall with Reservoirs and Dredging.-This wall also reclaims large areas and ma-kes the same additions in value at the islands as the wall with dredging only. The net area reclaimed is 179.4 acres along the Allegheny, 31.7 acres along the Mononga- hela and 112.6 acres along the Ohio; a total of 323.7 acres. The value of this land, al- lowing for the areas cut ой, amounts to $8,/101, 500. Adding $1,060,000 for the increase .in land value at Brunot Island and $680,030 for that at Herr Island brings the total amount to be credited to this wall for creation and increase of land values to about $10,341,500. NET COST OF EACH WALL SCHEME. To enable comparison of the various wall schemes, it is necessary to sum up the total cost of the respective methods of Hood relief of which they form a part. Table No. 39 on page 211 gives these data in condensed form. A brief study of the above table determines certain facts, namely: 1. The decrease in wall cost effected by dredging does not warrant the expense of Isuch work. FLOOD PROTECTION. 2 I 3 2. The net cost of the wall located along the standard cross-section is so much greater than that of the wall following the natural bank line that adoption of the former is prohibited. 3. The final comparison and selection reduces itself to two schemes, wall along natural bank line without reservoirs, and wall along natural bank line with reservoirs. 4. Of these two schemes, the method of relief by wall alone is the cheaper by $5,875,400. Although, as stated above, dredging cannot he recommended because of its cost, it is considered that a certain improvement in the carrying capacity of the channels could be obtained by properly directing the work of private sand and gravel dredges, oper,- ating under permits of the Secretary of War, and planning the dredging carried on by the government dredges. An inspection of the bed of the rivers, as shown on the city maps accompanying this report, will show the extreme irregularity of the river bottom, much of which is due to the random operations of sand and gravel dredges. Instead of scooping out huge holes by remaining on one spot, these diggers could change posi- tion at short intervals and cut off the bottom to an even grade. T‘his work, if properly directed, combined with the dredging now carried on from time to time by the govern- ment dredges, would tend toward, and in time to some extent produce the effect shown for at least the upper of the two dredging grades, No. 1. COMBINATION OF ТНЕ TWO WALL LOCATIONS. Although, as a whole, the wall located along the standard cross-section is not fea- sible on account of its greater cost, it is possible to combine certain channel re- visions which it contempla.tes with the cheaper location along the natural bank line, and to secure thereby a lower net cost than that of either of the projected locations above studied, at the same time including the principal channel improvements of the more ex- pensive wall. There are three points where this improvement of the channel and saving in cost can be effected, at Brunot Island, on the Ohio, and at Herr and Six Mile Islands on the Allegheny. BRUNOT ISLAND. As previously stated, the location contemplated with the. wall along the standard cross-section considerably improves the efficiency and permanency of the chan- nel at this point. The combination of the two wall locations uses the location along the natural bank line on the right shore, but from the point where the twolocations diverge, 1500 feet above the head of Brunot Island, adopts the other location for the left wall, and uses this line for the left bank to the foot of the island. This eliminates the back channel and enables the land reclamation already described. The correspond- ing locati-on on the right bank was not adopted, as estimate showed that the value of the reclaimed land did not offset the greater cost. The value ’of the land reclaimed on the left bank with this combination, however, is very considerable, and exceeds the actual cost of all the work. 137 acres of new land are made, and 106 acres of present island land are joined to the mainland, the other 51 acres being cut off by dredging outside the wall line. The island land as it now stands is worth about $2,000 an acre, while joined to the mainland, its value would be in the neighborhood of $12,000 an acre. The value of this land would therefore be as follows: 2 14 — Q BRU NOT ISLAND. 137 acres reclaimed land `@ $12,000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,644,000 106 acres joined to mainland @ $10,000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,060,000 $2,704,000 Deduct 51 acres cut off @ $2,000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 102,000 Net value reclaimed land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $2,602,000 Throughout this stretch this combination includes the dredging to Grade No. 1 contemplated with the location along the standard cross­section. In the case of the wall without reservoir -control, it will be necessary to build the walls up Chartiers Creek, as well as the wall along .the left bank of the Brunot Island back channel from the mouth of the creek to the mouth of the back channel. As the walls up the creek are common to both schemes, -they are omitted in this comparative estimate. Й Т110 cost of Ithe two schemes with and without reservoir control, considering here only the stretch involved in the change, as described above, would be as follows: Wall wit//zoutI Reservoir Control. 1. Following original location along natural bank line. River wall, 10,440 feet @ $55 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 574,200 Enlarging mouth back channel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 95,000 $ 669,200 »Value reclaimed land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 62,600 Net cost project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 606,600 2. Reoisedfas described above. ‘ River wall, 8,680 feet @ $125 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,085,000 River wall, 3,020 feet @ $ 80 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 241,600 Dredging, 3,164,400 cubic yards @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 791,100 2,117,700 Value reclaimed land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,602,000 Land value exceeds cost project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . ._ 484,300 Cost with other location (see above) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. боб‚боо Saving by combination of locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,090,900 Wall with Reservoir Control. 1. Following original location along natural bank line. (N0 wall is needed on the Ohio with reservoir control.) 2. Revised as described above. River wall, 2,670 feet @ $95 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 253,600 River wall, 6,020 feet @ $60 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3б1,200 Dredging, 3,164,400 cubic yards @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 791,100 1,405,900 Value reclaimed land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,602,000 Saving by combination of locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,196,100 HERR ISLAND. In this combination of the two wall locations, the location along the natural bank line is used on the left shore, while the right bank wall takes the other location from the FLOOD PROTECTION. I 2 1 5 mouth of Pine Creek, 3100 feet above the head of the island, to the point where the two wall lines join, ab-out 1900 feet below the foot of the island, thus eliminating the back channel, and substituting a single channel 850 feet wide, dredged to Grade N 0. 1. The value of the larnd reclaimed on the right bank with this location is very consider- able and nearly equals fthe cost of all the work. 38.9 acres are reclaimed, and 34 acres of island land are joined to the mainland, the other 9.9 acres of the island being out off by the dredging outside Ithe wall. The island land a.s it now stands is worth about $20,000 an acre, while joined to the mainland its value would be about $40,000 an acre. The net value of the reclaimed land would be as follows: 38.9 acres reclaimed land (д) $40.000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,556,000 34.0 acres joined to mainland @ $20,000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 680,000 2,236,000 Deduct 9.9 acres cut off @ $20‚000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 198,000 Net value reclaimed land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $2,038,000 This combination includes .the dredging to Grade No. 1 contemlplated with the location along standard cross-section. The cost of the two schemes, with and without reservoir control, considering here only the stretch between the points where the two locations diverge, as described above, would thereforebe as follows: Wall without Reservoir Control. 1. Following original' location along natural bank line. (No land reclaimed.) River wall, 7,930 feet @ $70 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ‘$ 555,100 2. Revised as described above. River wall, 9,140 feet @ $150 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,371,000 Dredging, 1,233,600 cubic yards @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 308,400 Buildings and railroad relocation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 800,000 2,479,400 Value reclaimed land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,038,000 Net cost project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 441,400 Cost with other location (see above) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 555,100 Saving by combination of locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 113,700 Wall ¢¿with Reserz'oz'r Control. 1. Following original location along natural bank line. (No land reclaimed.) River wall, 2,760 feet @ $25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 69,000 2. Revised as described above. River wall, 9,140 feet @ $95 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 868,300 Dredging 1,233,600 cubic yards @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 308,400 Buildings and railroad relocation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 800,000 1,976,700 Value reclaimed land . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,038,000 Land value exceeds wall cost . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 61,300 Cost with other location (see above) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ .` . . . . . . .. 69,000 Saving by combination of locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 130,300 216 ~ FLOOD PROTECTION. SIX MILE ISLAND. This combination of the two wall locations adopts the natural bank line location along the left bank. The right wall, however, is placed on the other alignment from Dam No. 2 to a point 3100 feet below the foot of Six Mile Island, where it joins the natural bank line location and follows this alignment to Pine Creek, where. 'the Herr Island scheme begins. Starting at the right abu.trnen«t of Dam N0. 2, this right bank wall swings out into the channel with a smooth, gradual curve, and reduces the width to about 900 feet at a point 500 feet above the Highland Park bridge. From here it parallels the left bank at this 900-foot width to the foot of the island, and then gradually swings over to join the natural bank line wall 3100 feet below the foo-t of the island. The channel is dredged to Grade N10. 1 throughout this section. This location reclaims 60 acres of land, which is. worth about $21,000 an acre in this locality. The cost of the two schemes, with and without reservoir control, considering here ` 0п1у the part involved within the above described limits, is as follows: Il/all ‘zaltlzout Rosen/oil’ Control. 1. Follozcfíng o1'1'gz°1zal -location along 1z.fztu1'albanle lim’. River wall, 4,490 feet @ $105 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 471,450 River wall, 1,390 feet @ $125 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 173,750 I 645,200 Reclaimed land, 9 acres @ $21,000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 189,000 Net cost project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . „ . . . . . . . . . .. $ 456,200 2. Revised as described above. River Wall, 5,050 feet @ $140 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 707,000 River wall, 2,780 feet @ $125 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 347,500 Dredging, 1,134,000 cubic yards @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 283,500 É ' U 1,338,000 Reclaimed land, 60.4 acres @ $21,000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,268,400 Net cost project . . . . . . . . . .; . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 69,600 Cost with other location (see above) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 456,200 Saving by combination of locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . .. 386,600 I/Vall iaith Reset?/oir Control. 1. Follofwißzg original location alona natu1'alba1zklz'ne. River wall, 4,090 feet @ $55 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 224,950 Reclaimed land, 4.1 acres @ $21,000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 86,100 Net cost project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 138,850 2. Revised as described above. Riv­er wall, 5,050 feet @ $95 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .: . . . . . . . . . . .. $ 479,750 River wall, 2,780 feet @ $90 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 250,200 Dredging, 1,134,000 cubic yards @ $0.25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 283,500 Í}0I3,450 Reclaimed land, 60.4 acres @ $21,000 . . . . . — . — . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,268,400 Land value exceeds wall cost . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 254,950 Cost with other location (see above) . . . . . . . . . . . . . ._ . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 138,850 1’ Saving by combination of locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 395.800. FLOOD PROTECTION. 2I7 FINAL SUMMARY OF COST OF FLOOD RELIEF. It has been shown in the preceding pages that the economical wall to build is the one located along the natural bank line without dredging; and that the net' cost of the wall thus located can be decreased and the channel greatly improved by making the above- described revisions at the three islands. The net cost of the two revised schemes, wall without reservoirs ordredging, and wall with reservoirs only, therefore reduces to the following: II/all ‘without Reservoirs or Dredging. Net cost of project (Table N0. 39) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $15,879,900 Saving, Brunot Island revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,090,900 Saving, Herr Island revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 113,700 Saving, Six Mile Island revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 386,600 Saving, total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,591,200 Net cost of project with island revisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $14,288,700 I1'/all with Resort/o'irs Only. Net cost of project (Table N0. 39) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $21,755,300 Saving, Brunot Island revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $1,196,100 Saving, Herr Island revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 130,300 Saving, Six Mile Island revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 393,800 Saving, total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,720,200 Net cost of project with island revisions . . . . . . . . . . . . . . . . . . . . . . . . . .. $20,035,100 Difference between net costs with island revisionsI . . . . . . . . . . . . . . . . . . . . . . 5,746,400 DISCUSSION. If the objections to such a high wall were not so serious; if the fact that Hood re- lief for Pittsburgh by a protection wall only would afford no Hood relief except to Pittsburgh, leaving other river c­0mm'u‘nities above and below to work out their own salvation, were ignored; if the headroom under low bridges, 'and the /conditions ‘af- fecting loading and unloading of river craft and governing future sewerage plans were not so notaibly improved by the reduction of Hood heights; and if the increase of the low- water How that would be obtained by means of the storage reservoirs were not of such tremendous importance and benefit to navigation, sanitation, water supply and water power, the lower cost of the wall without reservoir control would recommend the 'adop- tion of that means of Hood relief. A wall of limited height' along the river front is desirable for many reasons. It would reclaim considerable areas of valuable land, and would greatly improve the ap- pearance and usefulness of the river banlks. If properly located and constructed it would also facilitate the handling -pf cargoes to and from the river boats. For these reasons, the low wall necessary for Hood control in combination with the proposed stor- age reservoirs could be extended advantageously beyond the low'-lying parts of Ithe river bank, where it would be needed for Hood protection. There are serious objections, however, to -the -wall that would be necessary without ’ reservoir control, on 'account of its height above the present surface at many points. Along Duquesne Way, for example, the top of the parapet would be about 13 feet above street level, while on the opposite bank of the Allegheny it would be about 19 feet above the Baltimore and Ohio tracks. Building, bridge and railroad grades would prevent raising the ground behind the wall by this amount and the city at these points would resemble an old walled town of medieval times. The top of the wall, moreover, 21 8 D1sCUss1oN. would be 35 feet above pool level in Pittsburgh Harbor and it would be an expensive and difficult matter to provide convenient approaches to the river front slopes as now used for loadingI and unloading purposes. If the channel were dredged and the barges and Steamers brought alongside the wall, this difficulty would be eliminated; but it would still be less convenient than the lower wall, because the great variations in water stage would still continue and these greater Huctuations of water levels would mean greater vertical distances to raise and lower cargoes. With such a high wall and no reduction of the Hood heights, tl1e sewerage problem of the city would also be more difficult and expensive of solution. W‘h‘a­tever may be the details of the Hnal plan _that will be worked out for the disposal of the sewage of the Pittsburgh District, the general scheme will probably include the construction of an intercepting sewer along the waterfront. At times of Hood, the sewage must be raised from this sewer with suitable pumping apparatus to above high-water level. The re- duction in Hood heights that would be obtained by storage reservoirs would consider- ably reduce the amount and lift of this pumping, and greatly simplify the construction and lessen the cost of the interceptor and pumping apparatus. " But even if these difficulties should be surmounted, a broad view of the whole problem does not .admit of the adoption of a method of Hood relief by protection alone, for, as already stated, the Hood relief obtained would be local only, and the -c0m1nuni­ ties along the rivers above and below Pittsburgh would continue to have their Hoods as before. Moreover, Hood relief would be the only benefit obtained, fo-r there would be no increase in the low-water How of the rivers and their tributaries, and hence no benefits to navigation and water power, no improvement in the quality of the water for domestic and industrial supp-ly, and no dilution of the sewage of cities and towns along the rivers, an important sanitary feature. In the following chapters, the effect of the proposed storage reservoirs upon the high-water and low­water How of the streams is shown, together with the benefits that would result from such improvement in stream regimen. CHAPTER IX. EFFECT OF STORAGE RESERVOIRS ON FLOVV OF RIVERS ABOVE AND BELOVV PITTSBURGH. Introduction-Effect on High Water -Ohio-Allegheny-Kiskirnine- tas-Monongahela-\/Vest Fork­Youghiogheny-Effect on Low Water-Allegheny —— Kiskiminetas - Monongahela­"Nest Fork- Tygart Valley-Youghiogheny-Ohio. i INTRODUCTION. Any solution of the Pittsburgh Flood Problem including the construction of storage reservoirs for Hood contr-ol Obviously greatly extends the scope of the studies. If the rem- edy conñnes itself to some local means of relief, as walls or dredging, the benefits will in like manner be local, and, moreover, conHned to Hood relief only. “ПФ Hood control by reservoir storage, however, the investigation, after dealing with the effect of such storage upon high water at Pittsburgh, naturally turns to a consideration of the reduction of Hood heights on the Ohio below Pittsburgh, and on its -tributaries above that point. The beneñts -that would result from an extension of Hood prevention along -the river valleys above and below Pittsburgh would obviously be of tremendous importance to the communities bor- dering these- rivers. ' It also becomes necessary to investigate the increase in lOw~water stages th-at coul-`d be olbtained upon the main rivers and their tributaries by the release during dry weather of the impounded'Hood water, or of such partof it as could safely be retained in the reser- voirs until this time. A determìnation of this increase in dry­weather How by storage res- ervoirs enables a study of their relation to navigation, sanitation, water supply and water power, which will be -taken up in subsequent chapters. ' EFFECT ON HIGH VVATER. REDUCTION OF FLOOD HEIGHTS ON OHIO RIVER BELOW PITTSBURGH. The first considerable tributary of the Ohio below Pi.ttsb-urgh is the Beaver River, which drains 304o square miles, and enters from the north, about 25 miles below Pitts- burgh. The reduction of Hoods throughout these 25 miles would be practically the same as at Pittsburgh. , At Wheeling, VV. Va., 90 miles below Pittsburgh, the Ohio drains 23,8oo square miles, or 4880 square miles more than at Pittsburgh. It is possible that certain Hood rain- falls may have great intensity over this portion of the Ohio Basin below Pittsburgh, and on this account it is evident that in such cases the percentage of reduction in discharge at Wheeling wo-uld probably be less than at Pittsburgh, unless additional storage were constructed on tributaries entering the Ohio below Pittsburgh. B'-ut it is true that for every Hood originating above Pittsburgh, as practically all the Wheeling Hoods do, there would be a reduction in the Wheeling discharge practically as great as the reduction at Pittsburgh. The greatest recorded Hood at Wheeling was in 1884, when a stage of 53.1 feet was reached, equivalent to a discharge of about 488,ooo second-feet. This Hood reached at ` Pittsburgh a gage height of 33.3 feet, exceeded only by the Hood of March, 1907. This Pittsburgh stage would have been reduced well below the danger line, or 22-foot stage, by 220 REDUCTION OF FLOOD HEIGHTS. the proposed reservoir control. Assuming it to have been lowered only to the 22-_foot stage, there would have been a reduction in discharge at the time of Hood peak of 155,000 sec- ond-feet. A reduction of this amount in the VI/heelling How would have brought the dis- charge down to 333,000 second-feet, correspondiing to a gage height of 40.0 feet, making a reduction in Hood height of 13.1 feet. The Hood of March, 1907, reached a stage of 50.1 feet at V1/heeling. If the 43 pro- jects had been in operation, this Hood would have been lowered to 25.3 feet at Pitts- burgh, a reduction in discharge of 169,000 second-feet. The discharge at “дизайн; corresponding to gage height 50.1 feet _is 452,390 second-feet. Reducing this by 169,000 second-feet gives 283,390 second-feet, corresponding to a gage height of 35.6 feet; making a reduction of 14.5 feet in the \/Vheeling Hood, and lowering it to 0.4 foot below the danger mark of 36.0 feet. Proceeding further down the Ohio, it is evident that, as other important `tributaries enter, and the proportion of drainage independent of the part controlled by the reser- voirs above Pittsburgh increases, this storage becomes a less factor in reducing Ohio Hoods. Insofar as they originate above Pittsburgh, the storage will be effective; but complete control of Hoods at these lower points will necessitate the construction of additional storage on tributaries entering the Ohio between Pittsburgh and the point where Hood relief is desired. REDUCTION or FL00D HEIGHTS oN TRIBUTARIES ABovE PITTSBURGH. If the 17 most effective projects were cons­tru­cted, the reduction of the Hood stage in the tributaries above Pittsburgh receiving the How of the controlled streams would be as fo1lo»ws:- Allegheny R77/er. The greatest Hood in this river at Kittanning since 1865 was that of March, 1905, which was only about 6 inches below the earlier Hood. The crest of the 1905 Hood reached, at Kittanning, a gage height of 28.8 feet, corresponding to a discharge of 240,- 250 second-feet. The proposed reservoir control above Kittanning would have reduced this gage height to 17.3 feet, or 99,550 second-feet discharge; a reduction in stage of 11. 5 feet and in discharge of 140,700 second-feet. _ _ The Hood of February 16, 1908, which reached a stage of 24.8 feet at Kittanning, would have been reduced to a stage of 16.2 feet, a reduotilon of 8.6 feet. The H-ood of March, 1907, though the greatest on record at Pittsiburgh, reached a stage of only 15.9 feet at Kittarnniing, as the rainfall in the upper Allegheny wa­s very light. This Hood has therefore not been considered in this connection. « The reductions in stage of the Hoods of 1905 and 1908 would be about the same amounts as at Kittafnning as far up as Oil' City, and from Kittanning ‘to Pittsburgh, a total distance of about 134 mfiles. It is obvious w-hat this would mean to present sufferers from Hoods 'along this river. At Kittanning, for example, overHow of the banks does not begin until the gage is well above 20 feet, whereas it would probably never exceed 18.0 feet with the proposed reservoir control. Kiskiminetas Кбит’. The 1907 Hood was very high on this stream, as its basin received a heavy rainfall. The gaging station at Avonmore was not established until May, I907, and no gage height of the 1907 Hood crest is available at that point. By a study of the Saltsburg gage heights, however, it has been estimated that the probable maximum stage reached at Avonmore in March, 1907, was 33.8 feet, corresponding to a discharge EFFECT OF STORAGE RESERVOIRS ON FLOW OF RIVERS. 221 of 76,600 second-feet. N1/ith the proposed storage on Loyalhanna and Black Lick Creeks, this would have been lowered to 25.2 feet, corresponding to a discharge of 50,200 sec- ond-feet, a reduction of 8.6 feet in gage height and 26,400 second­feet in discharge. The Hood of March 20, 1908, reached a gage height of 30.8 feet at Avonmore, which would have been reduced by the proposed storage to 20.8 feet, a reduction -of 10 feet. The reduction would equal about these amounts from Saltsiburg to the mouth, a distance of 26 miles. M orzorzgohela River. The greatest Hood on record in this river was on ~luly 11, 1888, when the gage at Lock N0. 4 recorded 42.0 feet, corresponding to a discharge of 207,000 second- feet. The 1907 Hood reached at this point a height of 37.4 feet, corresponding to a discharge of 170,200 second-feet. The storage above this point contemplated with the 17 mo-st effective- projects, namely the Cheat and \`\/est Fork reservoirs, would have re- duced the 1888 Hood to 28.5 feet, or 103,000 second­fee~t d'-ischarge, and the 1907 Hood to 32.8 feet, or 134,000 se~cond­feet discharge. West Fork Monongahela. The greatest Hood on record in this river was also in ~july, 1888. The gaging station at Enterprise, W. Va., was not established until 1907, but the high­water mark of 1888, referredto the gage, gives about 33.0 feet as the stage, corresponding to a discharge of about 40,000 second-feet, or 54 second-feet per square mile for the 744 square miles of drainage area. The storage at the Vvest Fork reservoir, con- trolling a drainage area of 366 square miles, or about 50 per cent of that at Enterprise, would reduce this How to about 20,400 second-feet, or 19 feet gage height. The highest s-tage reached since the establishment of «the Enterprise gage was on May 4, 1908, when there was a discharge of 16,000 sec0nd­feet at gage height 16.4 feet. The V\/est Fork reservoir would have reduced this stage by about 6 feet. Y oughiogherzy Riz/er. The maximum stage on record in this stream occurred on March 14, 1907, when a gage height of 28.2 feet was recorded at VVest Newton. The previous maximum was 22.0 feet, on January 22, 1904. With the exception of a few low-water meas- urements, no discharge measurements have been made at V\/'est Newton, and no ra~ti.n.g talble is available for this statiori. An estimate of the How at agage height of 28.2 feet, made by a sturdy of the How of the three branches above ConHuence, where gaging stations have been in operation since 1904, places the discharge at VV est Newton at about 62,000 se-cond-feet, or about 40 second­feet per square mile of tributary drainage area. The storage contem-plated on the Youghiogheny above ConHuence, Youghiogheny reser- voir Но. 2, would have reduced the West Newton stage by about 5 feet, the C'onn«ellsville stage a like amount and -the C~onHuence stage a somewhat greater amount. The above re- `d`uotions in Hood heights on the Youghiogheny would of course be very considerably greater if all or part of the storage found available in addition to that selected were con- structed. The following table groupsI the above data in convenient form for inspection and reference. 222 REDUCTION OF FLOOD HEIGHTS. TABLE No. 40. REDUCTION OF FLOOD CRESTS BY SEVENTEENT SELECTED PROJECTS. I Gage height, (feet) Discharge, (second­feet) Drainage area . I I I! 1 : I ' Date Station 1 I' ' . Above Stream of on Amount I ` Amount Station Controlled Hood Stream I Reduced of I Reduced of I Actual by , Actual I „’ I „ ’ Stora е 1educ~ I “от 3. leduc- Per Cent g tion I I ` gt I tion Square Square of Il I I miles miles „п“ I I I I "Ohio__.........I Feb. 7-841 Wheeling 40.0 13.1 I 488001 333000 155000 23300 11833 45.0 *Ohio _________ ...‘IMar. 1507 Wheeling I 50.1 35.6 14.5 I 452390 233390 109000 Allegheny ____ _.Í Mar. 20-05** Kittanning 28.8 17.3 11.5 ‘ 240250 99550 140700 9010 7045 78.0 Allegheny ____ _.| Feb. 1608 Kittannlng. 24.8 16.2 8.6 196620 89360 107260 ' Kiskiminetas__| Mar. 14071 Avonmore ` 33.8 25.2 8.6 76600 502 '0 26400 1720 691 40.0 Kiskiminetas-_‘ Mar. 2008 Avonmore 30.8 20.8 10.0 67255 38110 29145 1 M011O11gahe1a._.HJu1y 11-881 Lock N0. 4 42.0 28.5 13.5 I 207000 103000 10400) 5430 1765 32.5 Mononga.he1a_.lIMar. 14-07 Lock No.4 ‚ 37.4 32.8 4.6 170200 134000 36200 West For1r__-...ÍfJu1y 881 Enterprise I 33.0 19.0 14.0 I 40000 20400 19600 744 366 49.2 West Fork....__.|'May 4-08 Enterprise 16.4 10.4 0.0 16000 8130 7870 Youghi0gheny.|"Mar. 14-071 W. Newton ' 28.2 23.2 5.0 62000 _ _ _ _ _ _ _ _ _ _ __ . 1550 394 25.4 I | I I I I * Assuming 43 projects constructed. 'f This is maximum on record. ** Maximum in March, 1865, gage height, 29.3=245,200 sec.‘­ft. 1 Maximum in 1859, gage height, 34.9=80000 sec.­tt. EFFECT ON LOW WIATER. The amount of waiter that could safely be stored for use during dry weather must at this stage of the investigations be largely based on assumptions made with a considerable factor of safety. More complete data as to run-off, stream-How and time of movement of Hood waves of the various tributaries, all of which would be essential to intelligent' and effective operation of the reservoir system, would later enable more Idefinite es.tir'nates as ‘to the proportion of the storage of the respective projects that could be reserved and u»til~ized for the improvement of low-water conditions. And finally, the actual operation of the system of reservoirs would quickly demonstrate the modifications that would have to be made in -the preliminary estimates. \7Vith present knowledge, however, certain definite s.t­atemen‘ts are quite self­evident. For example, a reservoir, even when full at the time of a Hood, has a regulating effect upon th-e How of the stream below. Before the Hood can attain its full rate of discharge it must store enough water in the reservoir to raise the height of the water over the spill- way the necessary amount Ito give that discharge. This action may be a danger or a ben- efit. If the time of arrival of the tributary Hood wave from -that point is before crest time of 'that panticular Hood at Pittsburgh, there is danger that the delay at the reservoir may bring the,Hood wave to Pittsburgh at the critical or peak time, and perhaps raise the Hood stage considerably above what it would have been had there been no reservoir at the point in question. On the other hand, if under natural conditions the Hood wave of that particular tributary arrived at Pittsburgh at or after Hood peak time, with the reservo­ir constructed and filled at the beginning of the Hood, the retardation ­of the arrival of its Hood wave at Pittsburgh would lower the Pittsburgh Hood. In short, it may be accepted as ìuniversally true, that if the Iticme of arrival of the Hood wave of a tributary is before the crest at Pittsburgh, it is dangerous to keep the reservoir on that «tributary full; and, con- versely, if the Hood water of a -tributary never arrives at Pittsburgh before and generally arrives af­ter peak time, a large pant of its capacity can safely be utilized for retaining the impounded water until needed.~ ` 11 seems reasonable to assume that the equivalent of fifty per cent of the storage capacity of each of the projects can safely be retained until needed for low­water assist- ance. The following discussion, therefore, will show the effect of storage upon the low- EFFECT OF STORAGE RESERVOIRS ON FLOW OF RIVERS. 223 water dis'charge-, with reservoirs half full. To tìhis 'has been added, in order to show pos- sibilities, a study of the low­water How that might be ob'ta‘ine~d with reservoirs three- quarters full and entirely full. These studies are made both with the Seventeen Selected Projects and with all forty-three projects. The conditions of extreme low-waiter How that occurred during the summer and au-tumn 0-f 1908 will be used for Ithi­s purpose. This year, although not 0-ne of great defi- ciency in precipitation, was one of the lo-west in stream-How of any on riecor-d. INCREASE IN Low-WATER FLow oF TRIBUTARIES ABOVE PITTSBURGH. The improvement of the low-water discharge with various amounts of storage would be as follows: Alleglzieny River at Kittanmng. All the Allegheny projects, except Black Lick, Loyalhanna, Crooked and Buffalo, lie above Kittanning. 'The discharge at this point, in 1908, was below 2,900 second- feet from August 14 to December 17, the average for the 126 days being 1,241 sec- ond-feet. For 48 days, scattered through September, October and November, the discharge was below 1,000 second-feet; while for 19 days during these months, it was only 850 second-feet, corresponding toA a gage height of about 1.3 feet. Ten of the Seventeen Selected Projects control drainage above Kittanning. With these res-ervfoirs half full at the middle of August, a constant How of 2,900 second-feet, or over three times the minimum, oould have been mai~ntained throughout the low-water sea- son. This corresponds to a gage he-ight of 2.7 feet, and Ithe-refore represents Ian increaseI of 1.4 feet in minimum stage. With the reservoirs three-quarters fu-ll, the discharge would n-ot have fallen below 3,700 second-feet, or gage `height 3.1 feet; while if It-he reservoirs had been full at the beginning of August, a 'constant How of 4,500 second-feet, or over 5 times the minimum, would have been maintained, causing an increase of 2.1 feet in the minimum stage. ‘ " Wirth all forty-three projects construlcted to maximum capacity, the storage above Kittanning would have maintained the low-water How and stage at the following amounts: reservoirs half full, 3,400 second-feet, 3.0 feet; reservoirs Itlhree-quarters full, 4,400 second-feet, 3.4 feet; reservoirs full, 5,350 second-feet, 3.8 feet. This uniform discharge that would be obtained with reservoirs full is over 6 times the minimum, and represents an increase in minimuim stage of 2. 5 feet. Allegheny Riv/er at Freeport. The Allegheny at Freeport would receive low­water assistance from all the pro- jects in this basin, as they are all located above this point. .During the 134 days from August 5 to December 16, 1908, the discharge at Freeport was below 3,400 second- feet for 124 days, the average discharge during this period being 1,454 second-feet. The discharge was below 1,000 second-feet for 19 days, and for 8 days in September was only about 950 second-feet, corresponding to a gage height of 0.2 foot. The Seventeen Selected Projects include thirteen on the Allegheny Basin. With these reservoirs half full ait the beginning of August, the How c-ould have been maintained at 3,400 second-feet, or over 3. 5 times th­e minimum. This discharge corresponds to a gage height of about 2.0 feet, and therefore represents an increase of 1.8 feet in minimum stage. VV ith ­the -three Clarion reservoirs 65 per cent full, Tionesta and North Branch of French reservoirs 75 per cent full, and the remaining eight half full, the discharge could have been maintained at 3,700 second-feet, or gage height 2.2 feet, throughout ­the dry season. With all thirteen reservoirs three-quarters full, a constant flow of 4,350 second- feet, and stage of 2.4 feet, could have been obtained; while with the reservoirs entirely 224 INCREASE OF LOW­WATER FLOW. full at the beginning of August, a uniform discharge of 5,3 50 second­feet could have been maintained, corresponding to a gage height of 2.8 feet, and hence representing an increase in minimuim stage of 2.6 feet. ' VV­ith all forty-three projects constructed to maximum capacity, the following dis­ charges and stages could have been maintained constantly throughout that period of the year when the actual discharge and stage fell below the respective amounts: reservoirs half full, 3,850 Isecond­feet, 2.2 feet; reservoirs three-quarters full, 5,000 second-feet, 2.6 feet; reservoirs full, 6,050 second­feet, 3.0 feet. This uniform disch-arge with reservoirs full is over 6 Itimes ‘1110 minimum discharge, and gives an increase of 2.8 feet in- minimum stage. Allegheny Ritfer at Pittsburgh. The discharge of the Allegheny River at Pittsburgh was below 3,450 second­feet for 124 days between August 14 and December 17, 1908, during which period the aver- age How was 1,500 second-feet. For 8 consecutive days in September, the discharge was only,about 1,000 second­feet. \l\/ith the assistance of the thirteen Allegheny reser~ voirs included in the Seventeen Selected Projects, the following discharges could have been maintained throughout that period of the year when the actual discharge fell be- low the respective amounts; reservoirs half full, 3,450 second­feet, or about 3.5 times the minimum, 124 0ау5; reservoirs three­quarters full, 4,400 second­feet, 132 days; res` ervoirs full, 5,400 second­feet, 143 days. Wi~th all forty-three projects «oonsltructed to maximum capacity, -those included in the Allegheny Basin would have maintained ‘the following d\is'ch­arges at Pittsburgh throughout the dry season: »half full, 3,900 second­feet, 128 0ау5; 111100-(11121111015 full, 5,100 second-feet, 140 days; full, 6,100 s\econ»d­feet, 150 0ау5. Оп account of the influence of the navigation Idamls 0-n gage heights, 110 correspond- ing increases of stage in Pit­tslbur­gh Harbor are given here; but Íthis subject~ is fully dis~ 0115500 in the following chapter on the Relation of Storage Reservoirs to Navigation. К ískíminetas Riz/er. There are only two reservoirs on the drainage area of this river, Loyalhanna and Black Lick, both of which are included in the Seventeen Selected Projects. The 1111- provement of low-water How may therefore be considered to extend from the mouth of Black Lick Creek to the mouth of the Kiskiminetas, a distance of 41 miles, and its amount from Saltsburg down is shown by a study of the discharge at Avonmore, 21. 5 miles above the mouth. During the 173 days from ~lune 28 10 December 18, 1908, the discharge at Avon- m­0re was below 400 second­feet, or gage height 2.5 feet, for 137 days. The average discharge for these 137 days was 166 second­feet, and it fell below 100 second-feet for 39 days 0-f this time, while for 10 days, in the latter part of September, it was only 65 sefcond-feet, corresponding to a gage height of 1.6 feet. Wilth reservoirs 'half full at the end of june, the minimum How would not have fallen below 400 sec~onid­fee»t, or 6 »times the actual minimum, during the entire period, for the impounded water would have been sufficient to supply an auxiliary flow of 234 second­feet for 137 0ау5, with an ex- cess of 14,000,000 cubic feet. This increased flow is equivalent to a gage height of 2. 5 feet, and therefore represents an incre-ase in minimum stage of 0.9 foot. 11 15 1101 0011- 51001011-5010, with presenit knowledge, to figure on keeping these reservoirs more than half full, though fuller data and actual operation of the reservoirs might later show that this could be done. EFFECT OF STORAGE RESERVOIRS ON FLOW OF RIVERS. 225 Monongahela Rit/er at Pittsburgh. On account of the navigation dams in the l\/Ionongahela, it has not been possible to obtain a record of the daily low-water How. The Annual Report of the Water Sup- ply Commission of Pennsylvania, for 1908, estimates, by subtracting the How of the other tributaries from that of the Ohio River, that the minimum discharge of the Мо- nongahela in 1908 was about 325 second-feet. The Annual Reports of the Chief of En- gineers of the United States Army give the minimum discharge as 160 second-feet, which occurred in 1895, the dryest season on record. As the daily flow is not available, estimates of the increased low-waiter discharge similar to those for the other streams cannot be presented; but the following t`1gures,ob- tained in each case «by adding the artificial flow to the natural minimum flow, will serve as an index of what may be expected, and are of course lower than would actually be obtained, as the average How for the periods cons-idereid must have been greater than the minimum How. In each case the same number of days has been considered as with the corresponding conditions on the Allegheny. F-our of the Seventeen Selected Projec­ts are lo-cated in the Monongahela Basin. Vl/’ith these reservoirs half full at the beginning of the low-water season, an additional How of 800 second-feet could have been maintained for 124 days, mak-inig, in 1908, a total ­discharge of 1,125 second­feet, or about 3.5 times the minimum. It is probable that a knowledge of actual conditions of How during this period would have raised this estimated constant How to about 1,300 second­feet, as the average How of the Allegheny during this period was about 50 per cent. greater than the minimum and it may be as- sumed that -approximately the srame relation would obtain on the Monongahela. With reservoirs three-quarters full, 1,140 second-feet could ‘be added to the How for 132 days, while with reservoirs full, 1,400 secon-d-feetwouild be available for low-water assistance for a period of 143 days. In the same way, in 1895, the uniform low-water discharges for the above conditions would have been as follows: reservoirs half full, 960 second-feet, or 6 times the minimum of 160 second­feet; reservoirs «three-quarters full, 1,300 second-feet; reservoirs full, 1,560 second-feet. Twenty-two of the f\orty­th'ree projects are located in the Monongahela Basin. With these reservoirs constructed to maximum capacity, and half full at the beginning of the summer, 2,170 second­feet could be added to the natural How for 128 d­ays, giving a total How of about 2,500 second-feet, or nearly 8 times the minimum in 1908. With ’ reservoirs three-quarters full, 2,980 second-feet additional discharge would «be furnished for 140 days. Wilth' reservoirs full, an increase of 3,710 second-feet would be available for 150 days, making a total discharge of 4,035 second­feet, or over 12 times the mini- mum in 1908. Similarly, in 1895, the uniform low-water discharges for the above cond.itions would have been as follows: reservoirs half full, 2,330 second-feet, or 14.5 times the minimum of 160 second-feet; reservoirs three-quarters full, 3,140 second­feet; reservoirs full, 4,195 second feet, or 26 times the minimum. That such considerable improvement of-low-water How in the Monongahela is a rea- sonable estimate will perhaps be emphasized by the fact that a single proposed storage project for water power development, on which detailed surveys and final designs and estimates have been completed, will nearly double the low-water How of the Mononga- hela in a year like 1908 and, moreover, deliver this additional discharge daily through- out the year. This project, located on the Big Sandy, a tributary of the Cheat River in West Virginia and Pennsylvania, controls the run-Off from only 200 square miles, while 226 1NcREAsE or Low­wATER FLOW. the twenty-two proposed flood control reservoirs control a drai-nage area of 3,379 square miles, or 46 per cent of the entire Monongahela Basin. As with the Allegheny, at Pittsburgh, on account of the influence of the navigation dams on gage heights, increases in stage corresponding to the above mentioned increased discharges are «not given here, but will be shown in the following chapter. West Fork of the M onongahela River. The low­water conditions of the West Fork would be improved from a point about 7.4 miles above Clarksburg to the mouth, a distance of 38.4 miles. There are two reservoir sites proposed on this drainage area, o-ne on the main stream, about 7.4 miles above Clarksburg and one on Elk Creek, which enters the main stream about one-half mile below Clarksburg. The former is included in the Seventeen Selected Projects. During the 208 days from _lune 7 to December 31, 1908, the discharge at Enter- prise, 12 miles above the mouth, was below 120 se0ond­feet for 179 days. The .aver- age discharge for these 179 days was 36 second­feet and it was below 20 second­feet for 13 days, scattered through August, September Iand October. For several days in September, the discharge was only 14 second­feet, corresponding to a gage height of 0.6 foot. VI/'ith the West Fork reservoir half full at the beginning of June, the minimum flow would have been maintained at 120 second­feet, or nearly 9 times the actual mini- mum, and over 3 times -the actual average flow. This increased discharge of 120 second- feet corres-ponds to a gage height of 1.7 feet, zand hence represents an increase in mini- mum stage of 1.1 feet. Wi-th the same reservoir 1;'hree­quarters full the minimum dis- charge would «not have fallen below 160 second­feet, or gage height 1.8 feet; while if the full capacity could have been reserved for low-water assistance, the minimum would have been maintained above 200 second­feet, or gage height 2.0 feet. lf the Elk Creek reservoir also had been in operation, the minimum discharges and stages would have been as follows: reservoirs half full, 160 second­feet, 1.8 feet; res- ervoirs three-quar-ters full, 220 second­feet, 2.1 feet; reservoirs full, 275 second­feet, 2.2 feet. The flood water from these reservoir sites never reaches Pittsburgh before, and generally after Hood peak time, and it would be safe to keep them full or nearly so toward the end of t­he flood season. Tygart I'/alley Ri?/er at Fetterman, W. Va. _ Fetterman, W. Va., where a gaging station has been in operation since ~Tune, 1907, is about 2 miles downstream from Grafton, and 18 miles above the junction with the West Fork. From june 30 to December 31, 1908, the discharge was below 350 second- feet 150 days, the average being 98 second~feet. For 46 days in October and Novem- ber, the discharge was 20 second­feet or below, and for 9 days was only 12 second­feet, corresponding to a gage height of 2.3 feet. None of the Seventeen Seleoted Projects are located on »the drainage of this stream, but ñve of `the fonty-three projects are above this point, and their storage would be effective in :assisting 'low-water flow. The 11000 water from these points always arrives after the Pittsburgh peak and a large percentage of the water impounded by these projects could safely be reserved until needed. With reservoirs half full at the end of June, the flow during these 150 days could have been kept up to 350 second­feet, over 3.5 .times the average, and nearly 30 times the minimum. А discharge of 350 second- feet corresponds to a gage height of 3.7 feet, and therefore represents an increase of EFFECT OF STORAGE RESERVOIRS ON FLOW OF RIVERS. ' 227 1.4 feet in minimum stage. With reservoirs three­quarters full, the discharge could have been maintained at 500 second-feet, corresponding to a stage 01 4.0 feet, for the 171 days it fell below this amount; while with reservoirs 11111, а How of 600 second-feet, cor- _ responding’ to a gage height 01 4.1 feet, could Ihave been obtained during the 182 days ,that the actual discharge was less than this rate, this augmented flow amounting to 50 times the minimum, and giving an increase in stage 01 1.8 feet. This improvement in the Ilow-water How would be obtained from the junction with the V\/'est Fork up to Dam No. 1 on the 1\liddle Fork River, a distance of about 55 miles. Youghiogheny River at C omzellsville. All the projects on the drainage area 01 the Youghiogheny being located above Confluence, the benefit to low­water conditions would extend from this point to the mouth, a distance 01 about 70 miles. During 1908, the discharge at Connellsville was below 130 second-feet for 109 days, the average 101‘ this period being 52 second-feet, while for 9 consecutive days in the latter part 01 September, the How was less than 20 second-feet, and the gage read only 0.1 foot. The Seventeen Selected Projects i-nclufde only one on this stream, Youghiogheny N 0. 2, about 13 miles above Confluence. With this reservoir half full at the beginning 01 August, the flow could have been maintained at 130 second-feet, or over 10 times the minimum, throughout the lo-w-water season, and the minimum stage raised about 0.6 foot. Wifth the reservoir three­quarters 11111, а constant discharge 01 180 second-feet, corresponding to a gage height 01 0.8 foot, could have been maintained, while if it had been 11111, the How would not have fallen below 210 second-feet, or gage height 0.9 foot. The forty-three projects include eleven on this basin, ‘all above Confluence. With the assistance 01 this storage, the discharge and stage Iat Connellsville could have been main- tained at the following amounts: reservoirs half full, 500 second-feet, 1.4 feet; reservoirs three­quarters full, 680 second-feet, 1.7 feet; reservoirs full, 840 second-feet, 1.9 feet, or about 70 times the actual minimum discharge, and 1.8 feet above the minimum stage. . Youghiogheny Riz/er at West Newton. rl`here is no record 01 the daily discharge of the Youghiogheny River at West Newton, but an estimate 01 the flow has been made from the records' at Connells- ville, 24 miles upstream. In 1908, the discharge at West Newton was below 130 sec- ond-feet for 109 days between August 13 апс1 December 13, during which period the average How was 54 second-feet. Wilth the Yolughiogheny No. 2 reservoir half full at the beginning of August, the discharge would have been maintained at 130 second-feet throughout the low­waJter period. With the reservoir three­quarters full, 180 second-feet would have been the constant lo«w­water flow, whil~e with the reservoir full, a discharge 01 210 second-feet would have been maintained. \\/'ith fthe eleven reservoirs constructed, the flollofwing constant discharges would have been maintained; reservoirs half full, 500 second-feet; reservoirs three­quarters 1111111, 680 second-feet; reservoirs full, 880 second-feet. N o increases in stage corresponding to the above improved discharges are given, as there is no rating ta-ble 101‘ the station' at West Newton. INCREASE 1N LoW­WATER FLOW oF 01110 RIVER BELOW PITTSBURGH. The increase in low-water flow shown at Pittslburg-h would 01 course extend down the Ohio, and the amount 01 this improvement is best shown by a study 01 the open- channel low-water conditions at Wheeling, W. Va., 90 miles below Pittsburgh. 228 INCREASE or Low-WATER F1.ow. The discharge at VVheeling in 1908 was extremely low, the low-water extending over a period of about four months near the end of the year. From the middle of August to the middle of December, the discharge was below 5,400 second-feet for 121 days, the average discharge below this amount being 2,508 second-feet. For 10 con- secutive days the gage at Wheeling read 0.0 foot, corresponding to a discharge of albout 1,600 sec-ond-feet. With the Seventeen Selected Projects constructed and half full at the beginning of August, the How at Wheeling could have been maintained at 5,400 second-feet, or over 3 times the minimum, during this low­water period. This increased discharge corre- sponds to a gage height of 2.3 feet and therefore represents an increase in minimum stage of this amount. With reservoirs three­quarters full, a constant discharge of_6,750 second-feet, corresponding to a gage height of 2.8 feet, could have been obtained during the 125 days that the How was less than this amount. Withreservoirs full, a uniform Hofw of 8,000 second-feet, or 5 times the minimum, could have been maintained for the 136 days that the discharge fell below this amount. With a discharge of 8,000 second-feet, the Wheeling gage reads 3.3 feet, so that, with open-channel conditions, this increase in How would represent an increase in minimum stage of 3.3 feet. With the forty­three projects constructed to maximum capacity and half full at the beginning of August, a constant How of 7,200 secon-d-feet, corresponding to a 3-foot stage, could have been maintained for the 134 days that the discharge fell below this amount. With reservoirs three-quarters full, which is equivalent to keeping empty one- half the Hood control capacity of `the Seventeen Selected Projects, the How could have been maintained at 9,350 second-feet, or a stage of 3.7 feet, throughout the low-waiter season. Wirth reservoirs full, the discharge would not have fallen below 11,200 second-feet, or 7 times the minimum, this increased discharge corresponding to a stage of 4.3 feet, open-channel conditions. The following tables group the above data in convenient shape for reference and comparison. TABLE N0. 41. IMPROVEMENT OF LOW­WATER FLOW OF 1908, ВЦ SEVENTEEN SELECTED PROJECTS. D ( Disohlaljlge istanee No. of secon ­ eet) Length of stream stm 4235. distesa îäcëêaâî ...1;;:s.d (miles) discharge ÍAveraged Mini mum kIliipírovecl (feet) (miles) _ or perlo y s orage HALF FULL I l Allegheny . . . !Kittanning . .. 46 126 1241 850 2900 1.4 139 “ jnreeport | 28 124 1454 950 3400 1.8 *K 1: ta. - - IPittslourgh 0 124 1500 950 3450 с . .. is ìmine s. IAvonmore 21.5 137 166 65 400 0.9 41 Monongahela. ’Pittsburgh I 0 124 а 325 b 325‘ 1125 с 128 West Fork. . . IEnte1"p1‘ise . . . I 12 179 36 14 120 1.1 38 Youghlogheny oonnensville.. 44 109 52 11; 130 0.0 зз _ “ W. Newton. . 19 109 54 12 130 d . . . 01110 . . . . . . . . Wheeling . .. . . . 121 2508 1600 1 5400 2.3 и FULL ì : Allegheny 1Kittanning 46 133 1338 850 I 3700 1.8 139 “ . greeréort . . . . 28 133 1617 950 1 4350 2.2 . . . “ . . . itts urg . . . 0 132 1652 950 4400 с . . . Monongahela. Pittsburgh .. . 0 r 132 a 325 325 1465 с 128 West Fork... lI1'lnte1‘p1'ìse 12 187 41 14 ‘I 160 1.2 38 Youghiogheny Connellsville.. 44 119 62 11 Ё 180 0.7 83 “ W. Newton. . 19 119 62 12 180 ! d . . . ohio ...... .. wheeling . .. 125 2622 1000 i 5750 I 2.8 | EFFECT OF STORAGE RESERVOIRS ON FLOW OF RIVERS. 1‘) N Ю TABLE No. 41.-(Continued.) IMPROVEMENT OF LOW-WATER FLOW OF 1908, BY SEVENTEEN SELECTED PROJECTS. Discharge Ii Diìtâince d Nobolf (second-feet) Increa _e Length of . a ve a e o , 5 ’ 5Íl"`a’“ Stallo“ ‘ mouth irgîiroveciîV I ПЕ fsêteatgge iinriiïrliiiiied ‘ (miles) discharge ‘ fzoîlyîlägâd Minimum iäâfnêngäilïlegde (miles) FULL I | Allegheny Kittenning ... 46 139 1490 ‚ 850 ‘ 4500 2,1 139 “ . .. Freeport . . . . . l 28 138 1760 950 5350 2.6 . . . “ . . . Pittsburgh . . . 1 0 143 1900 950 5400 c . . . Monongahela. Pittsburgh . . 9 0 143 a 325 325 1725 с 128 west Fork. .. *Enterprise ... 1 12 200 50 14 205 1.4 за Youghiogheny lOonnel1svil1e. . ‘ 44 126 68 11 210 0.8 83 “ W. Newton. . 19 126 68 12 210 d . . . Ohio . . . . . . . . Wheeling . . 136 2984 1600 8000 3 .3 TABLE No. 42. IMPROVEMENT OF LOW­V\/'ATER FLOW OF 1908, BY FORTY­THREE PROJECTS. D'- h - I Distance N о. of (seclrîiidiilfiâigt) Increase Length of Stre ani Station rìzâïâ (ìiîäârîîlgâv I irá Íseíëicgíe imlggâìed (miles) discharge fâvgiâäed Minimum âpiêiëgilvâêie (miles) HALF FULL I I Allegheny . . . Kittanning . . . 46 129 1300 850 I 3400 1.7 139 “ . . . Freeport _ . . . . l 28 127 1500 950 1 3850 2.0 . . . _ “_ . .. Pittsburgh . . . 0 128 1580 950 ,' 3900 с . . . *Kiskiminetas. Avoniinore . . . 1 21.5 137 166 65 400 0.9 41 Monongahela. Pittsburgh . . . 0 128 a 325 b 325| 2500 с 128 West Fork.. . Enterprise . I 12 187 41 14 1 160 1.2 38 Tygart Valley Fetterinan . . . ‚ 18 150 98 12 , 350 1,4 55 Youghiogheny Connellsvìlle. . 44 173 134 11 500 1 ‚ 3 71 “ W. Newton.. 19 171 136 12 500 d , ‚ ‚ Ohio . . . . . . . . Wheeling . . . . . . 134 2916 1600 7200 3.0 И FULL Í Allegheny . . . Kittanning . . . 46 139 1490 850 ‘ 4400 2.1 139 “ . . . Freeport . . . . . 28 137 1735 950 1 5000 2.4 . . . “ . . . Pittsburgh . . . 0 140 1835 950 5100 с . . . Monongahela. Pittsburgh . . . 0 140 a 325 325 3305 с 128 West Fork. . . Enterprise 12 200 50 14 I 220 1.5 38 Tygart. Valley Fetterinan . . . 18 171 136 12 500 1 . 7 55 Youghiogheny Gonnellsville. . 44 182 157 11 680 1.6 71 “ W. Newton. . 19 181 161 12 680 d . . . Ohio . . . . . . . . Wheeling . . 146' 3380 1600 9350 3.7 FULL Allegheny . . . Kittanning . . . 46 153 1793 850 5350 2.5 139 “ . . . Freeport . . . . . 28 149 2032 950 6050 2.8 . . . “ . . . Pittsburgh . . . 0 150 2126 950 6100 с . . . Monongahela. Pittsburgh . . . 0 150 a 325 325 4035 с 128 West Fork. . . Enterprise . | 12 205 55 14 275 1.6 38 '].`ygart Valley Fetterinan . . . 18 182 157 12 600 1.8 55 Youghiogheny Oonnellsville. . 44 191 176 11 840 1.8 71 “ W. Newton.. 19 192 196 12 880 d . . . Ohio . . . . . . . . Wheeling . . . . . . 158 3891 1600 11200 4. 3 | * Not shown below as it is assumed Black Lick and Loyalhanna reservoirs would not be kept more than half full. DD eee' cha rge . Estimated by Water Supply Commission of Pennsylvania. See Chapter X. No rating curve available. Assumed to be saine as minimum, as navigation dams prevent measurements of daily dis- 230 INCREASE OF LOW­WATER FLOW. Table No. 41 shows that, with the Seventeen Selected Projects constructed, 267 miles of the main rivers and 217 miles of tributaries, or a total of 484 miles of stream channels above Pittsburgh would have their low-water discharge considerably increased and made uniform during the dry weather. In addition, there would be a considerable increase in the low-water How of certain other tributaries, as follows: Tionesta Creek, from dam to mouth, one mile; French Creek, from reservoir on North Branch to mouth, 63 miles; Clarion River, from Dam No. 4 to mouth, 59 miles; Mahoning Creek, from Dam No. 2 to mouth, 21 miles; Cheat River, from Dam No. 2 to mouth, 46 miles. Com- bined with the figures given above, this would give an improvement extending over 267 miles of main rivers and 386 miles of tributaries, or a total of 653 miles of stream chan- nels above Pittsburgh. With the forty-three projects constructed, a considerably greater increase of the low-water How would obtain. In addition to the distance given in Table No. 42, 139 miles, the Allegheny River would have its low-water How improved from the mouth of ,Kinzua Creek to Dam No. I, a distance of 63 miles. Moreover, the following stretches of tributaries, not included in Table No. 42, would receive a considerable addition to their low-water How: Kinzua Creek, from dam to mouth, 3 miles; Tionesta Creek, from dam to mouth, one mile; French Creek, from North Branch reservoir to mouth, 63 miles ; East .Sandy Creek, from Dam No. 2 to mouth, 2 miles; Clarion River, from Dam No. 4 to mouth, 59 miles; Red Bank Creek, from mouth of North Branch to mouth, 43 miles; 'Mahoning Creek, from Dam N0. 2 to mouth, 21 miles; Buffalo Creek, fron dam to mouth, I2 miles; Youghiogheny River, from Dam No. 5 to Dam No. 1, 33 miles; Casselman River, from Dam No. 5 to mouth, 11 miles; Laurel Hill Creek, from dam to mouth, 5 miles; Cheat River, from Shavers Fork Dam No. 2 to mouth, 93 miles; Buckhannon River, from dam to mouth, 8 miles; Middle Fork River, from Dam No. 1 to Dam No. 2, 5 miles; Elk Creek, from dam to mouth, 6 miles. This improvement would therefore extend over 3,93 miles of main rivers and 570 miles of tributaries, or a total of 963 miles of stream channels above Pittsburgh. The increase in low-water How would extend down the Ohio to Wheeling, a dis- tance of 90 miles, and many miles below. The resultant benefits to navigation, sanita- tion, water supply and water power are naturally very considerable and will be discussed in the following chapters. CHAPTER X. RELATION OF STORAGE RESERVOIRS TO NAVIGATION. Extent of Present Navigation-Character and Amount of V\/ater- borne ’Tonnage--Benefits of Increased Discharge to Navigation- Monongahela-Youghiogheny--Allegheny -— Ohio ­-- Increase in Stage due to Storage Reservoirs-Benefits of Reduced Flood Sta- ges to Navigation. EXTENT OF PRESENT NAVIGATION. The cheap transportation afforded by the navigable rivers above and below Pitts- burgh is of tremendous importance commercially and industrially not only to Pitts- burgh, but to the entire Ohio Valley, and even to the trade centers of the Mississippi Valley. The Monongahela is slackwatered from its mouth to a point on the VV est Fork about 4 miles above Fairmont, W. Va., or a total distance of 131 miles; the Allegheny has slackwater navigation from its mouth to Natrona, a distance of 24 miles; while the Ohio, with the assistance of the few locks and dams already constructed, is navigable, ex- cept at low water` and during parts of the winter season, throughout the 967 miles from Pittsburgh to Cairo, and within a comparatively few years, according to pres- ent plans, will be completely canalized. CHARACTER AND AMOUNT OF WATER­BORNE TONNAGE. It is notable that while there has been a manifest decrease in water-'borne traH'ic on a majority of the rivers and inland waterways of the country, the aggregate ton- nage on the Ohio has been well maintained, and on the Monongahela, has steadily in- creased, reaching in 1907, about 12,000,000 tons. The total volume of traffic on the Ohio and Monongahela Rivers is estimated at about 25,000,000 tons annually. The principal cargo is coal, about 70 per cent of which is consumed in the Pittsburgh dis- trict. The movement of sand and gravel has increased considerably and is next in imf- portance to that of coal. The importance of the navigation on the Monongahela to the Pittsburgh district is emphasized by the fact that more than half the coal to Pitts- burgh is carried by water, while of the total coal tonnage to and through Pittsburgh, about 30 per cent is by river. About 37 per cent of this coal is moved by one large company, and the balance by a number of smaller coal companies, and by the boats of several largecorpora- tions which maintain very efficient Heets for bringing the coal from their mines along the Monongahela to' their mills. The barges are handled in comparatively small tows at Pittsburgh and above, but when destined for points lower down the Ohio or Mis- sissippi, they are assembled in Heets carrying from 12,000 to 20,000 tons; while after passing the Falls of the Ohio, at Louisville, the Heets are enlarged to from 35,000 to 50,000 tons, and carried downstream by larger towboats. It is stated that coal has been shipped in these Heets from Pittsburgh to New Orleans at a rate less than 0.4 mill per ton-mile. The boats used in the coal trade are divided by the river men into two classes: ( 1) coal barges, 135 feet long, 26 feet beam and 81/2 feet deep, costing $1,600, car- rying `550 short tons of coal and employed mfainly in the trade to Cincinnati, Louis- ville and other Ohio River points; (2) coal boats, 175 feet long, 26 feet beam and 10 feet deep, costing $850, carrying from 1,000 to 1,200 tons and employed chieHy 232 BENEFITS OF INCREASED DISCHARGE. in the “long­river” trade to New Orleans, where they are sold for firewood, etc. The decked barges used for carrying down steel, nails, wire, etc., and for bringing back molasses, sugar, lumber, etc., are 225 feet long, 36 feet beam and 10 feet deep, cost- ing from $6,000 to $20,000. The use of sßteel barges on the Ohio River coal trade is as yet only experimental, but a number have been built lby one of the large cor- porations and they are claimed to give excellent service. It is maintained by eXpe~ rienced river men that the ñxed charges and maintenance cost are so great as to make their economical use impracticable; but .it is believed that this is only because, under present river conditions, the average number of trips to the southern market is only 1.8 per year, and that when the improvement of the Ohio ,by locks and dams is com- pleted, steel barges will doubtless come widely into use. The towboats are of various sizes, the largest being about 500 tons and having I,00o horsepower. rI`hey are all of the stern­wheel type, with the boiler room and stacks well forward. There are generally two stacks, placed abreast of each other, with sway bracing between, and hinged so that they can be lowered in case of insuf- ficient clearance under bridges. _ In addition to the laulk trafñc above described, there are about ñfteen important packet lines transporting passengers and general merchandise on the Monongahela and Ohio Rivers. These lines operate a total of about 50 Steamers, and in addition there are numerous boats on the Ohio owned by individuals, including many gasoline boats. The tonnage moved on the Monongahela and Ohio is certain to steadily increase. There are vast coal deposits yet to be mined in the territory tributary to these water- ways. The canalization of the Ohio and the construction of a canal between the Great Lakes and the Ohio River will tend to cause the movement of an increasing percentage of this co-al by water, as well as to create a large water-borne tonnage of iron ore and other commodities. BENEFITS OF INCREASED DISCHARGE то NAVIGATION. M onongalzela Rivet'. Under present Conditions there are serious troubles with shortage of water on the Monongahela River during dry weather. The pools in the summer and early fall are drawn down considerably below the crest of the dams, owing to evaporation and losses through leakage and lockages, and the steamers plying the rivers -between Pittsburgh and Fairmont are frequently obliged to suspend operations. ' The limiting draft at low water is no longer governed by the depth at the lock ~ sills, these having been lowered, but is at the shallow places in certain of the pools, where there is said to be only about ñve feet of water when the pools are drlawn down. The movable tops were placed on the Monongahela. dams to store more water between lockages at times of low water, as well as to give more depth over these shoal places. Vlïhen it happens that these movable tops are not raised in time in the dry weather, there is not enough water flowing to fill the pools. At such times the pools furthest upstream are drawn down to furnish water for the pools nearer Pittsburgh, and through navigation is impossible, the upper pools being sometimes lined with barges wait- ing for water to float them down stream. _ With an increase in the amount of commerce on the Monongahela, this shortage of 'water during dry weather will be of longer duration and more severely felt. The aver- age number 01 lockages per day at Dam No. I, Monongahela, during September, 1908, when the drought was at its height, and navigation was seriously hampered by inade- RELATION OF STORAGE RESERVOIRS TO NAVIGATION. 233 quate water supply, was about 40. At that time, the old locks, 250 feet by 56 feet, and 190 feet by 50 feet, were in use, and these lockages were divided about equally between the two locks. The new lock, in use since june 1, 1910, is 360 feet by 56 feet. Forty lockages with the average of the old locks would therefore be equivalent to only 23 lockages with the present lock. As one lockage with the present lock represents the expenditure of only 1.36 second-feet of discharge, the total discharge consumed in lock- ages in September, 1908, assuming that the locks had to be emptied and filledfor each lockage, was therefore only aäbout 31.3 second-feet, or a relatively small part of the total low-water How of the Monongahela at that time. It is very evident from these figures that, on account of leakage, evaporation and other losses, a much larger How than merely the actual lockage water is required in order to maintain pool-full navigation on the Monongahela. The ten-day period with the greatest number of lockages since the new lock went into service occurred in ~Iune, 1910, when an average of about 37 lockages per day, or about one and one-half times the average daily lockage in September, 1908, was recorded. If this daily demand upon the locks had existed in the late summer and fall of 1908, the shortage of water would undoubtedly have been a much greater hindrance to the river traffic tha~n it was. When it is taken into consideration, however, that with pools full and adequate water supply, the present lock at Dam N o. 1, Monongahela can readily make 90 lock- ages a day, if the traffic demands; and that the second lock, now under construction, will double this figure, and bring the discharge necessary for lockage purposes up to 244 sec- ond-feet, or nearly eight times the amount that was required in September, 1908, it becomes evident that, if commerce on the Monongahela ever becomes great enough to operate the locks to their full capacity, the shortage of water will be so very severelyl felt that the construction of storage reservoirs to increase the dry-weather How will become an Ia‘bs0lute necessity. For even assuming that there were no water losses, and that all the discharge were available for lockage purposes, the maximum movement of traffic through the locks at Dam N 0. 1 would require more lockage water than the low-water How of the river pro- vides. ' The Reports of the Chief of Engineers of the United States Army give the mini- mum discharge of the Monongahela as 160 second-feet, which occurred in 1895, the dryest season in recent years. This is only about two-thirds of the discharge of 244 second-feet necessary to supply water for 180 lockages, Aeven if there were no other losses. The Monongahela River is extensively used as a source of water supply, expecially for industrial purposes. The daily purnpage is enormous, and while the greater part of this water is returned to the river, the amount permanently withdrawn is a consider- able factor in reducing the low­water How. The minimum How of 160 second-feet is equal to 103,403,520 gallons per day. There are .about 505,230,000 gallons per day pumped from the Monongahela below Fairmont for domestic and industrial purposes, or nearly five times the minimum dis- charge. If these various pumping plants were operated to full capacity, they would pump about 922,000,000 gallons per day, or about nine times the minimum discharge. It is estimated that albout 45,707,500 gallons, equal to 9 per cent ofi the amount actually pumped, or to 44 per cent of the minimum discharge, is permanently withdrawn from the river, the balance being returned after use. The loss by evaporation is also a considerable factor in reducing the low-water dis- charge. Т 110 slack-water pools form a stretch of quiet water, averaging about 650 feet 234 i INIONONGAHELA RIVER. in width, for the 127 miles from Pittsburgh to Fairmont. It is estimated that the daily evaporation during the hot, dry season is at least 0.25 inch, which would mean a total evaporation between Pittsburgh and Fairmont of 105 second­feet, equal to 65.5 per cent of the minimum How. ‘ The minimum discharge of 160 second­feet represents, of course, the net discharge, i. e., the discharge minus losses due to evaporation and to water being permanently with- drawn for various purposes. It is therefore equal to the water used for lockages, plus the leakage through and under the navigation dams. As stated, the water consumed in lockages during the height of the drought in 1908 was only about 31 second­feet, while the VVater Supply Commission of Pennsylvania, in its Annual Report for 1908, gives the minimum discharge of the Monongahela during 1908, as 325 second feet; so that the loss through leakage must' have been 294 second­feet. As an example of the losses resulting from the interference of low water with navigation, the following figures relating to coal carried lby water for use in the Pitts- burgh district alone are significant. About 23,000 tons of coal per day are moved by river for consumption in the Pittsburgh district at a cost of about $0.`04 per ton. T 0 move this coal by rail would cost about $0.45 per ton. In 1908, owing to the fact that during 45 days of the low-water season barges had to be loaded to a less draft, it cost about $0.12 per ton to move this coal by water, or about $0.08 above the cost with pool-full navigation. This represents an additional expenditure of about $83,000 for moving this coal in one year. If the Seventeen Selected Projects were constructed, the storage that would be available for navigation assistance in the four reservoirs of this group located on the Monongahela Basin would increase the low-water How of the Monongahela to 6 times its present minimum. If all 22 of the projects located on the Monongahela Basin were constructed to maximum capacity, the dry­Weather How would be maintained at a con- stant amountof about 19 times the present minimum. Under these conditions, an ade- quate water supply would be at all times available, and all the above described troubles during the low-water season would disappear. Youghíoghehy River. The construction of locks and dams on the Youghiogheny River between the mouth and West Newton, a distance of 18 miles, has been several times under con- sideration by the United States Government. The River and Harbor act of june 25, 1910, provided for the canalization of this portion of theiriver by the construction of three locks and dams at an estimated cost of $1,050,000. No lactual construction work has as yet been started on this project, but when these locks and dams are built, the present low-water How will be inadequate to maintain pool­full navigation. \/V ith only the Seventeen Selected Projects constructed, the portion ofthis storage located on the Youghiogheny, as already shown, would increase the minimum flow to 10 times its present amount at West Newton and would insure uninterrupted navigation at all times. With~all 43 projects constructed. the storage in those projects located on the Youghiogheny would increase the minimum discharge at West Newton to about 38 times its present amount. - — Allegheny River. At present only 24 miles of the Allegheny, between Pittsburgh and Natrona, are slackwatered. Plans for extending the canalization of the river to Oil City, 134 miles above Pittsburgh, have been prepared by the government engineers, and the con- struction of the locks and dams is being urged by those interested. As already shown, RELATION OF STORAGE RESERVOIRS TO NAVIGATION. 235 the storage proposed in the 13 of the Seventeen Selected Projects located on the Al- legheny Basin would increase the low-water stage between Oil City and Pittsburgh by about 1.4 feet, while if all 43 projects were built, the 21 reservoirs located on the Allegheny Basin would give an increase in minimum stage of about 2.0 feet. This would greatly improve the present intermittent open--river navigation above Tarentum. In the event of the extension of the slackwater system further up the river, moreover, such an increase in low-water stage would reduce the number of locks and dams re- quired, and would insure a pool-full stage and uninterrupted navigation throughout the year. i Ohio Ri?/er. The proposed improvement of the Ohio to give a nine-foot stage from Pittsburgh to Cairo by means of locks and dams involves the ultimate construction of 54 dam-s at an estimated cost of $63,731,488, in addition to the amount appropriated and author- ized prior to March 2, 1907, or a total cost of $73,012,864. Up to August 1, 1911, 12 of these dams had been completed and 11 others were under construction. The Ohio River has a succession of natural pools formed by bars of sand and gravel, and sometimes of solid rock. Under present conditions the troubles and delays to navigation are caused chiefly by insufficient depth on these ‘bars during low water. As a result, during the low-water season, it is necessary to assemble the loaded coal barges in the pools near Pittsburgh and wait for a rise that will give a boating stage through the open portion of the river. This results in a considerable loss due to loaded steamers and barges lying idle, sometimes for many weeks. It also makes it necessary, during these periods, to ship coal to down-river points by rail at a cost of from 8 to 10 times the rate by water. The following is quoted from an address delivered November 29, 1904, 'by Mr. ~lohn E. Shaw, before the Merchants and Manufacturers Association: “In June, 1895, there were collected in the Pittsburgh Harbor 1,200,000 tons of c.oal loaded on about 2,500 vessels, awaiting Water to move down the Ohio River. the largest tonnage ever assembled in any harbor in the World at one time. The rise did not come until November 27th. The cost of freight 'and vessels engaged in the service was estimated at $6,310,000. It cost $2,000 per day to keep the tonnage aHoat, and $1,000 per day interest on the investment; total, $3,000 per day. This tonnage was kept Waiting in Pittsburgh Harbor for water in the Ohio River an average time of five months, or one hundred and fifty days, at a loss of $450,000, which is 5 per cent on $9,000,000.” At the convention of the Ohio Valley Improvement Association, held in Louis- ville, Kentucky, in October, 1908, Mr. George W. Theiss, President -of the Mononga- hela River Consolidated Coal and Coke Company, in speaking of the losses due to low water on the Ohio River, stated that at that time there were about 1,100 loaded coal barges lying at Pittsburgh, containing about 770,000 tons of coal, mined at a cost of about $962,000; that including those loaded at Pittsburgh, about 2,300 barges, representing a value of $1,800,000, were tied up along the Ohio river; that7 from 75 to 80 steamboats, representing an investment of about $3,000,000, .were lying idle; that freight barges, Worth from $300,000 to $400,000, were idle; that ship- pers of manufactured steel products had a tonnage aggregating $800,000 lying idle; a total capital of something over $6,862,000 lying idle because of low-water condi- tions in the IOhio River. The loss per day during this long drought, taking into ac- count interest and depreciation, harbor expenses, wages and care of idle mines, amounted to about $5,200. VVith these conditions existing for six months, Yor 180 days, the actual expense and waste of money amounted to at least $936,000, or, at 5 per cent, the interest on $18,720,000. 236 INcRI«:AsI«: IN STAGE. Another serious loss is due to the fact that the intermittent character of the navi- gation on account of low water requires a much larger equipment for a given amount of business than would be necessary with continuous navigation. As already stated, under present river conditions, the average number of trips per barge to the south- ern market is only 1.8 per year. That is, a barge worth $2,000 carries to market an- nually an average of 990 tons of coal. The expense of maintaining the barge, includ- ing interest and depreciation, is about $0.25 per ton of cargo carried, which must be added to the price of coal in the southern market. It was stated 'by the above au- thority that, with continuous navigation, the present river tonnage could be carried with from one-third to one­l1alf the equipment now necessary, and the cost of trans- porting coal by water reduced perhaps as much as 50 per cent. It has already been shown that if the Seventeen Selected Projects were con- structed to flood control capacity and were half-full at the beginning of the loW­wa­­ ter season, the present minimum stage under open-river conditions at Wheeling could be increased 2.3 feet. If, in addition to this, the additional storage found _.available were constructed for improvement of the low­water flow forI navigation and other pur- poses, the increase in stage at Wheeliiig would be 3.7 feet. The benefits to navigation resulting from such an increase in low­water flow would be very great, not only with present open-river conditions but also when the construc- tion of the locks and dams is completed. The increased discharge would supplement the slackwater system and insure uninterrupted pool­full navigation throughout the year. It is certain, moreover, that with this increased depth it would be possible to obtainthe desired nine­foot navigation with fewer locks and dams. INCREASE IN STAGE DUE то STORAGE RESERVOIRS. The effect of storage reservoirs in increasing the stage and discharge at various points on the Allegheny, Monongahela and Chio _Rivers has been fully described in the preceding chapter. In order to bring out in a somewhat different manner, how- ever, the possibilities of improving navigation faöilities by the increased flow and higher stages in the three rivers at Pittsburgh, due to reservoir assistance during low water, the following tables, Nos. 43 and 44, have been prepared. The relative value of the various groups of reservoirs in increasing low­water flow and stages is brought out in these tables and in the diagram on Plate 86. These ’cables and the diagrams are figured as if the natural How of the rivers kept the pools full to the crests of the dams, in which case the increase in stage due to artificial flow from the reservoirs would be equal to the head on the dam crests corresponding to -the respective artificial discharges furnished by the storage reser- voirs. In these calculations, the ordinary Francis formula for weir discharge, namely, Q = 3.33 ВНЁ, has been employed, where B represents the length of dam crest in feet, and Н the head in feet over crest at time of discharge The diagram, Plate 87, shows the discharge curves for Davis Island, Herr Island and the Monongahela N o. I dams, as figured from the above formula. It is not considered that the increase of gage heights by each group of reservoirs would actually obtain as shown on Plate 86, for changes in conditions of actual How would to a certain extent increase or decrease the estimated effects of the additional discharge furnished by storage; but the results are believed to be accurate within reasonable limits, and to show the great possibilities of assisting navigation with stored water. It is obvious that, in the actual manipulation of the reservoirs, they would not ¿Sz TABLE N 0. 43. INCREASED STAGE AND DISCHARGE OF ALLEGHENY, MONONGAHELA AND OHIO RIVERS AT PITTSBURGH WITH SEVENTEEN SELECTED PROIECTS_FLOOD CONTROL CAPACITY. Allegheny River Ф Monongahela River Ohio River ы, Lock No. 1 (Herr Island) Lock No. 1 Ваш‘ Island dam “5.2 Ё? R€S€l`V0Í1'S full RBSCTVOÍFS % full Reservoirs 1/2 full Reservoirs full Reservoirs ‘у; full Reservoirs 1/2 full Reservoirs full ` Reservoirs %„ full Reservoirs М; full Ё â г: Ф 1 D Ё . . Addition- . Addit‘ - A ` ' - - ‘ ’ - ' ' - А ' ' - ' ' - - ‹ Addt’ ­ 5 Rlsem . _ R1 ­ 1011 R- - ddltion R. - Addition R. ­ Addltion R. - Addition R- ­ dd1t_1on R- ­ Add1t_1o Еще ш 1 1011 me 11111; 85:83‘ 11111; $558? 11111; 41583‘ 111111; S1554“ 11111; slïïgën 11111; ¿Fïgën 11111; 41:83‘ 11111; Stag@ 111111 Days Feet A See.­ft. Feet Seo.-ft. Feet See.­ft. Feet See.-ft. Feet Seo.-ft. Feet Seo.-ft. Feet See.-ft. Feet Sec.-ft. Feet Seo.-ft. 30 3 . 6 16270 3 .0 12200 2. 3 8140 1 .6 6670 1 . 3 5000 1 .0 3330 2. 6 22940 2. 2 17200 1 . 6 11470 60 2.3 8130 1.8 6100 1.4 4070 1.0 3330 0.8 2500 0.6 1670 1.6 11460 1.3 8600 1.0 5740 90 1. 7 5420 1. 4 4070 1. 1 2710 0. 7 2220 0.6 1670 0 . 5 1110 1 . 2 7640 1.0 5740 0. 8 3820 120 1.4 4070 1 . 2 3050 0 .8 2040 0. 6 1670 О . 5 1250 0.3 830 1. 0 5740 0 . 8 4300 0. 6 2870 TABLE No. 44. INCREASED STAGE AND DISCHARGE OF ALLEGI-IENY, MONONGAHELA AND OHIO RIVERS AT PITTSBURGH WITH VARIOUS COMBINATIONS OF RESERVOIRS. Allegheny River Monongahela Rivel` Ohio River Ф Lock No. 1 (Herr Island) Lock No. 1 Davis Island dam „- aß ЕЕ Flood control capacity Maximum qapacity Flood control capacity Maximumacapacity Flood control capacity Maximumçapacity Ёё 21 prcjects 18 projects 13 promets 22 projects 10 projects 4prO`]ectS 43 projects 28 projects 17 токе“ ;: а.‘ .E Rise in Agldlcîilgn' Rise in Addläilê ' Rise in Addläilsofl' Rise in Agldltgilgfl' Rise in Aa(‘ì1d1äi1g_n` Rise in Aáìldläilgn' Rise in Ag1d1t‘1i1g_n° Rise in Agldläliân' Rise in Agldläîgf' stage charge Stage charge Stage charge stage charge Stage charge Stage charge Stage charge Stage charge Stage charge Days Feet ввод‘: Feet .Seo.­ft. Feet See.-ft. Feet ( ввел: Feet Seo.~ft IFeet b‘eo.­ft. Feet See.-ft. Feet I Seo.­ft. Feet See.-ft. 30 4.1 19590 4.0 19160 3.7 16800 2.4 I 11870 2.0 9240 2.2 10150 3.2 31460 3.0 28400 2.9 26950 60 2.6 9780 2.5 9580 2.3 8400 1.5 5940 1.3 4620 1.4 5080 2.0 15720 1.9 14200 1.8 13480 90 2 . 0 6530 ‘1 . 9 6390 1 . 7 5600 1 . 1 3960 1. 0 3080 1 .0 3390 1 . 5 10490 1 . 4 9470 1. 4 8990 120 1 . 6 4890 1 . 5 4790 1 . 4 4200 0 .9 2960 0. 8 2310 0 . 9 2540 1 . 2 7850 1. 2 7100 1 . 1 6740 PLATE 86 Increase in Gage Height -Feet (above poollevel) * Ю N ` Combinations of ` Reservoirs 5000 io 000 isooo 20000 Increase in Discharge - Cubic Feet per Second MONONGAHELA RIVER ALLEGHENY RIVER OHIO RIVER DAVIS ISLAND DAN -IERR `// 2! Reservoirs j Чили али; //// '//:Iw- /// / ` ///// /,I--¿>&2 Flood Control Capacity 49,726.8 Mi/1. cuff. /8 Reser год’: Flood Control Capacity :///// ////Af 46,603.2 мт. cu­I­`t. I3 Reservoirs Flood Contro/ Capacity 1): -I7//// //¿I- 42,/7&5 Mill- cu. ft. I3 Reservoirs //// ; A=:¢l‘70o¢l Contro/ Capacity ¿Í /// 3l.633.9Mi/l­ си. ft. I3 Reservoirs =,§Flood Contro/ Capacity ZI, 089-2 Mill cu. ft- /3 Reservoirs 1 //// //,I--I>«f ‘/////I Maximum Capacity 43.555,4 Mi//­ си‚ ff IXI--Iw / //////,vi Il ll /7 Maximum Capacity /7"F?eservoir Projects. FI00dControl " DAM No I ISLAND DAM . 22 Reservoirs //// м; F/ood Control Capacity 30,7720 Mi//»cu. ft` /0 Reservoirs Flood Contro/ Capacity Yî///71 23,969.9 Mill. cu- fb- _4 Reservoirs F/ood C antro/ Capaci \ LEGEND l7,302­9 Mill. cu. ft» 4 Reservoirs íledaysflow--­---­*--­-` .-60-"-­-'-'- .._90-.u.._...il_ 12011-u-- 0 ё Ф ï I ,=l‘,¿F/aodControl Capacity /29772 Mill- cu ft» 4 Reservoirs I //ff. 8. 651.4 Mil/. си ft'. 4 Reservoirs Maximum Capacity `////I-S 26, 299.2 Mi'//. 66.79. 43 Reservoirs ¿Flood Control Capacity Ш // ’// /Ú QI O l \\\ I П 3 \\ C C Il In CJ Ev \\\ `\\\îi М) ‘B Percent of Capacity of 43 Reservoirs I l\\\\\\\\ \\\ \\\ \\\\ 1 l\\\\Í\ \\\ \ \ \\ \\ \\\ \\ Б ‘ё Щ Allegheny Reservoirs I: Monongahela O ` //// ‚—- Flood Control Capacity 80, 497-8 Mill- си- ft'. 28 Reservoirs I 1;/ ////’I //9 ’/// //// / И /// F/ood Control Capacity 72,573.l Mill си-Ё- I7 Reservoirs //// //// :P /////,I Flood Control Capacity L l l l 59,48/.4 мм си- ft. I7 Reservoirs //ß/ §Flood Contro/ Caoacity 44, 6IlD Mill. си- ft- I7 Reservoirs ‘Í Hood ControlCqzaci'ty щит Mi//. cu. ft. I7 Reservoirs /// /¿---g><| Maximum Capacity 69,856.2 Mii/. сил. /// / ////1_ ___l1ëdiñcicult to remove. This scale absorbs heat, adds to the cost of at- tendance and repairs, shortens the life of the boiler, and dangerously increases the liability of explosion. PLATE 88 Ё ч‘ ‘З Q о Hardness parta por million Q January Мау June July August .September October November December Hardness of Allegheny River at Aspinwall, 1909. RELATION OF STORAGE RESERVOIRS TO SANITATION AND WATER SUPPLY. 245 Allegheny Rit/er. 3 Plate 88 shows the dailylhardness of the Allegheny River at Aspinwall for 1909, together with the estimated daily discharge. If the Seventeen Selected Projects were constructed, and the thirteen of these reservoirs that are located on the Allegheny Basin were half full at the beginning of the summer, the discharge of the Allegheny at Pitts- burgh, in a year similar to 1909, could be maintained constantly at 4000 second­feet or four times the minimum, for the 137 days that it fell below that amount between ~july 12 and December 14. With this increase in the low-water How, the average hardness, which during this period was 91 parts per million, would probably not exceed 65 parts per million. This would be equivalent to an average reduction in hardness during these 137 days of 26 parts per million. PLATE 89 а January February March April May June July August September October- November December` Hardness of Monongahela River at McKeesp0rt,|1909. М onongahela River. Plate 89 shows the hardness of the Monongahela River at l\/IcKeesport for 1909. There is no record of the daily discharge of the Monongahela during low water, but if the four of the Seventeen Selected Projects located on this basin were constructed and were half full at the beginning of summer, an additional flow of about 800 second-feet could be maintained for 124 days. This would have given a uniform How, during the low- water period of 1909, of about four times the minimum discharge. The average hardness for the 123 days from ~Iuly 1 to October 31, inclusive, was 100 parts per million. On ac- count of the lack of knowledge of the low-water discharge of the Monongahela, it is not possible to make an accurate estimate of the amount of reduction in hardness due to dilu- tion, but from an inspection of Plate 89, it seems probable that it would have been at least 30 parts per million, or 30 per cent. SAVING IN SOAP. Allegheny River. The saving in soap that would have been effected by the above reduction in the hardness of the Allegheny in the district supplied with water by the City of Pittsburgh may be estimated as follows: For every increase of one part per million of hardness, the cost of soap increases about $10 per million gallons of Water completely softened. There is probably no city in the world where there is a larger amount of water per capita soft- ened with soap, and it is considered that 10 gallons per capita per day thus softened is a conservative estimate. On this basis, 5,000,000 gallons per day are used with soap by the 500,000 population supplied with water by the «City of Pittsburgh. As has been shown, the dilution of the Allegheny in 1909 would have reduced the average daily hardness 26 parts per million for 137 days. At $10 per `million gallons for one part per million re- 246 sAv1NG 1N soAP. duction in hardness, this would mean an average daily saving of $1,300, or a total for 137 days of $178,100. ‘ 1п addition to the Pittsburgh supply, about 16,000,000 gallons daily are pumped from the Allegheny between Oil City and Pittsburgh, for domestic use. The increase in low­water flow by storage reservoirs would mean a daily saving in soap used in these communities of about $260, or a total for the low­water period of about $35,600. This saving in soap would have been greater in 1908, when the discharge of the Allegheny at Pittsburgh was considerably less and the hardness very much greater; but daily records of the hardness are not available before the middle of September, and an estimate cannot be made. Some idea of the comparative hardness during the low­water period of the two years may be formed from the records for October and November, which show an average hardness of 138 and 143 parts per million respectively for these months in 1908, as against 116.5 and 86.3 parts per million for the corresponding months in 1909. _ M'01z0­nga/hela Rit/er. On the Monongahela River, about 25,000,000 gallons per day are pumped from the river in Pennsylvania for domestic use, supplying a population of about 140,000. Esti- mating, as before, 10 gallons per capita per day to be softened with soap, and taking $10 as the cost of the soap necessary to reduce the hardness one part per million, the esti- mated average reduction in hardness of 30 parts per million to be obtained by the release of impounded flood water would cause a saving in soap of about $420 per day, or a total for 124 days of $52,080. Ohio River. On the Ohio River, in the 40 miles between Pittsburgh and the state line, about 9,000,000 gallons daily are pumped from the river for domestic supply, of which it is esti- mated 400,000 gallons are softened with soap. Figuring on the same basis as above, the saving in soap would amount to about $14,800. А similar saving would of course take place for a considerable distance further downstream, for most of the communities bord- ering the Ohio use river water, and at Wheeling, 90 miles below Pittsburgh, as has al- ready been shown, the low­water flow in 1908 would have been increased to over three times the minimum by the proposed storage reservoirs. ­ TOM! Sat/ing. The total saving on the three rivers in this one item of soap cost would there- fore amount to about $280,000 annually, representing, at 5 per cent, the interest on $5,600,000. Other Rit/ers. The same improvement in the quality of the water would be effected on the Kiski- minetas, below Saltsburg, on the Youghiogheny, below Confluence, and on the West Fork of the Monongahela, below Clarksburg. There is no water pumped for domestic use from the Kiskiminetas below Blairsville, but from the Youghiogheny below Confluence, about 14,000,000 gallons per day are pumped by water companies, about 5,000,000 gallons of which are used for domestic supply. As already shown, the low­water flow of the Yough- iogheny, in 1908, would have 'been increased to nearly 10 times its actual minimum. On the West Fork, between Clarksburg and the mouth, a population of about 21,000 is sup- plied with raw river water, the daily pumpage for this purpose being about 3,000,000 gal- lons. It has previously been shown that, in 1908, the flow of the West Fork would have been increased to 9 times its minimum and over 3 times its average How during the low- water season. RELATION OF STORAGE RESERVOIRS TO SANITATION AND WATER SUPPLY. 24.7 TREATMENT 0F WATER FOR INDUSTRIAL USES. The hardness of water used for industrial purposes is removed by treatment in water­softening plants, where enough soda ash is added to change the calcium and mag- nesium sulphates to carbonates. This treatment removes about 70 per cent of these sul- phates, and the reaction continues after the water is in the boilers, giving, instead of the hard sulphate scale, a soft scale or sludge, consisting almost wholly of carbonates, which is easily blown or washed out. At some works, the water for steaming purposes is treated with a boiler compound which has the same purpose as a complete water­s0Ítening plant, but gives poorer results. ` The initial cost oi a water­softening plant depends principally upon its capacity, and, excluding accessory changes in pumping and piping systems, varies from $5,000, for a plant treating 100,000 gallons per day, to $18,000, for a plant treating 1,500,000 gal- lons per day. The principal item of operating expense is the cost of chemicals, which, for the river waters in the vicinity of Pittsburgh, varies from one cent per 1,000 gallons upward. Assuming that the cost is one cent per 1,000 gallons, the saving in chemicals is estimated as follows: SAVING IN REAGENTS. M onongahelo Rit/er. As previously estimated, the average daily hardness of the Monongahela Water, during 124 days of the low-water period of 1000, could have been reduced 30 parts per million, or 30 per cent. As stated later in this chapter, the average acidity of the Monon- gahela during this period could probably have been reduced 50 per cent. Assuming it could have been reduced at least the same percentage as the hardness, it is evident that 30 per cent less of the reagents would be needed. About 480,000,000 gallons daily are pump- ed from the river for industrial purposes, of which it is estimated that 30,000,000 gallons are treated either in water-softening plants or with boiler compounds to tit it for steaming purposes. This reduction in hardness and acidity by dilution would, therefore, enable a saving of $100 per day, or a total of $12,400 for the 124 days. Alleghetzy Кбит’. It has also been demonstrated that the hardness of the Allegheny water in 1909 could have been reduced an average of 26 parts per million or 28.6 per cent daily for 137 days of the l0w­water season. About 17,000,000 gallons per day are pumped from this river for steaming purposes between Kittanning and Pittsburgh. Not all this water is treated, but if it all were softened, the reduction in hardness would represent a saving of about $6,654 for the 137 days. Kiskimínetas Rit/er. Along the Kiskiminetas, between Saltsburg and the mouth, about 15,000,000 gal- lons per day are pumped from the river for industrial purposes, of which about 1,400,000 gallons are treated. As already shown, the low­water How of this stream would have been increased by storage to an amount six times its actual minimum for 137 days in 1908. It would be safe to say that this dilution would have effected at least a 50 per cent reduc» tion in the amount of reagents needed for treating the water during this period; or, ñguring on the basis of a cost of one cent per 1,000 gallons for reagents, would have enabled a saving of about $1,000 in the cost of water treatment. Ohio Ri?/er. There are 53 manufacturing plants of importance along the banks of the Ohio between Pittsburgh and the state line, employing about 28,000 men. The principal source 248 ACIDITY. of supply» for industrial use is the Ohio River, from which about 49,000,000 gallons are pumped daily for manufacturing purposes, about 5,000,000 gallons of which are used for steaming purposes and treated in water-softening plants or With boiler compounds. The I reduction in the cost of treating this water, due to dilution, would have amounted, in 1909, 10 about $2,000. This improvement would, of course, extend down the Ohio a consider- “ able distance below Wheeling, where, as previously shown, there would be a large increase in the low-water flow. Total Saving. The total annual saving in the treatment of river water for industrial uses effected by dilution would- therefore amount, on the three rivers, to about $22,000, or, at 5 per cent, the interest on $440,000. In 'building new water-softening plants, moreover, the in- vestment necessary would be smaller because less water would have to be treated and there would be less hardness and acidity to remove. REDUCTION OF ACIDITY BY DILUTION. Both the Allegheny and Monongahela Rivers receive large amounts of coal mine drainage. There are about 450 coal mines on the Allegheny Basin and 560 оп the Monon- gahela Basin, 150 of which are in West Virginia. In spite of the considerable amount of mine drainage emptying into the Allegheny, especially from the Kiskiminetas, the water of the main stream in its lower course has been practically always alkaline. This condi- tion, however, will in all probability not continue much longer unless the dry-weather flow be augmented; even now the water is frequently acid during each year. The Mononga- hela River, on the other hand, owing to its smaller discharge, which is only about one- third that of the Allegheny at extreme low water, and on account of the greater coal min- ing development in its basin, is highly acid. This is well known to the river men, and water for steaming purposes on boats plying the Monongahela is frequently brought in ñat boats from the Allegheny River. The greatest contributor to the acidity of the Monongahela is the Youghiogheny, as is clearly shown by the following analysis: Monongahela at C1airto_n . . . . . . . ..o.45 grains SO3 per U. S. gallon. Youghiogheny at Versailles... 7.91 grains SO3 per U. S. gallon. Monongahela at McKeesport . . . . ..2.03 grains SO3 per U. S. gallon. The principal objection to the acidity of the river water is its corrosive action on boilers. It also considerably shortens the life of exposed iron and steel parts on boats and on the locks of the navigation dams. Three-eighths inch plates have been eaten to a knife-edge in a year’s time, and the advisability of going back to the use of wooden lock gates has been seriously considered. The accompanying photographs, recently taken, show the effect of this acid water on the exposed steel parts of the locks. As an indication of the harmful acti-on of such water, and as an example of other instances, the actual facts about which are not so readily obtainable, the following letter of March 25, 1911, 10 Мг. Е. К. М0г50, Chairman of the Engineering Committee, is quoted in full: ' “Dear Sirz- “In compliance with _your oral request I have the honor to submit a brief statement of trouble that has been experienced at Lock 2, Monongahela River, on account of corrosion of steel lock_gates. _ “Т1115 lock is located _a sh_ort distance below the mouth of Turtle Creek near the Edgar Thompson furnaces and rail rnill. At this point the acid conditions are worse than at any of the other locks along the r1ver._ Repeated observations show that corrosion is most active 1n running Water. and hence 1s at 115 maximum along the edges of valves and bottom of lock gates, where there is leakage water under pressure passing with considerable velocity. Even> a minute opening, as for instance that about a slightly Iloosened rivet, Where there is any ¿OE X E2@ wo mmozmoŕo. .conm „Ж 22@ що шшоомот: 903% „ходом „ЗЗЩ Eoëwwsosoä .N .OZ моод .o3w> waz@ Eeuw под: EOM.. wo „оошщ ‚повод „ы .OZ моод .Bem 102 Бот we .öscoo ‚БЕЗ „бы: 1то< we „оошщ IO... . ...Q non C.’ 1 Ó’. О...‘ О’. ooo ‚н...- RELATION OF STORAGE RESERVOIRS TO SANITATION AND WATER SUPPLY. 249 pressure to force acid water thru it, appears to become a target for the most persistent attack of the acid, no accretion of rust being permitted to form as a protective coating. This prob- ably accounts for the way in Which one of the steel lock gates became so seriously damaged that it had to be removed. The gate was built in 1905 of nickel steel containing about 4 per cent of nickel. The miter and quoin posts and the horizontal frames were 20-inch I­beams of 65 pounds per linear foot, and the sheathing was of %­inch plates. The bottom frame and the miter post were entirely eaten away at their connection for about a foot, and the rivets along one of the bottom flanges were entirely missing for 10 or 12 feet. About two years ago in repairing these gates it was deemed advisable to remove the old gusset plate at the lower end of the miter post and replace it with a new 3%;-inch plate. One of these new SÃ,-inch plates for strengthening the corner of the gate was entirely consumed by the acid and on the other leaf of the gate only a remnant of the %;­inch plate was left. So greatly weak- ened had the gate become that the bottom I-beam on one gate showed signs of buckling under the pressure due to locking operations. “There was but little damage to the gate a few feet above the bottom, and even at the bottom it was much less near the heel post, doubtless owing to the fact that but little leak- age developed in that neighborhood. As to whether or not the nickel in the steel delayed the failure of the gate it is difñcult to say. It might be averred that the total failure in two years of the 3Ág­inch plates used for repairs argues in favor of the nickel having accomplished something. As against this, however, it must be remembered that the original plates, removed two years ago, were nickel steel and there was little left of them when taken out. The gus- set plates were exposed to more violent currents than the other plates and that too on both sides. Authorities on the subject of nickel in steel as a preservative against corrosion of late appear to think that no decided improvement will be found with less than from 20 to 22 per cent of nickel in the compound. Very respectfully, H. C. NEWCOMER, Lt. Col., Corps of Engineers.” At no time of the year is the Monongahela water free from acidity and it is practi- cally always treated before being used for steaming purposes. This treatment consists in adding enough milk of lime to neutralize the CO2 and SO3. During low water, the acidity becomes noticeably greater and shows a sudden increase at any rise in the river during this period, owing to the flushing out of the acid accumulated in the pools formed by the navigation dams. The amount of acid in the water is so variable that constant watchfulness must be employed in the operation of water­softening plants. Plate 90 shows the daily acidity of the Monongahela at Homestead for 1907-1910, inclusive. As there is no record of the daily discharge of the Monongahela River during low water, the probable reduction in acidity that would be obtained by dilution cannot be determined as was the reduction in the hardness of the Allegheny. It seems reasonable to estimate, however, that during the 123 days from july 1 to October 31, 1909, inclusive, when, as has been shown, the increased discharge would have been four times the actual minimum, the average acidity of 18 parts per million would have been reduced 50 per cent. PITTSBURGH FILTRATION SYSTEM. The Pittsburgh Filtration Works are located at Aspinwall, on the right bank of the Allegheny River, 7 miles above the Point at Pittsburgh. They were built in 1905-1908, with 46 ñlter beds of one acre each, at a total cost, including land, of about $6,120,000; and the construction of 10 additional filters is now completed, at an additional cost, in- cluding land, of about $790,000. The intake is located at Ross Station, about one mile above Dam No. 2, Allegheny, and seven miles above the Point, so that there is no possibility of any Monongahela water reaching the plant, and only the Allegheny water has to be treated. From this intake the water is pumped into three concrete­lined settling basins, having a combined capacity of 119,000,000 gallons, where it remains an average of something over 24 hours. From the sedimentation basins the water flows by gravity through the filter beds, which are of the covered slow-sand type, and thence into a covered clear-water reservoir of 50,000,000 gallons capacity. From there, still by gravity, the water Hows through two 72-inch riveted- PLATE 90 Parts per` million zoo «so loo 50 0 500 450 400 sso 500 250 2 00 nso iso soo loo 50 50 0 0 soo Ysoo 250 aso zoo 200 :so lso loo loo 50 50 0 0 450 450 000 400 550 :so 500 soo 250 25, 2°° zoo ‘ю 150 100 ЮО 50 0 January February March April May June July August September October November December Acidity of Monongahela River at Homestead. Parts per m/lllon RELATION OF STORAGE RESERVOIRS TO SANITATION AND WATER SUPPLY. 251 steel mains, incased in concrete, across the Allegheny to the Brilliant Pumping Station, when it is lifted to the distributing reservoirs in I-Iighland Park. The action of a slow-sand filter depends upon the formation and preservation of the bacterial film, layer of dirt or filter medium at the surface of the sand, which retains bacteria and organic life and does not permit their passage through the sand bed. As this dirty layer becomes thicker the filtration head increases. When the loss of head reaches about five feet the filter is thrown out of service, the dirty layer scraped off and the filter again placed in use. At Aspinwall trouble has been experienced with a peculiar kind of clogging, which tends to decrease the length of run of a Hlter, ibut may at the same time increase the efficiency, by adding to the filter medium a sort of coagulated mat which settles on the surface of the sand. The peculiar turbidity and cementing action of something in the water acting upon the filters has been for some time the subject of expert investigation at the Filtration Works. While the studies are not as yet sufficiently complete to permit a final report, they seem to indicate that the presence of some combination of iron salts has been the cause of the greater clogging. It is believed that the iron compounds change after the water has passed into the filters. The iron comes from the mines and culm banks, where the iron pyrites is dissolved and washed into the streams, and later is changed into one of the iron hydrates. This iron hydrate is, to a certain extent, deposited in the bed of the river, especially during low stages, and is stirred up and carried along by high water. It is evident, therefore, that very low water, on account oftthis deposition, and because of the fact that iron and acid conditions are more concentrated at that time, and high water, on account of its “stirring” action, both reduce the effectiveness of the filters. On acount of the extensive mining developments within its watershed, the Kiski- minetas River is naturally the principal contributor of iron to the Allegheny water. Other streams entering the Allegheny in the stretch of 60 miles above Aspinwall also contribute acid at times. The principal offender on the Kiskiminetas, as shown by analyses made in August, 1909, by the Filtration Division of the Bureau of Water, is Loyalhanna Creek. Black Lick Creek, which also has many mines upon its drainage area, is another large con- tributor. The reservoirs proposed upon these two streams may largely remove the iron content of their waters, Iby settlement during long storage. But even if these waters should be but little improved by storage, the iron-impregnated How from the Kiskiminetas drainage area, on reaching the` Allegheny, would be l'very greatly diluted by the increased low­water How of that stream, which would be practically free from iron, for very little of the remaining storage on the Allegheny Basin is on streams carrying large quantities of mine drainage. It is not expected that the reduction of Hood heights in the Allegheny by reservoir control will decrease the turbidity during the Hood season to any appreciable extent. It is certain, however, that less suspended matter would be deposited in the channel if a uniform summer How were maintained; while the amount of material stirred up and carried in suspension during the small summer and fall rises would be considerably less, owing to the equalization of the How during this period. Trouble with acid water has also been experienced in the operating efficiency of the filters. While acid has a sterilizing effect on the bacterial content of water, it is at the same time detrimental to the successful operation of sand filters, because it acts upon the filter mat, killing the bacterial life and destroying the schmutzdecke in places. The dis- solving of the filter mat naturally decreases the loss of head, but also allows the finely di- vided particles of suspended matter to enter the fbody of the filter, and might, if carried 252 PITTSBURGH FILTRATION SYSTEM . to a sufficient degree, cause what is termed “sub-surface clogging,” z'. e.-­-the closing of the interstices of the sand below the surface of the filter, which would necessitate the re- moval and cleaning of all sand to a depth bel-ow the line of clogging. With the increase of low-water flow and consequent dilution that would take place if the flood control reservoirs were built, all possibility of acidwater would be removed. If the low-water flow of the Allegheny were increased to several times its present amount, there would undoubtedly be a considerable saving in the cost of operating the Pittsburgh Filtration System. Under favorable conditions the average run of a filter at Pittsburgh is from 30 to 40 days, while under unfavorable conditions, it has been as low as from 15 to 17 days. It is not possible, with present experience, to estimate how much the run of a filter would be lengthened through the proposed improvement of the low- water flow, but it is obvious that the reduction in the number of cleanings per year would be considerable, and would lessen the total cost of maintenance. BENEFITS OF REDUCED FLOOD STAGES. With present conditions during floods the sewerage system of the city is unable to perform its duties, owing to the rivers backing up in the sewers. The reduction of flood heights by storage reservoirs would greatly reduce the area thus affected by backwater in the highest floods, While in ordinary floods there would be no backing­up. In any later plans that may be devised for improving the sewerage system, moreover, the reduc- tion in flood heights would greatly simplify the design and considerably reduce the cost, especially if such plans should provide for transporting the sewage through main inter- cepting sewers. CoNC1.Us1oN. N 0 estimate can be made, at this time, of the saving that the reduction in the flood stages would accomplish by the improvement of the conditions to which later designs for a comprehensive sewerage system must conform. As stated above, moreover, it has not been possible to arrive at any approximate figures representing the very considerable benefits of increased low-water flow to the Pittsburgh Filtration System. But even ex- cluding these and similar benefits to other river communities, the total value of the im- provement in the quality of the river Water for domestic and industrial supply, due to the increased discharge during dry weather, would seem to warrant, as shown in the preced- ing pages, an expenditure of ab-out $6,000,000 for reservoir construction. CHAPTER XII. RELATION OF STORAGE RESERVOIRS TO WATER POWER. The investigations of the Flood Commission have not included a detailed study of the water power possibilities that would result from the construction of reservoirs pro- posed for Hood prevention. The examination of the streams for the preparation of this report, however, disclosed the fact that there are a number of places, particularly in the drainage area of the Monongahela River, where steep slopes in the channels of the principal tributaries occur below the sites of some of the large storage reservoirs that are recommended. The natural conditions on certain streams are thus favorable, under well­planned combinations, for power development of considerable magnitude. The effect of the manipulation of these reservoirs, if built, would be to increase the minimum How. Surplus storage, which is also possible, in many instances, by enlarge- ment of the Hood control reservoirs, would further increase this minimum How. With a definite flow of considerable amount thus assured, at any of these localities of steep channel slope, it would only be necessary to apply a method of obtaining the available head. The Cheat, Youghiogheny and Tygart Valley Rivers offer favorable locations for water power development, above each of which storage capacity is feasible, amounting to a number of billions of cubic feet. On the Cheat, about 20 miles abo-ve the mouth, the fall in a distance of 10 miles amounts to 270 feet; and on the Youghiogheny, at Ohio Pyle, 60 miles above the mouth, there is a fall of 95 feet in a distance of 2 miles. About 28 miles from the mouth the Tygart Valley has a reach of 7 miles, which slopes at the rate of about 30 feet to the mile. The Clarion, tributary to the Allegheny, while not favored with steep slopes, presents, on the lower reaches, an example of water po-wer possibilities from a group of well located reservoir sites of large capacity. Similar pos- sibilities obtain upon some of the other principal tributaries. In the aggregate many reservoir sites are feasible on the principal tributaries and on the branches, and these, under manipulation directed by state or national authority, could, in combination with the main projects, be made to effectively produce power and assist in the regulation of the navigable parts of the rivers. Н 0 ~.Q.<>°.\1.O\«.f~+>¢.»i° APPENDIX. Pa e FOREST CoNDITIoNs oN THE ALLEGHENY AND MoNoNoAHELA BASINS . . . . g3 PRECIPITATION . . . _ . . . . . _ . . . . . 42 STREAM­PLow . . . . . . . . . . . . . . . 80 SURVEYS AND MAPS . . . 320 METHoDs oF FLooD RELIEF IN FOREIGN COUNTRIES . . _ . . . 332 PREVIOUS PAPERS AND REPORTS. . . 349 REFERENCES To FLooD LITERATURE . 397 RECEIPTS AND EXPENDITURES . . 433 CoNTRIEUToRs To F1000 CoMMIssIoN FUND . 435 APPENDIX NO. I . FOREST SERVICE, UNITED STATES DEPARTMENT OF AGRICULTURE HENRY S. GRAVES, Forester. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS By J. н. FOSTER. Assistant Chief of State Cooperation, O. D. INGALL, Forest Agent, Forest Service, and RAPHAEL ZON, Forest Service. Accompanying forest map of these basins prepared by the Forest Service and the Pennsylvania Department of Forestry. Base map by Flood Commission of Pittsburgh. APPENDIX No. 1. FOREST CONDITIONS ON THE ALLEGHENY AND MON ONGAHELA BASINS. Summary and Conclusions-­-Erosion and Run-oñ’­Topography, Rocks and Soils-Forest Conditions-Forest Types and Humus Develop- ment-Relation of Cleared to Forest Areas-Reforestati0n-Conclu- Ísìions-Description of the Drainage Basins-Forests and Stream- ow. . ‘ PART I-SUMMARY AND CONCLUSIONS INTRODUCTION. The Flood Commission of Pittsburgh was organized for the purpose of ascertaining the_possi- bilities of conserving the íiood waters of the Allegheny and Monongahela Rivers as a means of pre- venting the annual damage at Pittsburgh and elsewhere along these rivers, and of increasing the low-water How. In connection with the engineering work, which has included surveys of various drainage basins and the gauging of important streams, it was felt that a forest map of the entire watersheds show- ing the amount of forest cover and the general surface and forest conditions would aid the Com- mission 'materially in reaching conclusions relative to the How of the different streams. At the request of the Commission the Forest Service and the Pennsylvania Department of For- estry have prepared a forest map of the entire Allegheny and Monongahela watersheds* The field work began in October and was completed the latter part of December, 1910. In addition to the data -obtained by the parties in the ñeld, a large amount of information was obtained from the field maps of the U. S. Geological Survey for areas where more recent topo- graphic sheets have been made. Acknowledgments are made to Mr. A. B. Brooks, Forester of the. West Virginia Geological Survey, whose exhaustive studies of forest conditions in that State enabled him to furnish considerable information, and also to many lumbermen and surveyors, state and coun- ty oñ’icials and others who aided in the collection of data in the field. This report is intended to accompany the forest map and explain in more or less detail the forest and surface conditions on the drainage areas of the various streams, which could not be graphically shown on the map. It was intended in the beginning to indicate on the map the con- ditionof the .humus on the forest land and its relative protective and absorptive capacity, as well as the location of all waste and barren areas. The collection of this information in detail was ren-- dered impossible by the 'heavy fall of snow early in November, which remained on the ground throughout the remainder of the examination. Therefore, these features have been discussed only in a general way in the report. The relative humus forming capacities of the different forest types are explained in the chapter which discusses forest types. In the absence of topographic sheets it was necessary to use enlarged county maps. These were mostly of very Iold date, although in one or two instances, as in Erie County, Pennsylvania, re- cent maps were available. Maps of the areas in New York not yet covered by the U. S. Geological Survey were kindly furnished by the State Highway Commission. . The forest data was placed on these maps in the ñeld, and because of the large scale the _work was done with considerable detail. Although quite a little of this detail has been lost in transferring to the map, which was made on a scale of 6 miles to 1 inch, the relative proportion of cleared and wooded areas is preserved, and the form and location of these areas are indicated as care- fully as possible. Forests still unlumbered or practically in virgin condition are shown in heavy green. The prevailing types of forest are shown by letters. The streams mentioned in this report are in general those whose names appear on the map. In several instances, however, streams are described, which, though shown on the map, are not named; and some streams, though shown and named on the map, are not described separately, because the forest conditions are not sufiiciently distinct to merit it. It is probable that fully two thirds of the wooded area, excepting the virgin spruce forests in *This map will be found in pocket at back of book. 4 FACTORS WHICH INFLUENCE EROSION AND RUN­OFF. \l\/'est Virginia, has burned one or more times. Light surface burns where the timber has not been killed or badly injured were not identified. Severe burns are shown by hatching. It was the original purpose to show on the map the areas either cleared or in forest, which should be kept in forest permanently. This, however, was found to be inexpedient. The present wooded areas are largely on steep, rocky land, and the greater part of them should remain in for- ests either for purposes of protection, or, within agricultural and mining regions, for the local pro- duction of timber. Denuded and waste lands should be reforested. ' FACTORS WHICH INFLUENCE EROSION AND RUN-OFF. In the Northern States the action of water on the land surface and the flow of streams are essentially different from what they are farther south in the Piedmont Region. This is due to the more humid climate and shorter growing season in the North, which permit a greater humus development; to a much greater capacity for the formation of a grass cover over to soil; to the podous, rocky or sandy character of the soil itself, and the close underlying rock formations; and to the fact that a protective blanket of snow lies over the land for long periods when the precipitation is greatest. These conditions are found in the Allegheny and Monongahela watersheds. In the Piedmont Region, on the other hand, where deep, clay soils predominate, and conditions op- posite to those of the North exist, the erosion and gullying effects of the run-off are manifest to a degree entirely impossible under northern conditions. It should not be inferred that soil erosion does not exist on the drainage basins of the Alle- gheny and Monongahela. The wearing down of this plateau region and the cutting of deep gorges by the streams have been going on for ages. It is only when erosion becomes abnormal, as re- vealed by gullied fields and roadways and the washing away of stream banks, with excessive tur- bidity of the streams themselves, that man realizes its harmful effects and tries to remedy them. Such abnormal features do not exist to large extent in the watersheds under examination, and ero- sion, therefore, is not an important factor. Other things being equal, the capacity of the soil to absorb the water which falls upon it determines the amount of erosion. Where the forest conditions are undisturbed and the humus or natural vegetable covering of the soil has not been burned, erosion is unnoticeable, and the streams run clear. Even where the forests have been extensively lumbered, and fires have burned periodically, there is little increase in the turbidity of the streams. This is the situation over the eastern tributaries of the Monongahela which flow from the forested areas and over most of the headwater streams forming the Allegheny River. These waters are clear to а marked degree. The tributaries flowing from areas which are primarily agricultural are not so clear. In corn- parison with the streams which flow through the Piedmont, however, their turbidity is not mark- ed. The clearing of land is the factor which makes soil erosion abnormal to the slight degree that it is in the interior basin region of the Allegheny and Monongahela watersheds. Examination has shown that gullying takes place occasionally on badly tilled land on steep slopes, and fre- quently along steep roadways. The banks of swiftly flowing streams often give way during sea- sons of freshets. Fields sometimes gully during excessive rainfalls, but afterwards become grass grown. Examples of excessive erosion are not frequent. In the most prosperous agricultural sec- tions the slopes are often cleared to their summits, and steep rounded knobs are in the best of cultivation without any erosive effects. It rarely becomes necessary to terrace the slopes. Where the soil has washed in places, more rational systems of cultivation, such as deep plow- ing, increasing the humus content of the soil by alternating with forage crops, tile drainage, ter- racing on the steepest slopes, and the addition of lime to stiff clay soils, will remedy the difficulty. There is little land now in cultivation or in grass which cannot be maintained in a prosperous condition by proper farm management. What has been said regarding the general absence of erosion does not indicate that the soils are capable of absorbing all the moisture that falls. The absence of serious erosive effects is attributable to a variety of factors, some of which have been mentioned briefly. The rapidity of the surface run-off, however, is much more pronounced, even though the soils are far more por- ous than the heavy, clay soils of the Piedmont. Limestone soils, when cleared, are susceptible to erosion and rapid run­off, although when covered with a humus layer in the forest, they are extremely absorbent. Shale soils on steep slopes give rise to rapid run­off, and when not in forest the erosion is considerable. The best of the shale soils, as well as the limestone, are in FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 5 cultivation, or, on the steeper slopes, in pasture. Shale disintegrates rapidly, and for this rea- son is not easily exhausted. Unfortunately, however, the humus covering is generally thin, and on cut-over or poorly wooded slopes where fires have been prevalent, the run-off of water is rapid, even though the thin and slaty character of the surface prevents appreciable erosion. The sandstone soils are on the mountain ranges and the high plateaus which form the headwaters of most of the tributary streams. Little of this class of soil is carried in the streams. The sur- face of the ground is usually covered with angular and massive rocks, and the underlying bed rocks are Hssured or broken so that water absorption is satisfactory, if there is some vegetable matter in the soil. In.all classes of soil, a complete humus cover increases its porosity, and, on these watersheds at least, effectually prevents erosion. Since most of the remaining wooded areas are on steep slopes where the soil is shallow and less absorptive, and there is a greater tendency for the wnater to run off rapidly, the importance of a humus cover cannot be overestimated. Thick humus contains a hig-h storage capacity even where the soil conditions and gradient are ordinarily un- favorable to water absorption. The accumulation of humus on forest soils undisturbed by ‘fire or lumbering depends, of course, on the structure of the soil and the species forming the forest. A light, porous soil encourages rapid oxidation and decomposition of vegetable litter, and thin- crowned trees furnish less vegetable litter and permit more light and air to reach the ground. A heavy humus is not often found under these conditions, but rather where there is a dense crown cover, moderate exposure to air, and moisture in the soil. G The wooded areas, remaining on these watersheds are in a large measure true forest lands Most of them are on steep, rocky slopes underlaid with formations of sandstone, which it is es- sential should remain wooded, while humus conditions should be improved. It is a recognized fact that of the tributaries of the Monongahela River, those which rise in the heavily wooded sec- tions of the eastern divide are much more uniform in How, have lower Hood crests, and carry far less sediment than the upper Monongahela waters which drain an 'entirely agricultural,lt section. In Pennsylvania, interesting comparisons have been made during periods of drought of the How of streams through deforested and through well wooded sections. The streams through well wooded sections maintained a larger and more uniform Вот?“ The opinion of old residents in every part of these watersheds is that destructive lumbering and the burning »of the humus cov- ering of the soil Ihave been the causes of the drying of springs and streams during summer droughts, and of the rapid rise and fall of water following heavy Irainfalls or quick melting of snows in the winter or spring. On cleared lands, good humus conditions can generally be main- tained by proper methods of farming. On forest lands, protection from fires is absolutely necessary to insure these conditions. There are two classes of land on these watersheds which are a menace to the future pros- perity of the 'region and which far-sighted citizens should seek to improve as long as there are any existing means for doing so. One of these is the waste land which -occupies more than half .the area about the great coal mining centers of Pennsylvania, east and south of Pittsburgh, in- cluding the lower drainage areas of the Monongahela and Youghiogheny, parts of the Conemaugh, and its headwaters in Cambria County, the Kiskiminetas and Loyalhanna, the headwaters of the Mahoning in southern Jefferson County, and parts -of many other drainage areas where coal min- ing is now carried on or where the deposits have become exhausted and the lands abandoned. The other class of lands consists of the -denuded and burned forest areas on the sandstone and conglomerate plateaus which cover the high elevations in the northeastern Allegheny headwaters centering about McKean County, Pennsylvania, and extending south along the divide. The same class of land is found t­o a less degree in the Laurel and Chestnut ridges, which extend from West Virginia north into Pennsylvania, and over large scattered areas on the Monongahela head- waters, especially in eastern Randolph County, West Virginia. The waste mining areas are too poor for cultivation or even good pasture land, and natural reforestation can never be assured. They are mostly rocky and desolate, and covered at best with vines, weeds, and a scattered, scrubby growth of nearly worthless trees. T-he badly cut-over and burned forest lands bear stands of fire cherry, aspen and worthless oaks, with no humus covering the thin soil or naked rocks beneath. Not only are these (‚то classes of land without present value, and in such condition that they add to the disastrous Hood conditions of the streams by the rapidity of the run-off from them, but the conditions are constantly becoming worse, De- *Annual Report of the Water Supply Commission of Pennsylvania, 1908. 6 GENERAL CHARACTER or THE TOPOGRAPHY. teriorating, erosive influences are not apparent in a day or a year, but rapid run­off and the slow but increasing impoverishment of surface soil and humus, and the difficulty, if not impossibility, of the renewal of forest growth because of fires, continue, until in the future there will be no foundation upon which to rebuild and bring back their former productiveness. After becoming saturated as a result of long-continued precipitation, these lands, even in their most prosperous `condition, would not prevent disastrous floods in the lower streams. The tendency, however, would be to reduce the violence and frequency of the floods. In addition to this, all lands should be capable of producing something of value, and for the sake of fu- ture prosperity there should be a permanent forest and agricultural development. To bring this about, more intensive farming methods are needed for agricultural lands, and absolute protec- tion from fire for non-agricultural lands. Waste lands cannot usually be brought back to forests without planting. The progress of industrial development along the lower river courses, with the narrowiiig and' clogging up of the channels by railroad embankments, fills, and construction material, will make it necessary to resort to artificial means of holding back flood waters in the tributary basins. The value of this artificial control and the work of protecting and developing the lower river courses may be rendered much more effective by the protection of the forests, the humus, and the soils at the headwaters. GENERAL CHARACTER OF THE TOPOGRAPHY, ROCKS AND SOILS The entire region drained by the Allegheny and Monongahela Rivers is a rolling and deeply dissected plateau, which slopes to the west from the escarpment or “face” of the Allegheny Mountains. The general features of a plateau are only interrupted by parallel mountain ranges which extend northeastward from West Virginia into western Maryland and Pennsylvania, where they decrease rapidly in elevation, become broader, and are finally obliterated in the Allegheny plateau. While the main divide between the Allegheny and the Susquehanna watersheds in cen- tral and northern Pennsylvania has all the features of a broad plateau, losing its mountainous character toward the north, the southern extension of this .divide, between the Monongahela and the waters flowing into the Potomac and the Greenbrier, assumes mountainous characteristics, the highest elevations exceed 4,500 feet, and the topography is rough and steep. In western West Virginia, the topography of the divide is rolling, and the elevation does not exceed 1,800 feet. Throughout the drainage basins the erosion of stream valleys and the peculiar feature of streams cutting their courses through parallel ridges have given a precipitous and even moun- tainous character to the topography. From the broad, elevated headwaters of the streams, how- ever, _the true plateau character of the topography is easily recognized. The elevated plateau of the extreme north, including most of the northern tier of coun- ties in western Pennsylvania, is capped with hard conglomerate or coarse sandstone. This plateau has been deeply dissected by many streams which have narrow, rough and stony valleys. Only. the larger streams have bottom lands of any extent, and these are alluvial and derived from the shales underlying the hard top layers which the streams have exposed in cutting their valleys. The plateaus have, in general, sandy and rocky, infertile soils, classified under the DeKalb* series. The more fertile clays, which are derived from the lower shale rocks, and are classified as Upshur soils, are exposed where the sandstones and conglomerate layers have been removed. Toward the basin of central western Pennsylvania, the elevations are lower and the rocks consist of a mixed series of shales, finer sandstone and limestone layers with coal beds. These finer­grained and less durable rocks have given rise to a gentler topography, generally with round- ed hills and moderate slopes. The valleys of the streams, however, are still deeply cut below the general level of the high ridges, which form the minor divides of the streams. These ridges are usually capped with the same harder layers which are found farther north. In southern Pennsylvania and West Virginia, the country, especially toward the east, where it is distinctly mountainous, is characterized by a series of wide valleys with moderate relief, and bounded by high, precipitous hills or ridges running northeast and southwest. As the eastern watershed is approached, the ridges are more numerous and the valleys narrower, culminating in a plateau country similar to that of the North-, The soil is sandy and deeply covered with large rock fragments, though at the extreme south, the ridges are capped with limestone, and produce a ` *The various soil designations in this report are those used by the U. S. Bureau of Soils. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 7 fertile soil especially adapted to bluegrass. The elevations in this country are the highest of the two watersheds, reaching over 4,500 feet. Limestone soils are on the whole more common in the Monongahela drainage than in the Al- legheny, and give rise to clays and loams which are fertile but very liable to erosion on slopes. A noticeable and interesting phenonenom along the Monongahela are the many deposits of rich alluvial soils in old abandoned stream channels. The western side of the Monongahela watershed, especially in its lower course, is a country of rich farm lands, while on the eastern side and at the headwaters of its large tributaries, the lands are mountainous and embrace a region which is suitable only for forest growth. The northern and northwestern border of the Allegheny watershed has in comparatively re- cent geological times been inñuenced by glaciation. The glacial forces which changed the nature of the original soil also gave rise to very distinctive and characteristic forms of topography which contrast very -strongly with the unglaciated country. The grinding of the great ice mass, and the various stream changes which occurred in glacial times, have smoothed off the original angu- lar topography to one of gentle relief, with rounded hills, wide valleys and meandering streams, bordered by extensive bottom lands or intercepted by lakes. The 50115 аге mainly an unstratiñed till of ground­up and reworked shales and sandstones of the native rock, mixed with the debris brought from the north by the ice sheet. Thus the Volusia soils, as they are called, are gen- erally fine-textured silt loams, loams or clays. Boulders and worn rock fragments from foreign rocks are found throughout. The depth of the soils is variable. On high hills the glacial soils are often very thin, but old valleys have been sometimes filled to a great depth. The action of water in glacial and post-glacial times has also given rise to sorted and stratified alluvial soils. Thus sand and sandy loams or gravels occur in some valleys. This glacial area, formed by the Wisconsin gl-acier, lies in a belt to the north and west of the Allegheny River. 11 runs in semicircular form away from the Pennsylvania-New York line above Warren and again crosses the line in the northeastern edge of the Allegheny watershed. The edge is marked by a terminal moraine with more stratified materials and typical morainal forms, such as kettles and valley trains. То the immediate south and east of this belt lies a transitional zone, with only scattered gla- cial soils, and topography only slightly modified from the non­glaciated forms to the south. These soils are derived from finer sandstones and shales, and are spoken of in detailed reports as the \lVarren series. ‚ Т11е great non­glaciated region previously described lies to the south of this, and has a more angular topography, and soils derived from native rocks. While alluvial bottom lands are absent along the narrow, swiftly­Howing, and eroding streams, they are quite general in the broader valleys, even at high elevations, and near the divides in glaci- ated territory at the north, where streams are sluggish and have not yet found their way to steeper slopes. Deposits of bituminous coal underlie the greater part of these watersheds from the line of gla- ciation in the northern counties of Pennsylvania to the headwaters of the Monongahela and beyond, except portions of the eastern plateau and the parallel mountain ranges. The deposits north of Pittsburgh belong only to the lower formations, Monongahela, Conemaugh, Allegheny and Pottsville. In the south, the Greene County and Washington County formations are included, the lower mea- sures being deep seated. Gas and oil are found scattered in a belt running from Cattaraugus and Allegany counties, New York, southwest through Pennsylvania and the western counties of West Virginia. FOREST CONDITION S. In no region of the United States have the natural forest conditions been more extensively modi~ Бей by agricultural and industrial development than in the greater portion of these drainage areas. Throughout the central basin area, toward which the Allegheny and Monongahela Rivers converge, the soil was long ago found to be valuable for agriculture, and this 'was the first incentive to clear the land. This was followed shortly by the development of the coal mining industry. The fact that one-'half or more of the coal supply of the country is located in this region is one of the most important causes of the present changed condition of the forests. As early as 1825, itis reported that 3,500 tons of coal were used in the vicinity of Pittsburgh. In 1846, the local consumption had increased to 46,400 tons. 111 111е meantime agriculture had reached a high state of development and extended over the entire watersheds, except the mountainous headwaters of the Monongahela tribu- 8 FoREs'1‘ TYPES. taries, with the ridges extending north into Pennsylvania, and the rough sandstone plateau section in the eastern and northeastern portions of the Allegheny watershed. These remained almost in their virgin condition until later years. Agricultural development was accompanied by such an extensive clearing of land that even at that time many counties, such as Erie and Crawford in northwestern Pennsylvania, and Allegheny, Washington and Greene, farther south, contained few timbered areas except scattered and isolated woodlots. The impetus given to forest destruction by the introduction of the iron industry and by the use of charcoal for fuel dates back to‘ the early part of the century and went hand in hand with agri- cultural and grazing development. The oak and other hardwood forests of the western counties were consumed, and the best lands used for farms or pa-stures. The lumber industry has been a separate and later development, and within the last sixty years has been of chief importance in sections north of the coal belt throughout the headwaters of the Allegheny. Previous to this time only the white pine in the river valleys was cut extensively. Sub- sequently the hemlock, which, with pine, was the important species, was cut for bark. The early his- tory of the tan bark industry of Pennsylvania was one of reckless exploitation and waste. Saw- mills were established as soon as the pine, hemlock and hardwoods away from the main valleys became marketable. At the present time, the lumber industry in the Allegheny headwaters is rapidly disappearing, and only a few small areas in two or three counties contain any of the original pine or hemlock. The great areas of forest land are now stripped and abandoned, except for th-e ñnal cutting of mine timbers, ties, pulp and extract wood from the inferior hardwoods that were left. No other feature of pr-esent logging begins to be so disastrous as the cutting of small hardwoods for chemical plants, without any provision for ñre protection and reforestation. Many of the larger lumber companies, after completing their operations on the Allegheny head- waters, moved to the Monongahela headwaters in West Virginia and Maryland. The inaccessibility of the timber, and the diiiiculty of logging in the mountains forming t­he divide of the Monongahela, has left this section the last in the entire watershed to be exploited. The Youghiogheny head- waters in Maryland are almost completely cut over, and the remaining bodies of virgin timber are on the Cheat and some of its tributaries, and at the headwaters of Tygart River. There are said to be eighteen band sawmills now in operation in or adjacent to Randolph County, Vl/'est Virginia. If this is true, then the lumber industry is probably at the height of its development, and the next ten years will doubtless witness the abandonment of most of these mills. Spruce, hemlock and yellow poplar are the most important species now being logged in the virgin for-ests of West Virginia. On land formerly logged, small mills are cutting oak and all other species for a variety of uses, and immense quantities of mine timbers are shipped to the Pennsyl- vania mines. Yellow poplar is shipped to pulp mills in West Virginia and outside the State. Throughout these watersheds the use of firewood is limited, because of the abundance of coal, oil and gas. Natural gas is cheap and used almost exclusively for fuel and light in most of the towns and even on many of the farms. The disastrous cutting of wood for charcoal, which was responsible for a large part of the earlier forest destruction in the mining region, has been largely eliminated within recent years. Woodlot conditions, however, have not improved generally, because of the demand for mine timbers, fence posts, ties and poles. In some purely agricultural sections, like parts of Clarion and Indiana counties, the woodlots are in good condition. This is also true of counties partly or wholly inside the region of glacial drift, where 90 рег cent or over of the land is cleared and in farms or pastures. In still other woodlot sections, as in the western counties of West Virginia and parts of Pennsylvania, where stock raising has been an important industry, but is now diminishing, large areas of pasture are being reclaimed by forest growth and will in time become valuable woodlots. The restocking of abandoned pasture lands, however, is far from being the noticeable feature that it is in the Piedmont region of the South and in the more eastern states, where pine reproduces naturally and abundantly. Even in the best pine region of the northern counties of Pennsylvania, second-growth stands of pine are not frequent, and where found are badly injured by the weevil. The steep, rocky slopes of the streams and rivers, which are characteristic of these watersheds, are nearly always found in forest growth, even where all other areas are cleared. This has an im- portant inñuence in holding the banks from more rapid erosion, and such areas should always re- main in forest. FOREST TYPES AND THEIR RELATION TO HUMUS DEVELOPMENT. As. already stated under “Factors Which Influence Erosion and Run-ott,” the 'accumulation of FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 9 humus on forest soils undisturbed by fires or lumbering depends in a large measure upon the species forming the forest and the character of the forest types. The original forest types found on these watersheds have been greatly obscured or obliterated by lumbering and tires, and by the changes in soil and moisture conditions due to these agencies and to the mining industry. The change from one type to another is so rapid that close distinctions cannot be made over extensive areas. The types are, however, quite prominent on small areas, On the accompanying map an effort has been made to indicate by letters the types which are dominant over extensive areas. The most con- spicuous of these are the following: (1) Mixed oaks and chestnut . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Q. (2) Hemlock and hardwoods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. li, (3) )À/'hite pine . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. “Г. Р. (4) Beech, birch, maple and basswoocl . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. B. В. (5) Spruce . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. S. (6) Brush . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Br. Mixed Oaks and C/zestnut. This forest type mainly occupies the slopes and ridges on the dry, thin soils derived from sandstone and shales. In Pennsylvania, it is found at all elevations to the high lands bordering the Susquehanna divide, whereb it is confined to warm southern aspects. On north slopes, at higher elevations, it gives way to mixed hardwoods and hemlock, or chestnut mixed with these species, though with the oaks largely absent. In the l\/Ionongahela watershed this type occurs similarly, giving way to the beech, birch, maple and basswood type at about 2,500 feet or over, or to mixed hardwoods with yellow poplar or moist limestone soils. It is most abundant on dry­ 'southern exposures on the slopes of stream throughout the watersheds, and on the lower slopes of the parallel ranges in southern Pennsylvania and in West Virginia. In the Allegheny River valley in New York and northern Pennsylvania it is the prevailing type. It «is also the prevailing type on the drier 50115 of the woodlot regions, often changing to nearly pure stands of oak, typical of the southwestern counties of Pennsylvania, or to stands where chestnut is nearly pure in groups. Various species of oak comprise the type. On the lower, richer soils, white oak predominates. Red oak is common in the mixture, and chestnut oak, while much less common in the northern Alle- gheny tributaries, increases in abundance toward the south. Pitch pine occasionally occurs with the oak on thin sandy soils on exposed slopes at the higher elevations in northern Pennsylvania and in West Virginia. On the better soils of the Woodlot regions, hickory, ash, maple, beech and other hardwoods displace or at least obscure the character of the oak and chestnut type. Where fires have been severe enough to kill out the chestnut, ñre cherry and aspen are occasionally found mixed with the type. The humus conditions on the slopes where this type predominates are usually poor, due to the thin foliage .and rapid decomposition of vegetable matter. Repeated fires are prevalent, and cause the soil to become hard and baked, destroying its porosity and leading to a rapid run-off of thewater. Hem-lock and Hardwoods. The hemlock and hardwoods type in general occupies the moist north- ern exposures of the valley slopes and mountain ranges and the deep cool ravines and hollovvs. While often common on deep, moist 50115, it is largely confined to the steep, rocky slopes,both at high elevations and adjacent to the streams. Beech, birch and maple are the common hardwood associates, i but the hemlock is sometimes pure. Often the hardwoods are the principal species, with hemlock as an understory or as scattered mature trees. This condition is especially true where former lumber- ing operations have changed the original composition of the type. On the upper slopes and drier sites white pine is sometimes found with the hemlock, in place of the usual hardwoods. Cherry, ash and basswood also occur in this mixture. The type is common throughout the two watersheds, and occupies extensive areas on the slopes bordering the Allegheny and along such streams as the Clarion, Red Bank and Tionesta in the north, and the Cheat in West Virginia. At higher elevations it is abundant on the colder slopes of the mountains. The humus is usually moist and deep, and the continuation of the type depends more on a favor- able humus than upon the character of the soil beneath. Fires are less common than in the oak and chestnut type, and where the type prevails over large areas, it is significant of conditions favorable to water absorption and gradual seepage, rather than rapid run­oi`f. After lumbering, the type is subject to severe ñres, because of the great amount of very inflammable slash from the hemlock, and the large amounts of humus and duff which form the forest Hoor. It is generally succeeded by haŕd­ woods; sometimes by areas of brush and waste, where ñres have followed severe lumbering on thin, rocky soil. IO FOREST TY PES. White Pine. The white pine type in northern Pennsylvania formerly occupied the deep, porous, sandy loam soils of well­drained bottoms and slopes along the Allegheny River and as far as the heads of the various streams near the divides. It was also scattered in the valleys of the Monongahela tribu- taries in West Virginia. It was often pure over limited areas, and the trees grew to immense size. More often the type was associated with hemlock and the stand often exceeded 50,000 board feet per acre. The original stands have now almost entirely disappeared and there is little pine reproduction. The best second-growth stands are now found in southern Venango, Clarion, Jefferson, Indiana, western Cambria and Armstrong counties, and in the valley between the mountain ranges in Somer- set County. In the region of the Allegheny River, near the lower Clarion and Mahoning, some Еще stands of young second-growth white pine have developed. In no part of the watersheds does the type form a conspicuous part of the forest growth; over the greater part of the watersheds it is en- tirely a’bsent. _ ‘ Under the pine type the humus is usually thin. On exposed, sandy slopes, where pitch pine or white pine are found in open stands, the humus may be almost entirely lacking. It is best under dense young stands of white pine on nearly level land. Beech, Birch, Maple and Basswood. This type is most common at elevations above 2,000 to 2,500 feet, higher on exposed situations than on sheltered ones. In the Allegheny watershed it is found at the_ highest elevations on ridges and on the level or rolling plateaus of the tributary watersheds. It is there frequently mixed with hemlock, and sometimes with white pine and chestnut. It is the pre- vailing type over the barren sandstone and conglomerate arcas at high elevations at the headwaters of the Allegheny in McKean, Elk, Forest and Potter counties and north of the Allegheny in New York. In the woodlots, especially, it may often be found as either pure beech or pure maple, or with beech forming an understory with the other hardwoods. ' In \/Vest Virginia the туре often forms a narrow belt on the mountain slopes above the eleva- tions where oak is dominant, and below the spruce type. It is associated with yellow poplar at the heads of creeks on limestone soil, and commonly with hemlock. The largest amount of yellow poplar is found at the head of Valley River in Randolph and Pocahontas counties, and over the main divide in these counties. At its highest elevations it is found with spruce. Ash, cherry, locust and cucumber are sometimes found in the mixture. I This type has been extensively lumbered and badly burned, especially in northern Pennsylvania and New York. Where ñres have burned repeatedly, the type gives way to ñre cherry and aspen, which cover large areas either singly or together. These fire cherry areas are characteristic of im- mense stretches of country in central McKean and adjoining counties. The growth is thin and brushy, but its value as a soil cover is considerable. Under normal conditions there is usually plenty of soil moisture, and the humus covering is much better than at lower elevations or on more exposed slopes where oak, chestnut and other ‚ species in mixture are commonly found. Spruce. The spruce type occupies extensive areas at the headwaters of the Cheat and Tygart IRivers in Tucker, Randolph and Pocahontas counties, West Virginia, and is not found to any extent in any other part of the Monongahela watershed. It is entirely absent from the Allegheny water- shed. While formerly much more widely distributed at high elevations in West Virginia, and at the head of the Youghiogheny, in Garrett County, Maryland, lumbering and ñres have now so restricted the type that it is largely confined to the areas not yet logged above 3,000 to 3,500 feet elevation. It was formerly quite abundant between 2,500 and3,000 feet. Spruce Hourishes where the soil and atmospheric moisture is abundant, and it has been. able to compete at high elevations on thin, rocky soil with more exacting hardwood species. Thus it is found on steep mountain slopes, where a dense humus covers the rocks beneath, and in pure stands on the level, poorly­drained plateaus at the highest elevations. On the slopes it is mixed with hem- lock, and to some extent with birch, beech, basswood and hard maple. The area of the spruce type is being reduced each year by ñres and logging operations. Before lumbering began extensively, large areas were burned, and the timber was killed on the high Hats in order to furnish a summer range for cattle. Since then, logging followed by lires has transformed the type into brushy areas of aspen and cherry. Some of the steep slopes and thin rocky plateaus in eastern Randolph County are practically denuded, without tree growth of any description. Fires on cut­over spruce land are the most serious that can occur. The humus is usually burned away to the bed rocks, so that there is little or no surface to absorb the heavy precipitation and to regenerate another forest growth of any commercial or even protective value. In virgin spruce forests the humus accumulates to greater depths than in any other type found on these watersheds. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. . II The destruction of this humus by Hre after lumbering leads to a rapid disappearance of the type itself. Brush. In this report. brush lands represent areas where the growth has deteriorated to scrubby and nearly worthless species, such as fire cherry, aspen and scrub oak. These lands will not for many years, if ever, become naturally reforested with timber of commercial value. Young growth which consists of valuable species is classified under one ой the other types. The brush type covers areas formerly occupied by one of the previous types and now denuded because ой lumbering and fires. The hemlock and hardwoods type, and the beech, birch, maple and basswood type often become denuded in this way. The spruce type is also subject to similar trans~ formation. The soil is generally thin and rocky, and without humus. The type is common in small areas throughout the watersheds, but covers extensive areas on poor sandstone soils in the northern Alle- gheny tributaries and on slopes along railroad lines through wooded sections where the timber has been exhausted for mine props and chemical wood. It is less abundant in the Monongahela head- waters, where cut­over lands are generally in better condition. Examples ой this type on spruce lands are found at high elevations in eastern Randolph County, West Virginia. RELATION OF CLEARED TO FOREST AREAS. An examination of the accompanying map shows the extremely irregular distribution of the forested and cleared areas. These watersheds have been settled for many years, and the best agri- cultural lands have long 'been cleared and placed in cultivation or pasture. Extensive areas of for- est land, therefore, indicate the presence of thin, rocky soils of so little agricultural value that through all the years of settlement and devolopment these lands have remained uncleared. They are found in compact bodies in the northeastern counties of the Allegheny watershed in Pennsylva~ nia, and over the greater part of the eastern tributaries of the Monongahela in West Virginia, Mary- land and southern Pennsylvania. Away from these wooded regions the watersheds are largely cleared, and small woodlots prevail. Very little clearing of new land takes place. The woodlots occupy the least valuable soils, and there is no incentive to clear them. On the other hand, greater areas have been cleared than can now be properly managed under the more intensive systems of agriculture. Many farms have been aban- doned within the last twenty-Hve or thirty years. Immense areas in scattered lots, formerly cleared for pasture or practically denuded through the development of coal mining, are now abandoned. These lands are in part at least reverting to forest growth, and it is probable that the amount ой йог- est land within agricultural regions is increasing to some extent. Unfortunately, land which is thus thrown out of cultivation or pasture does not readily become reforested. In time, however, such species as locust, cherry, maple, and, to some extent in West Virginia, yellow poplar, become estab- lished, and mixed stands of hardwoods of low value develop. The present awakening to the possi- bility of greater future development of eastern farms and orchards, now following the western movement which has been in progress for the last thirty years, may result in the rejuvenation of many abandoned farms, and will undoubtedly lead to a more prosperous use ой the lands in culti- vation. In the wooded regions, the clearing of new land is going on wherever the soils are susceptible to cultivation, so that certain portions ой them are becoming more and more interrupted by clearings. This is true in sections ой Clearfield, Jefferson, Indiana and Cambria counties, Pennsylvania, and in some sections -of Upshur, Randolph, Tucker and Preston counties, West Virginia, and to a less de- gree in other counties largely wooded. The fact, however, that continuous wooded areas exist in sections close to centers ой population is conclusive that either the character ой the soil or the topography makes the land of poor agricultural value. The narrow bottomland valleys of the east- ern Monongahela tributaries are already cleared, and aside from some rich limestone areas at high elevations, which will be cleared in the future, the total acreage of forest land. is ‘not likely to de- crease to any great extent in the future. These forest lands are very largely confined to the sandstone and conglomerate ridges and plateaus or to steep, shale slopes along the streams where cultivation or pasturage would not be feasible. In general, while the clearing continues to some extent in forested regions, the great area ой rough, wooded country represented by McKean, Warren, Forest and Elk counties in northern Pennsylvania, the Laurel and Chestnut ridges, and other ridges and high sand- stone plateaus on the watersheds of the eastern tributaries of the Monongahela in southern Pennsyl- vania, West Virginia and Maryland will always remain in forest. The problem of surface run­off in relation to the clearing ой additional forest land is not of great importance. It is of far more importance that lands already cleared be placed under more I2 REFORESTATION. intensive systems of farm management if they are not to be reforested. Planting as a means of pre- serving the soil and increasing land values on cleared and abandoned areas will unquestionably be resorted to in the future. On forest lands protection from Hre will generally bring about the same results. REFORESTATION. In the descriptions of the various watersheds, mention has been made of the large areas of totally waste land which are unsuited for agriculture and which possess little or no woody cover. It has also been pointed out that in the agricultural sections there is more cleared land than can be man- aged under more intensive methods of farming. As a means of checking rapid run-off of water and helping to prevent damaging Hood conditions in the valleys, at least supplementary to the artificial methods of stream control proposed by the engineers, all these waste and unused areas should be reforested. Where there is already some tree growth, it should be fostered as a nucleus of a new stand, and properly managed and protected. Even if of inferior species, or in bad condition from abuse, it will act as a protective cover and a nurse crop. Planting under such circumstances will be confined to an effort to improve the crown cover by filling open places, or to underplanting with a more valuable species. Three things should be recognized at the outset in discussing plantations. First, it is useless to plant an area unless absolute protection from fire can be guaranteed. Second, planting is an expen- sive undertaking and the actual cash returns are not great when expressed as an interest rate on the investment. Third, planting should not be done in a haphazard manner. It requires a close study of the situation and expert management. For these reasons extensive planting is more likely to succeed if it is done by a community acting as a unit, such as a town, county or state, or by the large mine and timber owners. The community can exercise police powers for protection, can afford to make a long-time investment at a low rate of interest, employ expert advice, and give proper man- agement over a long period of time. Besides this the community takes into consideration the factor of public welfare, both present and future, which enters so largely into a problem of this nature, but of which the individual, unless purely philanthropic, loses sight. Portions of the waste lands in Potter, McKean, Forest, Elk and Warren counties should be replanted, as well as the great areas around the coal mining districts where the forests have dis- appeared through very severe cutting and Hre, The lands immediately around the coke ovens, how- ever, are unsuitable because of the noxious gases. The vicinity of a mining country is, on a whole, very favorable to planting, since there is always a constant market for small and rough products such as ties and mine props, which can be supplied by small ’and relatively young trees. A market for small products is thus a big factor in making intensive forestry a financial success. Planting in good agricultural regions for small local supplies on the farms is also recommended, and can be done on an intensive basis. Many of the farm woodlots which are in poor condition, too open or growing up to inferior trees, could be improved by judicious planting. The trees planted should, as a rule, be species native to the district. Exotics may be very successful, but they should always be planted at Hrst in the way of experiment. Some of the native species, however, are subject to insect or fungi attacks and should not be selected. Thus it can readily be seen that planting requires a close study of individual conditions, and detailed recom- mendations can only ‘be made for special localities. The large areas of rough land in the north will need to be planted in a way which will take into consideration the value of the forest for protection and the production of timber suitable for lumber on a long rotation. In the coal mining regions, ­the excellent demand for mine prop timber will allow of more intensive methods and a crop of quick­growing trees on a short rotation. It would be well also to plan to raise at the same time a crop of more endur- ing trees on a long rotation, both for soil protection and in order that the forest may produce large timber when the local coal supply is exhausted. In this coal region, much of the land has been unsuited for agriculture on account of the sinking in of coal mines. During this process the moisture content of the soil has been very much modified. The increased underground drainage has improved the condition of some of the heavier soils, but has caused the lighter soils to become dry. There- fore, the former growth on these lands is not a safe guide as to what to plant. This whole subject has been more fully discussed and suggestions given in Circular No. 41* of the Forest Service. The results obtained by the company mentioned in the circular have been very fair. Of the species recommended, the larch, maple and yellow poplar have not been a success. In *Forest Planting on Coal Lands in Western Pennsylvania. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. I3 the absence of a detailed examination it is impossible to say what have been the causes for the fail- ures. Catalpa has made the best growth, but while it is a rapid grower in youth it requires a good soil for success and its uses are very restricted. Osage orange has in one or two cases been planted in southwestern Pennsylvania to prevent the gullying of banks, but without great success. Locust is coming up naturally on some old fields in the central and southern part of the region. It would be an excellent tree for planting, on account of its fast growth and capability of increasing soil fertility, were it not for the serious insect ravages to which it is almost universally subject. White pine is also subject to insect and fungus attacks and its desirability for these reasons is somewhat questionable. Red oak, red pine, Scotch pine, shortleaf pine and Norway spruce have been suggested as suitable species, but they are as yet untried in the region. On the very badly wasted land, broadcast seeding of aspen or possibly ailanthus should establish a cover crop of wood that could be utilized for pulpwood. This crop would help to pre- pare the ground in suitable condi-tion, and might later be underplanted with a shade enduring coni- fer. All native hardwoods would undoubtedly succeed on suitable soils, but before starting any ex- tensive replanting operation, a series of experimental plantings should be undertaken., Where there are large waste areas that are in very poor condition, as in the north, the planting should be on a scale of at leastI from 500 to 1,000 acres as a unit, so that the cost of both planting and protection per acre would be reduced to a minimum. The large amount of debris, dead and down timber, stumps and tops, will be a hindrance to planting, but if large areas are handled, there is a possibility that the disposal of much of this material for chemical wood, mine timbers, and such products, would help to pay for the clearing up of the ground. Fire lines would be a necessity, and patrols would probably have to be maintained in dry weather. Good roads not only serve the purpose of checking fires, but would be generally useful and a permanent improvement to the country. All these suggestions are merely tentative, as there has not been enough experimen-tal work done as _vet to warrant any very specific recommendations, and a detailed study of the subject is hardly within the scope of this report. CONCLUSIONS. ~ No attempt has been made to draw final conclusions regarding the flow of streams in relation to the humus and forest conditions. The purpose in presenting this map and the report accompany- ing it is to show as far as could be ascertained in the time devoted to the work the conditions that actually exist on these watersheds. There are, however, a number of conclusions in regard to the general surface conditions on the watersheds, which stand out rather prominently. They are as follows: There is a constant deterioration of the soil, humus and forest growth. Erosion seems to be confined almost entirely to cleared land which has been abandoned or is in poor cultivation, in the lower courses of the Allegheny, the Youghiogheny, and the Monongahela Rivers. The streams are noticeably clear, except during freshets, and then the turbidity occurs largely in the lower courses. Surface run-off is extremely rapid, due to the prevailing steep slopes, and to the lack of good humus conditions and the open character of the forest growth, the result of frequent fires. The greater part of the remaining forested areas are on steep, rocky slopes, most of which are too poor to cultivate. Virgin forests are now confined to small isolated patches in the Allegheny watershed and to some of the eastern tributaries of the Monongahela River. Second-growth forests are generally inferior in quality, and the more valuable species, which include the conifers, are con- spicuously absent. Cutting for mine props, pulp and chemical wood, since logging operations ceased, has stripped most of the growth from the larger forest areas of the Allegheny watershed. The clearing of land is still taking place to some extent within the heavily forested sections. In the agricultural regions there are few new clearings made and there is a tendency for some cleared and abandoned lands to revert to forest. Cleared lands which are abandoned and lying waste, and cannot become reforested naturally, should be planted. The great needs of the region are an increase in the humus covering of both agricultural and forest soils, and an increase in the density of the forest, in order to lessen the rapidity of the surface run-off. The only practicable way to bring about these conditions is to protect the forest lands from fire, and to maintain agricultural lands in a high state of cultivation. I4 — ALLEGHENY BASIN. PART II-DETAILED DESCRIPTIONS OF THE DRAINAGE BASINS. ALLEGHENY BASIN. DRAINAGE OF THE HEADWATERS. The source of the Allegheny River is in the central part of Potter County, Pennsylvania. Os- wego and Potato creeks are the principal tributaries, and with the main stream drain the territory which comprises western Potter and eastern McKean counties, Pennsylvania, and southwestern Al- legany County, New York. The country thus drained is a high, deeply­dissected plateou, which gives it the appearance of being mountainous, and it is so called locally. The principal streams flow through moderately wide valleys, ranging from one-quarter to one mile in width, with fair amounts of bottom land. The slopes of these valleys are, however, very steep and rugged. The tributary streams cut narrow, gorge-like valleys, and How swiftly, with short, steep grades and rocky beds. While the extreme north and east of this region lie within the Volusia soil series of the Wis- consin glacial area, the greater part is covered with the infertile soils of the DeKalb series. Only in the m­ain Valleys are the soils deep and fertile and to any extent cultivated. Oswego Creek has quite a large deposit of outwash from the glacial region at its head. The ridge soils are generally sandy or rocky. In many places the higher ridges and steep slopes are covered with immense rocky frag- ments of coarse conglomerate, in one place being piled in such large quantities and such fantastic manner as to merit the name of Rock City and to be exploited as the show place of the vicinity. Owing to the flat character of the bottoms and the clayey nature of these soils, the run-off is often sluggish and swampy, and “sour” spots are the result. These are often covered with dense stands of young hemlock. The stream-How is very irregular, frequently flooding the larger valleys in the spring, and in times of drought sinking to a point where the smaller streams become dry. Old residents claim that this variation in run-off is now much greater than formerly. No gullying or washing of the hills is noticeable, but -the alluvial flats, silt and sand bars in the larger streams are indicative of a certain amount of erosion and changes of stream channels within their Hood plains. Trees along the banks frequently have their roots undermined and exposed by spring freshets. The country is well wooded, about 90 рег 00111 being covered with some kind of forest growth. North into New York State the cleared areas become larger as the land becomes less rugged and the topography more rounded, until at the northern divide the forest assumes a woodlot condition. This northern land is largely given up to grazing, and both hills and valleys are cleared, while in Pennsylvania the principal' areas of farm land are in the valleys, although there are considerable areas of cleared upland where the more extensive plateaus occur. _ Farming is not carried on intensively except in the valleys and toward the north. Many farmers seem content merely to make a living in the hope of finally striking oil or gas on their lands. In some cases where wells have become productive the farms have been abandoned. Probably 50 per cent of Ithe valley areas are in grass. In the north, farming has been oarried on longer and more extensively than in the south, and almost all land suitable for agriculture has already been cleared, though attempts are still being made to clear land for grazing. Much absolute forest land has been cleared and~is now reverting to woody growth. In Pennsylvania so much of the land is unsuitable for farm purposes that the per cent of cleared land will increase but slowly. On the other hand, much land which is now waste through fires and heavy cutting for lumber and chemical wood will revert to forest under better pro- tection. It is likely that clearings and reversion will keep the ratio of cleared land and forest land ч about in its present proportion. The retention of mineral rights will also act as a deterrent to clearing. This region was formerly rich in hemlock and white pine, but the remaining stands are now largely second-growth hardwoods, with scattered hemlocks and small bunches of white pine, the lat- ter especially in old ñelds. There is some virgin white pine and hemlock with a little oak and maple at the head of Potato Creek. While in the Allegheny slopes and the lower reaches of its larger tributaries run to oak and chestnut to a great extent, the main portion of the stands is of the beech, birch and maple type. The plateaus were originally all of this type, and the second growth is of the same species, except where the action of devastating fires has made way for tire cherry and aspen. An understory of hemlock and beech is occasionally found in certain stands, and improves the density and humus conditions immensely. The results of ñfty years of lumbering and subsequent neglect have made many parts of the AFTER A HEAVY CUTTING 1N DENSE H1'~;MLocK AND Hmznwoons TYPE. HEMLOCK AND Hmznwoons TYPE AFTER SEVERE LUMBERING AND F1REs In Northern Pennsylvania. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. I5 area a total waste, and have left on other parts nothingY but an open stand of very inferior and in- jured trees. On such sites the humus is largely absent or very thin. All other conditions being equal, humus is best under the virgin stands of conifers, good under beech, birch and maple in the coves, fair under the oak and chestnut type, and poor under aspen and fire cherry. Of late years the con- stant culling for merchantable material, such as ties and poles, has been succeeded by clean cutting for paper and chemical wood, and large areas are entirely denuded. Fires have burned the greater part of the area from time to time, though in the farm sections the fires are generally well confined to areas intended for pasture. In the bigger stretches. of rough land fires are likely to be set at any time and run unchecked until they burn out. DRAINAGE IN CATTARAUGUS COUNTY, NEW YORK. From the standpoint of topography and forest classification, this region may be divided into two parts-the northern section of rolling topography forming the divide of the county, and the southern section of very rough topography. The former is largely agricultural, while the latter is largely for- est land with only a small proportion in cultivation. The latter division is a part of the same rough plateau section described near the headwaters of the Allegheny. In the northern portion, the land is a rolling plateau with smooth, rounded hills, few or no rock outcrops, with valleys with steep 4to moderate slopes, fiat stream divides, and extensive stream bottom lands, sometimes with small lakes intervening. It represents a section influenced by glacia- tion. As the valleys approach the rougher land to the south, they become narrower, deeper, and with steeper valley sides. The greater part of this land is cleared and has become a rich agricultural section with scattered woodlots. About 75 to 80 рег се111 of the cleared land is in grass and very little of it is waste land. While the rapidity of the run­off is probably increased by the large propor« tion of cleared land, no perceptible indications of erosure are apparent. The presence of strips of woodland on upper slopes may help to retard run-off. The soil is fairly deep and fertile and the farms are mainly devoted to dairying, though good fruit orchards are occasionally seen. Most of the farms are very prosperous and land values are high_ The woodlots -are generally scattered strips along and just under the brows of Athe hills, at the heads of the narrower valleys and on the swampy areas in the bot­tom lands. The upland type is mainly beech and maple, with some oak, birch, butternut, hickory, basswood and ash, In the bottoms, maple, ash, elm and hemlock predominate. White pine is found occasionally. Most of the woodlots are of second-growth and in thrifty condition. The humus is, on the whole, very good and fires are uncommon. Some small areas, especially toward the south and in the bottoms, are being cleared, but the per cent of forest land is about stationary and is likely 10 remain so. No lumbering operations are taking place, and the farmers only cut from time to time as the needs of the farm dictate. Many of the lots are being overcut and on these the practice of woodlot forestry is desirable. The southern portion of the region extends north of the Allegheny River for about two to eight miles. The topography is very rough; the valleys are narrow, with very steep slopes; and the ridges between are steep and narrow. The soil is thin, largely infertile and full of rock fragments. The proportion of wooded and denuded land is very high, and the small cleared areas are largely in grass and brushy pastures. No erosion is noticeable, though the clearing and burning of these steep, thin­soiled slopes have reduced the retentive power of the soil and increased the rapidity of run-off. The l-arger part of this area is 'absolute forest land, and valuable only for timber and pro- tective purposes. The farms are confined to the narrow bottom lands and to areas partially cleared for pasturage on the steep slopes and ridgetops. The only 'soils well suited for crops are the alluvial deposits in the lower reaches of the valleys and along the Allegheny River. The bottom lands of the Allegheny and the lower courses of the principal tributaries are mostly cleared, although there are extensive wooded and waste areas within these bottoms where the soil is poorly drained. Hemlock and patches of oak form the principal forest growth. It is not uncommon to find the wooded areas extending from the bordering slopes to the banks of the river. ` The farms are largely owned by Indians, who were placed in reservations along the river. South of the Allegheny valley, toward the Pennsylvania line, the cleared areas become fewer and smaller along' the minor streams, and rarely extend more than a few miles from the main valley. Between these narrow valleys the region is uniformly wooded. Tuneungwant Creek has a wider val- ley and a larger amount of cleared land than the creeks flowing from the south. North of the Alle- gheny the main forested belt runs up the steep hillsides between the larger valleys, and finally gives way to the northern agricultural region. Heavy cutting for lumber, pulp and chemical wood, followed 16 ALLEGHENY BASIN. by frequent fires, has impoverished the originally thin and infertile soil. On the main valley sides, scrubby oaks, hickory, ironwood, birch and maple are the characteristic species. The badly burned areas are frequently covered with aspen and cherry. — Farther back from the valleys, and 011 the uplands, there is found the regular beech, birch and maple type, with some scattered hemlock. This land is mostly c-overed with a fair second-growth of hardwoods, with scattered cull trees of original growth. The density is variable, and many areas have been partially cleared by fire and the axe for pasture. On the whole, fires have been prevalent and forest conditions are poor. The land is held in large bodies, and only to a small extent is owned by farmers. The principal forest industry is the cuttingvof chemical wood, which is extensive, and _is rapidly clearing large areas of all forest growth. A few scattered portable sawmills still operate, but the former stationary mills are practically all abandoned. Extensive railroad logging has been carried on from Quaker and Red House runs, which meet the Allegheny below Salamanca, New York. One large mill on Quaker Run has been operated until recently, and there is still some hardwood timber to be cut. KINZUA CREEK. Kinzua Creek rises in the 'central part of McKean County, Pennsylvania, and flows into the Al- legheny at the town of Kinzua, in the eastern edge of Warren County. It drains the high, rough plauteau country -through a series of deep, narrow, gorge-like valleys, which have steep, rocky sides and little or no bottom lands, except immediately at the juncture with the Allegheny River. A feature of this region is the extensive areas of compartively level plateau between the stream courses. This is much more noticeable than in eastern McKean County, where the streams are more numerous and closer together, and the general topography rougher and more irregular. The soil throughout is a sandy or clay loam of the DeKalb series and full of large sandstone and conglomerate rock fragments and masses. This latter condition is especially true on the steep valley sides and narrow ridges, where angular rocks ten to fifteen feet square are not uncommon. VVater runs rapidly from these slopes, but the streams are usually clear. ' The­cleared land is confined largely to the plateau top, whereI some of the wider ridges have fairly fertile soils. Nowhere are the clearings extensive, and more than 90 per cent of the total area is still wooded. The farms are generally poor, the owners raising only enough for home con- sumption. They depend for a livelihood on the forest industries or on the oil and gas' with which the country abounds. - Т11е forest types originally consisted of the ridge type, characterized by beech, birch and maple, and the slope type, which contained hardwoods and hemlock with a little white pine. Near the main valley of the Allegheny, and a short distance up Kinzua Creek, oaks and chestnuts were the principal hardwoods on the upper slopes and ridges. The country has been entirely cut over for lumber, with the exception of a few small virgin tracts. Most of the land is very badly burned and denuded or covered with a small young growth of hardwoods, with scattered cull hemlocks, or, in protected places, a fair understory of young hemlock seedlings. As usual, the burned areas often bear young aspen or tire cherry, either pure or in mixture. Another form of denuded land is that which has been cut over for chemical wood. Here the cutting has been so close that the lands look as though they had been cleared for farming. Fires are frequent and have been very fierce in the past, when the country was newly lumbered and slash was present in great quantities. Now, over large areas, there is little or nothing left to burn; yet ñres run through the hardwood stands and do much damage. There is naturally little humus over most of this territory, though the second-growth stands in places where tires have burned for several years have developed thin layers of humus. An exception to this condition is found along the narrow valley bottoms, where there is often a fair belt of forest, culled of its best timber, but containing a mixture of good hemlock and hardwoods. In such situations the humus is quite good. Lumbering on any big scale is finished, and now large chemical wood mills are stripping the cull forests and second-growth stands at a very rapid fate. There are two such mills, one at Westline and one at Morrison. Clearings for agricultural purposes over this region can never be extensive on account of the poor soil and rough country. Much of the land already cleared is now reverting, and will in the future become forest land. In fact, this is an absolute forest region and should be always kept under woodland cover. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. I7 CHAUTAUQUA LAKE AND CONEWANGO CREEK DRAINAGE. This area, drained by Conewango Creek, includ-es the greater part of Chautauqua County and the western edge of Cattaraugus County, New York, and the north central part of Warren County, Penn- sylvania. Conewango Creek rises on the low divide running parallel to, and from 7 to 14 miles south of Lake Erie, and joins the Allegheny at Warren. Cassedega Creek, its principal tributary, drains the section to the west, including Chautauqua Lake.` _ Т110 country drained by this entire system is divided into a large northern district of gently roll­ ing country of glaciated origin, and a small strip of land along the Allegheny River with rough topography. In the glaciated country the hills are rounded and low, and the valleys are broad and shallow, with sluggish streams meandering through their wide bottoms. The soils are deep and fer- tile clay or sandy loams. The land is largely agricultural, and the Wooded areas are in small and scattered bodies. Waste land is here confined to swampy areas along the streams, where artificial drainage is necessary before they can be farmed. These areas are generally covered. with a brushy growth of .hardwoods and hemlock. 'The rest of the land is made up of 'rich and prosperous farms where orcharding, trucking and general farming are carried on. Owing to the low topography and the excellent condition of cultivated and grass lands, erosion is not perceptible. Waste lands only need drainage to bring them into productivity. This region is primarily agricultural, and the wooded areas will always be confined to small lots on individual farms. The woodlots are in good condition, and, being surrounded by extensive bodies of agricultural land., fires are infrequent. The principal species found are beech, birch and maple, with a mixture of hemlock on the bottoms. There is very little white pine. The stands are all sec- ond growth and uneven-aged, with good density. They are the source of fuel wood and fen-ce posts for the farms, and are preserved largely for that purpose. Lumbering is not carried on except by occasional small portable mills. The present swamp lands are being drained and rendered available for farming. ’ Т110 southern portion of the Conewango drainage is a deeply-dissected plateau region, with steep- sided valleys and high ridges. The stream valleys are comparatively narrow, and the streams run Imore swiftly and straighter than those farther north. The valleys, however, are not so angular as 'those to the south, where they have been entirely free from glacial influence. In fact, this is a sort of transition region, and is thought to have been subjected to glaciation at a period previous to the 'Wisconsin glaciation. _It lacks the deep mantle of till, and glacial soils are confined to the valleys, where they occur as oiitwash or in various morainal forms. The soils are Igenerally rather poor and sandy, with much loose fragmentary rock on the steeper hillsides. Good clay soils derived from shales are also found, but in irregular patches. Farms are fairly prosperous and largely cultivated, though smaller clearings within the larger bodies of woodland are apt to be in grass. The wooded areas are of second­growth, and mostly of small size. Their density and general condition are good, and the humus fairly plentiful. Fire dani- age is slight. Birch, beech and maple are the prevailing species, with oak forming a large per cent on the slopes of the larger valleys, especially near the Allegheny. Hemlock is found in fair quanti- ties, either as pure stands, or scattered with hardwoods on the hill slopes. White pine and chestnut occur sparingly. Lumbering has not been carried on to any extent for many years, but the oil industry is quite important near Warren, and coal is mined in at least one place. Much of the uncleared land will be kept in forest on account of the steep slopes, and in the case of the higher hills, on account of the infertile and 'rocky nature of the soil. ' BROKENSTRAW CREEK AND OIL CREEK. The drainage areas of these two creeks have many similarities in topographic, soil and forest features. Starting in the rolling glaciated region of southwestern Chautauqua County,_New York, Brokenstraw Creek fiows through the narrow belt of Warren residual soils and thence to the Alle- gheny through the angular topography of the DeKalb soil division. Oil Creek rises near the dividing line between eastern Erie and Crawford counties, Pennsylvania, and Hows south to the Allegheny at Oil City. The region drained includes small portions of Chautauqua County, New York, Erie, Crawford and Venango counties, Pennsylvania, and the western half of Warren County, Pennsylva- nia. The wide valleys and rolling hills of the glaciated area where these streams rise give place gradually to narrower valleys and steeper slopes in the Warren soil series, and then to the sharp, rocky-sided, narrow valleys and sharp ridges in the DeKalb series. The forest conditions follow closely the variation in soil and topography. In the_glaciated area, 18 ALLEGHENY BASIN. the lands are largely cleared, and the wooded areas are small and attached to the farms. The pre- dominating species are maple and beech, with some birch and ash. Pine and hemlock are found in some of the bottoms. The woodlots generally are in fair condition, and not usually disturbed by fires. The Wa~rren area is a belt of residual soils of fair quality for farming, but without the smooth topography of the glaciated areas. The woodlands, therefore, are in larger bodies, there is more waste land, and the stands are more heavily cut over. The' species most common are beech, maple, birch, ash, cherry, oak and chestnut, with some pine and hemlock on the slopes and in the bottoms. The stands are in poorer condition as to size of trees and density, and the humus is less complete. The DeKalb area toward the Allegheny valley has a still greater proportion of forested land and has been more recently lumbered and very heavily culled for ties and props. The land being poorer, and valuable for oil, farming is of minor importance. The stands are apt to be open, and are often scrubby. The lire damage is greater, and humus conditions are poor. Oak and chestnut are the pre- dominating species, though beech, birch and maple are also found on the broader uplands. Pine and hemlock occur on the cool, narrow valleys, and assen stands are not uncommon on old burns. Pitch pine is sometimes found on sandy ridges. Lumbering to a small extent is still carried on. The steep valley sides and narrow ridges are thin­soiled and rocky, and only suited to forest growth. Nowhere in the region is erosion noticeable, but forests are necessary, and should be improved in the rougher portions, in order to help control run-olf and to protect the land surface from further deterioration. ALLEGHENY RIVER IN WARREN, FOREST AND VENANGO COUNTIES. The main valley of the Allegheny through this`region is for the most part narrow, with ste-ep, rocky sides, in places almost precipitous. The bottom lands are in narrow strips, seldom over one- quarter of a mile wide, except near the city of Warren, and at other places where important tribu- taries join the river. The river itself is deep and wide, and m-eanlders very considerably. Occasional low islands are found in its course. Most of the tributary streams are short, and How rapidly through their gorge-likte, rocky valleys to the main stream. The slopes are largely wooded, the few scattered clearings occurring Where bottoms of small extent have made farming possible. The small towns along the banks of the Allegheny occupy narrow strips of level land, spreading up on the adjacent steep hillsides. The main farming sections are back on the hills and ridges, between the smaller side streams, and are devoted to general agriculture and grazing. The greater part of the wooded areas are too rough for agriculture, and, except where additional pasturage is needed, they should be kept in forest. The slopes of the Allegheny valley are covered with a growth of mixed hardwoods, mainly oaks and chestnut, which have been heavily culled for ties, poles and props. White pine and hemlock re- production is found in small quantities. Farther back from the river, the forests are of beech, birch, maple, cherry and hemlock, some of the timber being of fair merchantable value. Small areas of aspen have taken possession of burns_ On some of the dry, sandy ridges, pitch pine is quite abundant Humus conditions are better on the ridges than on the immediate slopes of the river, where the stands are open on account of heavy cutting and poor soil. Burned areas are small, and the in- frequency of fires is due in large measure to the wholesome public sentiment in the region against them. Except on the larger tributaries described, there is little or no virgin timber, and very few areas with timber suitable for manufacture into lumber. Hemlock Creek has some partially cut bod~ ies of white pine and hemlock on its headwaters, and toward the lower Clarion drainage there are some very good 'woodlots of hardwoods and pine. The ownership of land is about evenly divided between small farmers and large land owners who are holding their property with the hope of strik- ing oil. TIONESTA CREEK. This stream drains the greater part of the sandstone plateau country in Forest County and the southern part of Warren County, and is similar in character to the headwaters of the .Allegheny River and Kinzua Creek, already described. Its drainage basin forms a semicircular area Iheading in the vicinity of the Allegheny near Warren, with branches on the east draining the country to the Clarion divide. Tionesta Creek joins the Allegheny in western Forest County. The topography of this region is rough. The side streams are very numerous and have cut deep, narrow valleys which leave between them narrow, rocky ridges. The slopes and often the ridge- tops are frequently covered with very large rock fragments of conglomerate and sandstone, which CULLED FOREST or BIRCH, BEECH, MAPLE AND Basswoon. Typical of the high plateau of northern Pennsylvania. the hemlock and hardwoods type on sandstone and con- Growth is now Fire Cherry and Aspen or k. a O «D ш _ Е C W S T d П ш „Ё mk ш en B JIT.. mb .m mh, miem B n r е .m el тО N. Showing the effects of logging and Hres glomerate plateau of FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. I9 often resemble small buildings when seen from a distance. The soils belong to the DeKalb series, and are thin and dry. The valleys rarely have bottom lands, except at the junction of the larger tribu- taries, where the few towns of the region are located. The streams are narrow and flow over rocky beds. Tionesta Creek is rendered floatable for logs at times of high water by means of dams. The region is almost entirely wooded or denuded, the farm lands forming only a very small pro- portion of the entire area. There is more virgin and merchantable timber land on this watershed than on any other tributary of the Allegheny, and although the production of oil is growing in import- ance, lumbering is still the principal industry. The farms are usually located in groups on the broader ridges and near the towns, where the condition of the soil and easy access to markets permit of a living being made from agricultural pursuits. There are also scattered “oil farms” or other clearings belonging to lumbermen~ The same economic conditions are present as in the rough plateau country adjoining, except that here the lumber industry is more active and therefore creates a considerable demand for farm products. Much of the cleared land is used for pasturage. While the streams run clear and erosion of the soil is not noticeable, the cutting and burning over of large areas has undoubtedly made the surface less absorptive and given rise to unequal and marked variations in the flow of water. The forests consist of virgin hemlock and pine, second-growth hardwoods, and waste lands grow- ing up to aspen and fire cherry. There are also very large areas of waste land which have been cut over and burned until they are practically devoid of forest growth. The lower and cooler slopes of the valleys form favorable sites for the growth of hemlock and the hardwoods which associate with it, presumably beech and maple. The upper slopes formerly contained white pine with oak and chestnut, while the dryer plateaus were adapted to beech, birch, maple, oaks, chestnut, cherry, and some ash and cucumber. Owing to the prevalence of fires and the close lumbering of pine and hemlock, the oaks, beech, birch, maple and other hardwoods are taking the place of the mixed conifers and hardwoods of the original forests. White pine reproduction is exceedingly rare. The stands of second growth and the humus, where free from recurrent fires, are in better condition than on adjoining watersheds. The virgin stands are well protected from fires on account of their value, and hence the humus is deep over these areas. The burned areas, however, are very extensive, the worst conditions being found along the line of the Baltimore and Ohio Railroad and in the northern part of the watershed. Fires sweep over these areas every few years and have entirely denuded much of the land. As seen from Sheffield ­Iunction on the Clarion divide, the whole region for miles appears to be a succession of sharp, rocky ridges and deep valleys covered with small bushes, stands of lire cherry and aspen, or scrubby lire sprouts of the other native hardwoods, with small, scattered bodies of conifers in naturally protected sites. This is a condition typical of much of the northern Allegheny watershed. The railroads are responsible for most of the fires, though farmers burning brush have started some destructive and extensive coníiagrations. Hunters probably start many fires also. The lumber operators are gener- ally careful to prevent all lires that might threaten their holdings of merchantable timber. One opera- tor at least has protected his property, including cut-over parts, from fire, and has even constructed a fire line to increase the efficiency of his protective system. He has also adopted certain phases of conservative cutting, Originally this was one of the centres of the white pine and hemlock producing regions of the country, and it still contains some fair stands of virgin timber. These are gradually being worked out, but not rapidly exploited, and will last much longer than in any other section of the Allegheny watershed. ’The present proportion of forest and waste land to cleared land is liable to remain about the same in the future. New clearings are being made, but old farms are being abandoned as the lumber industry diminishes. Lumbering is being extensively carried on by a number of concerns which operate logging rail- roads, and often draw their supplies from considerable distances. A great many of the smaller mills are near the end of their cut, however, and will soon close. The hardwoods, especially the lapwood from lumbering -operations, and mill waste, are being used for chemical and pulpwood. Cut-over land is worth from $2 to $3 рег acre, exclusive of oil rights. The land is in the hands of a com- paratively few individuals and corporations, who own thousands of acres in continuous bodies. Among these owners the sentiment in favor of lire protection is increasing. The better portions of the lands would give good returns in a short time if managed on forestry principles. The reforestation of the waste land, however, is a problem too big for any individual or corporation to handle, and should be solved by the State. Forest reserves should be located within 20 ALLEGHEN Y BASIN . this region, in order to make the lands permanently productive and better to control the How of the streams. The greater part of the watershed is too rough for agriculture, and may be considered absolute forest land. HICKORY CREEK. Hickory Creek drains an area in \lVarren and Forest counties between Tionesta Creek and the Al- legheny River. Though small, it merits a special description because of the exceptional forest con- ditions existing on its drainage. Near the junction with the Allegheny River, Hickory Creek Hows through a comparatively wide bottom land, which begins at Endeavor and extends to East Hickory. Through this bottom the banks of the creek are low, but the valley walls are steep-sided and rocky. Above Endeavor, the stream divides into many branches, with the valleys of each branch narrow and steep-sided and with the water running in rocky beds. The farms are of no consequence, and the cleared areas are mainly grass land. Due to the protection given by the lumber company, which owns practically the entire watershed, the forest conditions over the area are excellent. This company has kept fire from its land for over thirty years, and in the last two years only 30 acres have burned over. Patrols are maintained and fire lines constructed. lf a fire starts, the entire force of men is available to extinguish it. Extreme care in lumbering, together with fire protective measures, has given very noticeable results. There is a fine second­growth of all species, and the presence of a large per cent of young conifer- ous growth is in marked contrast to the condition of other localities where the forest at best is reverting to hardwood growth. There are still large stands of virgin pine and hemlock in 111050 holdings, besides second­growth stands of the same species. The ridges are mainly of oaks and chestnut, with some beech, birch, ash and maple. Birch is very common in the stream valleys, and sometimes forms nearly pure stands of second­growth. The young white pine, unfortunately, is badly infested with the weevil. The humus conditions throughout this watershed are excellent. The sawmills of the company are located at Endeavor, and a logging railroad is in operation. Chestnut is sold for tannin extract, and mill waste and lapwood are disposed of to pulp and wood chemical companies. There is also a broom handle factory at Endeavor, which utilizes beech, birch and maple. The results here of forest management and close utilization to prevent waste are in marked con- trast to the denudation and almost criminal waste which have marked the passage of the lumber industry of western Pennsylvania. FRENCH CREEK. French Creek is one of the longest of the Allegheny tributaries, and drains the entire northwest corner of the Allegheny watershed, from the divide near Lake Erie in Western Chautauqua County, New York, south through Erie, Crawford, Venango, and part of Mercer counties, Pennsylvania, joining the Allegheny at Franklin. Cussewago, Sugar and Muddy creeks are the principal tribu- taries. This drainage area is for the most part one of moderate topography, rolling hills and broad valleys, with wide bottoms through which the rather sluggish streams meander. Practically all of this watershed, except its eastern and southern edge, has been glaciated, and glacial forms, such as eskers, kettle holes and moraines, are common, while in places the deposits of glacial till have in- terfered with drainage and formed small lakes and swamps. The soil is mostly glacial in origin, and consists of a layer of till of varying depth, composed of fragments of the original shales and sandstones ground up and reworked in mixture with de- bris from father north, often in the form of worn and rounded cobbles and boulders. This process has given rise to а series of Hne-textured loams and clays. The extensive Volusia soil area is bordered by a narrow belt of Warren residual soils, derived from the Conewango grey shales and thin-bedded, line-grained sandstones. All these soils have good agricultural properties, and the entire region is largely devoted to farming. The DeKalb unglaciated region, with its rough topog- raphy, extends north for a short distance above Franklin and takes in the lower reaches of French Creek. ' Since this watershed is so largely agricultural, the wooded areas are necessarily small, and occur in the form of scattered Woodlots. The cleared land is given up to general agriculture, with dairying as the foremost industry. Much of the land is in grass, though other crops are extensively raised. The moderate topography and the large proportion of grass land prevent any serious erosive tendency; while the woodlots occurring, as most of them do, on the steeper slopes and at the heads FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 2! of streams, undoubtedly act as a valuable check to rapid run-off. The streams, however, fre- quently Hood the broad, low bottoms along their banks. The woodlots are located more or less irregularly in long, narrow strips on the hills, particu- larly on the steeper slopes at the heads of streams and in swampy areas along the streams. The prevalent type on the uplands is mixed maple, beech and birch, though pure groves of sugar maple are abundant, and oaks and chestnut grow with all species. Ash and cherry often form considerable parts of the mixture, especially where maple and beech are the prevailing species. Hemlock repro- duction is often found with the mixed hardwoods on the slopes, and in the wet bottoms it is the principal species with` elm, willow, beech and maple. White pine occurs in the lower valleys and on the slopes, but is nowhere abundant. The forest conditions are generally good, though sometimes the woodlots are badly culled and brushy, especially toward Sugar Creek. In the rougher Warren area the bodies of woodland become larger, increasing in size toward the southeast. Waste land and poorer stands of timber are more common until in the DeKalb area, though small in extent, the general forest conditions are those of a cut-over region. This is the only part of the watershed with any large amount of waste land which should be kept in forest. The humus conditions vary in like manner, being very good in the woodlots and much less so in the young and open stands on the DeKalb soils. Fires have not been destructive. The lumbering is confined to a very few small mills which cut entirely for local consumption. Fuel wood has considerable value, as there is no coal, gas or oil over the glaciated part of the water- shed. Posts and other rough timbers are used locally on the farms. The application of forest man- agement should be directed largely toward maintaining the woodlots so that they may continually produce the materials needed on the farms. SANDY CREEK. Sandy Creek drains the country south of the French Creek watershed and west of the Allegheny, and Hows into the Allegheny south of Franklin. More than half of the upper course of the stream is in the glaciated region, while the lower part and the mouth are in the region of rough topography characterized by the DeKalb soils seriesi The same descriptions apply to the upper half as were given for French Creek, except that there is a noticeable absence of conifers. The lower part is within the oil field, and the demand for mine props has caused the woodlands to be heavily cut over. Lumbering is being carried on to some extent. The prevailing species are oaks, chestnut and maple, with some hemlock and but little pine. The trees are small and the stands open, so that humus conditions are poor. Fire damage has not been heavy. EAST SANDY CREEK. East Sandy Creek joins the Allegheny from the east, and drains a small section of Clarion County and the southeastern part of Venango County. The country is for the most part of rough topography, with almost precipitous stream valleys, but there are numerous large areas of high, level plateau land toward the headwaters. Toward the southwest the topography becomes rolling and rounded, characteristic of the lower Clarion drainage. The soils are all in the DeKalb series, and tend to be rather sandy. The cleared lands, however, are well cultivated, and there is no great extent of waste land. The western portion of the drainage area is more or less cleared and contains good farms. Small areas around the villages in the more wooded section to the east are also well cultivated. Cut-over woodland forms a large proportion of the remaining area. The predominating forest type is oak and chestnut, with white oak as the leading species. Hemlock and pine are found scattered in the valleys and on the slopes. Small pure stands of merchantable white pine occur here and there, and also pitch pine on the drier, sandy ridges. The trees are of fair size, and the stands are in good condi- tion, except where badly burned. Fires have covered large areas, sometimes killing the timber, and ­invariably destroying the humus on the steep slopes of the stream valleys. These slopes are rocky, and are absolute forest lands. They should, therefore, be kept in good forest growth. CLARION RIVER. This stream is one of the most important of the Allegheny tributaries and drains a large terri- tory, comprising central Clarion, the southeast quarter of Forest, the greater part of Elk, a small portion of Jefferson, and the south central part of McKean County. The Clarion joins the Alle- gheny at Foxburg. In general, the region is a dissected plateau of rough topography, with streams 22 ALLEGHENY BASIN. flowing in narrow, steep­sided valleys without bottom lands. It falls naturally into two divisions, the dividing line being a few miles northeast of the town of Clarion. The northeastern division is almost entirely forested, and the topography is rough and generally unsuited to agriculture. The valleys are deep, with very steep, rocky sides, and where they are close together, the intervening ridges are narrow, very thin-soiled, and with large rock fragments. The farms are of little importance, and the owners work most of the time in the woods or in the oil business. Many of the clearings are so-called “oil farms,” surrounding the oil wells, and often in the process of reverting to woodland. The greater part of the woodland is of second-growth hardwoods, with some scattered pine and hemlock. Conifers are found in appreciable quantities only in the few virgin tracts. The forests consist of virgin conifers, virgin hardwoods, second-growth mixed hardwoods, burns reverting to woodland, old fields reverting to woodland, and waste land. In the hardwood type, distinction may he made between those areas where oak and chestnut predominate, and those where beech, birch and maple are the most abundant. The virgin conifers are confined to a few tracts of hemlock and white pine mixed with hardwoods, which are rapidly being cut. The areas of virgin hardwoods are also small in extent, and are rapidly being converted into lumber and chemical wood. Second- growth hardwoods, with some larger scattered cull trees left after lumbering, comprise the greater part of the forest growth over the region. Hemlock and pine sometimes occur in this mixture, but never in large quantities. Old fields often grow up to white pine, and this type eventually forms very valuable woodland. The weevil has been quite injurious to the pines. Much of the land has been badly burned after lumbering, and is now covered with dense stands of fire cherry and aspen. This is locally known as “red brush land.” While the fire cherry never amount to anything commercially, the aspen may become valuable for pulpwood. The type is only temporary in character, and derives it chief value as a protective cover until the more tol- erant species have a chance to reestablish themselves. Large areas, especially on the steep slopes and rocky ridges, have been so repeatedly burned that they are practically devoid of tree growth of any kind and are now vast wastes, covered with bushes, vines, grass and weeds growing in small pockets of soil between the large rock fragments. In such »areas humus is almost entirely absent, and even the soil has often disappeared. ` The large burned and waste areas are the most noticeable feature of this region. The most serious fires occurred within a year or so after the various tracts were lumbered, and there was a vast amount of slash lying on the ground. In the earlier history of the region, the hemlock was peeled for the bark, and the logs left on the ground gave rise to uncontrolled fires. At the pres- ent time the trees are so closely utilized, even the tops being cut into chemical and pulpwood, that the fires are less fierce than in former years. A fire warden system and a more enlightened public sentiment have also helped to mitigate this evil. However, the fires on the whole are still serious. They prevent the reproduction of conifers and do a great deal of injury to the second- growth hardwood stands, keeping much land in a waste condition and increasing the proportion of this type of land. Virgin stands, since they contain valuable timber, are generally well protected from fire by the owners. The humus conditions are variable, and on the whole very poor. The waste land has no humus, the old burns and fields reverting to forest have some, while the mixed second-growth hardwoods have amounts which vary with the density of the stands and the frequency of fires. In the vir- gin stands the humus conditions are generally very good, being better under conifers than hard- woods. This region was once the center of a wonderful hemlock and pine forest, with large areas of virgin beech, birch and maple on the ridges. The lumber industry is nearly at an end, and oil, gas and coal are leading in importance. The principle forest activities at present are the produc- tion of lumber, bark, pulp, chemical wood, railroad ties and mine props. The largest tract of virgin timber will be worked up by mills in another watershed, and the lumber industry in the future will be represented by portable mills cutting small bodies of timber or working over the culled areas of former operations. The operators utilize all wood very closely, cutting to a small diameter and utilizing the tops and cull trees for ties or pulp and chemical wood. Slabs and edgings at the mills are also sold for the latter purposes. Besides using the waste from lumbering, the paper and chemical wood operators are cutting over their own virgin or second-growth hard- wood tracts. The areas are cut so closely and cleanly that practically no tree growth remains, and the result is a regeneration by sprouts, unless fire converts the cuttings into waste land. The areas of virgin forest will soon be gone, and if the country continues to be cut over closely for chemical VIRGIN SPRUCE FoREsT WITH SOME BEECH, BIRCH AND MAPLE At the head 'aters of the Cheat River in West Virginia. * mire fr. "I I г) Ü 4, rv SPRUCE TYPE A1-‘rtlz I.ooc1No AND DESTRUCTIVE FIRES. ll.. 5 »noa one I C (О. »naa A J ....0 O... Dv co» О...‘ FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 23 and pulpwood, and lires are not stamped out, the whole territory will ultimately become a denuded waste. ltiis not likely that much more land will be cleared for farms, since so much of it is unfit for agriculture, local markets are not large, and transportation is difñcult. Many farms which were run to supply the lumber camps are being, abandoned, so it is likely that the proportion of cleared land will remain about the same for many years to come. Large areas are held by individuals or corporations for -their future value in oil, gas and coal. Exclusive of mineral rights, rough cut- over lands are worth from $1 to $3 an acre. The southern and southwestern portion of the Clarion watershed is less abrupt in character, shale soils take the place of hard, capping sandstones, and the country is largely devoted to agri- culture. Grass land comprises about 60 per cent of the area. The steep slopes along the Clarion River and a few of its larger tributaries are the Ionly areas continuously wooded. The soils for ' the most part are clay loams of good depth, and suitable for general farming, though the larger proportion of rougher land is used for pasturage or grass. The forests of this region are mostly in the form of small woodlots, except in the main valley and some of the deeper tributaries, whose steep slopes are entirely wooded. The prevalent forest type is mixed oaks and chestnut, but Ihemlock is also found in considerable quantities on the `cooler slopes, and white pine is establishing itself on old fields, often in dense, pure stands of surprisingly good growth. There is a fair proportion of beech, birch and maple, especially in the valleys. The woodlots, on the whole, are in very good condition. There is not a great deal of tim- ber suitable for lumber, but the second­growth of tie size is abundant. Humus is present in fair quantities, as the stands are usually dense and fires infrequent, and the areas burned are of small extent. Lumbering forms no important part of the industries of this southern division. Mine tim- bers are cut along the Clarion and shipped down the river in ñatboats during the spring freshets. RED BANK CREEK. Red Bank Creek drains a parallel strip of country between the Clarion River system on -the north and the Mahoning Creek drainage on the south. t extends east to the Susquehanna divide in Clear- ñeld County, and includes the greater part of Jefferson County, southern Clarion, and the north- ern edge of Armstrong County. The amount and location of cleared land vary according to the topographic features. The head- waters are on the high, wooded plateau, capped with massive sandstones, so frequently mentioned under the Clarion and other drainage areas. Below DuBois the countrybecomes greatly dissected, and the main valley is Yrocky and gorge­like, but the bordering uplands improve in agricultural value. The central and lower drainage area is primarily agricultural; the soils are derived from shales, limestone and sandstones, and are deep and fertile. This area is deeply cut by tributary streams, whose slopes are too steep and rocky to farm, and these slopes are wooded. Toward the Allegheny River there is а larger proportion wooded than where the topography is more rolling through the central drainage area. Probably over one­half the cleared land is in grass. There is much waste land around the coal mines near Reynoldsville, and also in the northeastern edge of the watershed. This watershed may be considered to be the first to show noticeable signs of gullying and wash- ing, which, though not extensive, are apparent on some clay soils which have been cleared and are now waste. The farm lands vary greatly in fertility, depending on the relative proportion of sand to clay in the soils and the depth of the soils. The best farms are in the central parts of the watershed, and are of excellent quality, considering the hilly nature of the country. The forests of the region are of mixed second­growth hardwoods, with white pine and hemlock associated in the valleys and on old ñelds. The small proportion of conifers is probably due to very severe cutting and bad fires, just as chestnut is also rare in places which have been frequently burned. On the whole, oaks and chestnut are the prevailing upland mixture, though beech, birch, maple and cherry are sometimes found with them, especially on the better soils. Ash, hickory and cucumber occur sparingly. Woodlots in the farming sections are generally in good condition, with fair humus. A few small lots of virgin pine and hemlock still remain. The lower valley of Little Sandy Creek is well wooded with mixed hardwoods and hemlock. The demand for mine props has caused the larger forest areas to be cut so often and thoroughly that only very young growth remains. Fire also has swept over much of the cut-over land, leaving it practically denuded. Extensive areas of popple, fire cherry, ñre sprouts of oak, and even entirely 24 . ALLEGHENY BASIN. waste land with nothing but berry vines, weeds and grass are noticeable, especially at the headwaters above DuBois. Humus conditions are necessarily poor in these lands. While the lower part of the north fork drainage is well cleared for agriculture, the upper course, approaching the Clarion watershed, is а recently lumbered country. Second-growth hardwoods cover the slopes, except where areas have been cleared for pastures, or the land has been denuded by re- peated fires. Bare stump­land areas are characteristic of all the headwaters. This was originally a region of wonderful pine and hemlock forests, but the few lumber opera- tors still remaining are now almost cut out. While the presence of coal reduces the demand for cordwood, the mining industry ­has so stimulated the demand for props and rough timbers that much land has been practically cleared which is unsuitable for farming and must naturally revert' _ 10 woodland. This will, in a large measure, make up for any Iagricultural land on the more re- cently lumbered headwaters which may later be cleared as the country becomes further developed. The presence of valuable mineral rights has to some extent discouraged the use of the land for farming.Y MAHONING CREEK. This stream rises in the divide of the Allegheny and Susquehanna waters in western Clearfield County, and flows south and west through southern Jefferson and northern Indiana counties. It passes in its lower course some of the most prosperous agricultural sections of western Pennsylvania, and joins the Allegheny in northern Armstrong County. The -principal tributary is Little Mahoning Creek, which rises in northeastern Indiana County, joining the Mahoning near the northwestern corner of the same county. The Mahoning drainage basin is approximately parallel to that of the Clarion and Red Bank, which are north of it. The topography changes in a marked degree in passing from the headwaters to the lower course of the river. In the plateau which separates the streams Howing to the Allegheny fro1n those of the Susquehanna watershed, the country is high and only slightly eroded, with an elevation of from 2,000 to 2,5o0,feet. Itis not mountainous, but the slopes become abrupt and the character rugged as the streams Arut their way to lower elevations. The divide between the Mahoning and the Red Bank toward the headwaters does not differ topographically from the main divide. The slopes are vast, burned-over, stump or waste areas, often entirely denuded, and rarely in cultivation. The summits of the divides are wide plateaus, frequently in cultivation or pasture, but more often only cut-over and denuded. Coke furnaces and coal mining operations on the slopes about Punxsutawney and else- where are largely responsible for this condition. There is practically no erosion on the headwaters. The soil is hard and thin, often rocky, and invariably with the bed rock close to the surface. Sandstone prevails on the high divides, and the surface is often covered with immense masses of conglomerate and loose sandstone rocks. South and west of Punxsutawney the valley of the Mahoning becomes deep, and in places broad, with steep, wooded slopes, back of which are agricultural areas ~of great value. The creek valleys which join the Mahoning are narrow and deep, and the country between is rolling, with good soil, and is largely in small, well­Acultiva-ted farms and woodlots. The Little Mahoning is almost entirely agri- cultural, and is marked by rounded valleys and steep slopes. The Mahoning differs from the Red Bank and Clarion in the increased amount of bottom land along its course. I Farm lands do not erode appreciably, even though clearings are carried to the summits of the slopes.’ Erosion is most noticeable along roadways. Occasionally gullies occur, after excessive fresh- ets, but almost invariably they seed over to grass during the following year. Two-thirds of the cleared land is in grass.­ There is very little wast-e land in the lower drainage area, but the amount increases toward Punxsutawney, where the sandstone ridges predominate, and where mining has been or is now being carried 011, ' ’ Т11е forest condition varies from a region of brush, stump land, and second-growth hardwoods covering immense areas at the headwaters and on the divide between the Red Bank and'Mahoning, to one of small woodlots toward the Allegheny River, and over the southern drainage in Indiana County. At the headwaters the effect of recent logging is conspicuous. The stump lands are in раз- ture, and there are large burned areas with no reproduction of value, and with humus destroyed. Formerly there were immense areas of hemlock, white pine, chestnut and other hardwoods. The hem- lock was cut for its bark, and the stubs and charred logs still remaining indicate the immense waste of timber in former times. More than half of these cut-over lands have not become reforested with growth of any value. Toward Indiana and Armstrong counties, the watershed has been cleared and cultivatedfor many years, and the woodlands are confined to steep slopes along creeks, and very small lots on rolling FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 25 iand. These small woodlots are generally in fair condition, with few fires and plenty of accumulated humus. Oak, beech, maple, chestnut, hemlock and birch predominate. White pine is not abundant, but is found on Mudlick Creek and elsewhere in scattered clumps. At the higher elevations, birch, beech and maple are mixed with hemlock. Oak and chestnut prevail on the drier slopes. On the steep, cold slopes of the creeks, hemlock forms the largest proportion ой the growth. There is considerable ash, hickory, and some cucumber in the bottoms. Woodlot conditions improve away from the min.- ing operations toward Indiana County, where there is less demand for wood. The slopes ой Mahoning Creek are well woodediwith hardwodds and hemlock, and small logging operations are still carried on. Culling is more common than absolute clearing. There is no virgin timber, and woodlots are in the hands of farmers. At the headwaters immense areas are owned by coal companies. CROO KED CREEK. This is a comparatively short tributary of the Allegheny, lying between the Mahoning and the Kiskiminetas watersheds and draining the west central portion of Indiana County and the southeast- ern part ой Armstrong County. Its course lies entirely within a prosperous agricultural section and is representative of a number of smaller streams which How directly into th­e Allegheny, such as Cowanshannock, Big Pine and Buffalo creeks. The topography is rolling, with roundtopped hills, ab- rupt slopes, and deep, narrow stream valleys. Toward the heads ой the streams, the rolling hills are less abrupt, and the valleys wider and shallower. The soil is derived largely from a Hne-textured shale which disintegrates readily. There are out- crops ой red shale, sandstone and limestone; the last often burned for fertilizer or used for building purposes. Coal is mined for local use. Along some of the larger branches there is considerable alluvial soil. The farms are in excellent condition, and there is very little waste land or indications ой erosion. In a section so largely under cultivation, the woodlots are located at irregular intervals, sometimes ‘ occurring as fringes along the crests ой the ridges, or on the Hats along the creek bottoms. The largest wooded areas lie on the steep slopes of the valleys, particularly along the lower course ой Crooked Creek and the greater part ой Buffalo Creek. Brush land is of little importance. The woodlots are entirely ой second-growth, since the old timber was long ago removed. Frequently the trees are scattered, limby, and worthless except for shade. The principal species are white, chestnutI black and red oaks, chestnut and maple, with an undergrowth ой dogwood, sassafras and witch hazel. There is also much scattered locust and beech, but hemlock and white pine are rare, and chestnut is not abundant.- There are some stands of almost pure black oak. In spite ой the open condition ой the woodlots, the freedom from fires has resulted in good humus conditions and excellent repro- duction. There is very little cutting, except for mine props and small timber for local use. KISKIMINETAS RIVER AND TRIBUTARIES. The drainage of the streams which make up the Kiskiminetas River extends from southern Arm- strong and central Indiana counties east to the escarpment of the Allegheny Mountains in eastern Cambria and Somerset counties, and south to central Somerset and Westmoreland counties. This area includes the northern extension of the Laurel and Chestnut ranges. The most important tribu- taries are the Conemaugh River and Loyalhanna Creek; the former includes several large branches. The Kiskiminetas proper begins at the junction of these two streams and extends to the Allegheny River. This is a region ой great agricultural and commercial activity and is located well within the soft coal region. Except at the headwaters ой most of the streams and on the steep slopes of the inter- vening ridges and watercourses, the country is largely agricultural. In no part of the entire Alle- gheny watershed has denudation been so complete or disastrous as in certain sections along the Cone- maugh River. The topography varies from a high, gently-rolling plateau at the headwaters, the elevations rang- ing up to 2,800 feet, to a low, dissected region less than 1,100 feet in elevation, marked by narrow, steep-sided valleys, and with high intervening ranges of mountains, through which some ой the streams have cut narrow gorges. Along the Kiskirninetas the soil is generally deep and porous, and, except on steep slopes, the underlying shale rocks are not exposed. Erosion, except as gullying along some highways, is not cofi- spicuous. The land is so nearly cleared along the lower course that the forest growth is confined to small inferior woodlots, Thes-e are badly culled, and consist of oak, with chestnut, ash, hickory and maple in mixture. Beech grows sparingly along water courses and locust is common in the fence G 26 ALLEGHENY BASIN. rows, and on brushy waste areas with dogwood, sassafras and other species. Hemlock and white pine are occasionally found in groups, but are not abundant. The important tributaries of the Kiskiminetas River will be described separately. C orzemaugh Кбит’. Т11е Conemaugh River rises in the Allegheny Mountains of eastern Cambria County, where the elevation ranges from 2,000 to 2,800 feet. The South Fork is the principal source, and Hows northwest from the uniformly wooded slopes of the divide and joins the Little Conemaugh from the north, which drains a portion of the divide somewhat less uniformly wooded. From the junction of Ithese streams, the western course of the Conemaugh is gorge-like through the elevated tablelands and the intervening mountain ranges. The city of Johnstown is in this narrow river valley. The high divides are rolling and much less abrupt than the lower country, where the river has cut through the soft shale plateau and the rough sandstone ranges. West of the mountain ranges, the Conemaugh valley broadens into a lower rolling country, and in that section is joined by Black Lick and Loyalhanna creeks. ' The effect of denudation is nowhere else on the entire Allegheny watershed so apparent as along the main course of the Conemaugh. The steepness of the slopes, the heavy, poisonous fumes from the furnaces, which constantly settle over the valley, and the abS€nC€ of timber and in Some CaS€S any kind of growth, give rise to a condition approaching devastation. In some places the slopes are nearly perpendicular, and frequently, near Johnstown and other sections, have noteven a covering of grass. Scattered locust, sumac, alder, aralia and a thin growth of weeds and grass are almost the only covering for long distances. The stumps and burned trunks of oak, gum and chestnut indicat-e the character of the original forest. The shale rock comes close to the surface on these slopes, and humus is entirely absent. Erosion is noticeable, but nowhere as extensively as would be expected un- der such unfavorable circumstances. Away from the vicinity of the furnaces which border the valley the steeper slopes are for the most part wooded. — Back of the gorge-like valley.of the Conemaugh and the streams which feed it, the country is high, rolling, and either extensively cultivated or in waste. Between Johnstown and the headwaters of the Conemaugh there is a plateau rising gently to 2,300 feet, which is extensively cleared and in cultiva- tion, with very little waste land. On this plateau the woodlots are often in excellent condition. East from this section, toward the headwaters of South Fork, the cleared areas decrease in size and im- portance and the country becomes largely wooded. The Little Conemaugh, Howing from the north- east, is more or less in cultivation to its headwaters. Oats, rye, barley, wheat, potatoes and corn are the principal crops raised. In the vicinity of Cresson, where the main line of the Pennsylvania Rail- road crosses the divide, there is a large amount of waste land and many small mining towns. Extend- ing north toward Ebensburg, at the head of the Little Conemaugh, there is much good agricultural land. Along the railroads, particularly the main linc of the Pennsylvania, the woodland has all been burned over. Although fires do not occur every year, they burn periodicaly over the greater part of this region where the wooded areasare extensive. The forest growth is almost entirely mixed oaks, beech, birch, maple and other hardwoods, with some patches of young hemlock. Basswood and tulip or yellow poplar are scatt-ered. Locust occupies large areas of abandoned land. Chestnut is not abundant, and white pine is practically absent. At high elevations on plateaus and the main di- vide, beech, birch and maple form the principal type, but where fires have not occurred there are occasional excellent stands of young hemlock. All these species are being cut to some extent for lumber, but the land is also culled for mine' props and pulp wood. The Laurel range, west of Johnstown, rises to an elevation of over 2,600 feet, and is almost en- tirely wooded as far north as the Conemaugh River. Above this point the range broadens and becomes a part of the rolling plateau, and is more extensively cultivated. LargeY areas are denuded of tim- ber, badly burned, and now covered with brush. In such places` the humus is entirely lacking and the underlying rocks are exposed. Erosion has not taken place to any extent. _ West of the Laurel range there are many excellent farms, but the proportion of waste land is equally large. This is particularly noticeable where the hills have been tunneled for coal and the water table lowered in consequence. The crests of these hills above the tunnels are invariably aban- doned to weeds, briars and locust. They even cave in for long distances, and where they were in excellent condition before the coal was removed, they are now useless for farming. The owners de- vote most of their time to mining, and farming is not carried on in the prosperous way commonly seen in a purely agricultral section. Stony Creek. This tributary of the Conemaugh drains the northern half of Somerset County, Howing north into Cambria County and joining the main stream at Johnstown. Quemahoning and PARTIALLY CULLED FOREST or l­l1~:,MLoCK AND l-IARD“/oops. Common on the steep, rocky slopes along the creeks. ‚ HARDwooD TYPE. Chrefiy Chestnut Oak, Chestnut and Birch, on the ridges in Maryland and West V irginia. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 27 Shade creeks are the largest forks of Stony Creek. This drainage, like most of the Conemaugh watershed, is a mining country. The streams have a characteristic yellow color, said to be due to the sulphur in the mines, and many of them are polluted and ñlling up with coal dirt. The valley of Stony Creek lies in an elevated and rolling plateau, bordered on the east by the Allegheny Moun- tains and on the west by the Laurel range, which parallels the Alleghenies northeast and southwest. The slopes of both ranges are gentle on the inside. Through this plateau the creek has cut a nar- row channel, which deepens toward its junction with the Conemaugh. Except on the ranges, the country is largely agricultural, although mining is probably the most important industry. The soil is derived from shale, and is deep and fertile. The bordering mountains are steep and generally rocky, and of no value for agricultural purposes, except on the more gentle slopes, where the soil can be sown to buckwheat and oats. Erosion is not noticeable. The slopes of the mountains are almost entirely wooded, while the plateau country between is a woodlot section, with the small timbered areas occupying the steep slopes and the minor divides. The mountains are practically all cut over, and if not denuded, are mostly in second­growth hard- woods-white, chestnut and red oaks, maple and chestnut predominating. Hemlock is scattered, and confined mostly to the ravines and lower slopes. On the broad summits there are occasionally flat, swampy areas where extensive forests of hemlock have been cut, and which are now almost entirely denuded, Where lñres have not been serious, there is a dense undergrowth of rhododendron. The best of the present cover on these mountains will yield saw-timber, poles, ties and mine props. Be- ing in a coal mining section, there is little demand for firewood. Railroads have been responsible for many fires which have burned extensive areas. During 1908, 1115 ñres were particularly numerous and disastrous. Humus conditions are fairly good where repeated lires have not occurred. In the woodlot section, between the mountain ranges, the timber is frequently of considerable value. Along the banks of Stony Creek there are many areas of excellent hemlock. The oak type predominates in these woodlots, while birch, beech and maple are conñned to the minor ridges. As is commonly the case, ñres have done less damage than on the mountains where wooded areas are continuous and the soil is thin. Large tracts are owned by private individuals, mining and railroad companies, About 4,000 асгез 111 1115 Laurel range are located in one of the Pennsylvania Forest Reserves. The Pennsylvania Railroad controls a number of water supply reservoirs. The tendency of these large owners is to prevent ñre and maintain the mountain lands in forest growth. A few sawmills still continue to op- erate, but the lumbering industry has practically ceased. The rough, steep lands are worth from $2 to $5 per acre when cut over. Black Lick Creek. This branch of the Coneinaugh River drains southeast Indiana and west central Cambria counties. It rises in the main divide of the Allegheny Mountains and flows to the west through the Laurel and Chestnut ridges, nearly parallelling the Conemaugh and joining it a few miles west of Blairsville, Two Lick Creek, a tributary from the north, drains the larger portion of southern Indiana County. The plateau at the headwaters of Black Lick Creek has an elevation some- what less than that at the headwaters of the Conelnaugh. The cleared land largely occupies the high ŕlats on these headwaters, and mining is an important industry. Toward Indiana County on the west, agricultural development increases, and the forest becomes broken into smaller woodlots. West and south of the town of Indiana, the country is largely cleared. The general topography is rough, and marked by narrow, steep valleys, with shallow, rocky stream bottoms, back of which are steep hills and rolling tablelands. The Laurel and Chestnut ranges are less pronounced than south of the Conemaugh River. They flatten out into broad tablelands, which are more or less cultivated, except on the steeper slopes. East of Two Lick Creek, Chestnut ridge contains extensive areas of wooded lands on the west slope and in the ravines. Near the junction of Two Lick and Black Lick creeks, the valley broadens but has steep wooded slopes, which become only patches of woodland lower down toward the Conemaugh valley. The soils are generally fertile, sandy loams and clays, with shale and sandstone outcrops on all slopes. There is considerable alluvial land in the wider bottoms of Black Lick and in pockets along the minor streams. Agricultural conditions are generally fair, and there is much less denudation than on many ad- joining watersheds. Although the slopes are steep, they are usually wooded, and the woodlands are in good condition, The proportion of waste land, however, is large, even where agricultural condi- tions seem to be good. This indicates that neglect rather than poor soil is responsible. Equally good conditions do not prevail at the headwaters, where the soil on the high, rolling plateaus is thin, 28 MoNoNoAHELA BASIN. and the proportion of sandstone is greater. There a large proportion of land is denuded or in waste, and the Y.farms are of much less value. Erosion is Vnoticeable only on neglected farms where the Soil is deep and of a brownish, sandy loam character. ° . The forests of the headwaters consist of beech and hemlock, mixed with maple, birch and other hardwoods. They are practically all culled or in second growth, and much of the smaller grow-th is now being cut for mine props. White pine is frequently mixed with hemlock in the northern part of the watershed. Chestnut and the oaks, particularly chestnut oak, occupy some of the dry, warm slopes. The forest types may be considered intermediate between northern and southern Appalach- ian conditions. At lower elevations in the woofllot section, oaks, ash, maple, chestnut, locust and hickory are the principal species. There is practically no hemlock, beech or pine. The steep slopes in all parts of this watershed are characteristically wooded, and should remain so. There are many abandoned sawmill sites, indicating the extent of former logging. A few portable or stationary mills are cutting sawlogs andimine props, but there is very little forest activity at present. Loyalhanna Creek. The streams which feed this creek rise in the southeastern part of Westmore- land County, between the Chestnut and Laurel ranges. The valley „which separates these parallel ranges is, in reality, a rolling plateau, similar to that which separates the Laurel Irange from the Allegheny Mountains. The course of the Loyalhanna is through the Ligonier Valley, a region of great agricul- tural development and considerable coal mining activity. The course of the stream is quite narrow and the valley almost entirely cleared, except Where it cuts through Chestnut ridge, between Ligonier and Latrobe. In its lower course, the Loyalhanna emerges into a broad, rolling, agricultural coun- try, and at Saltsburg meets the Conemaugh to form the Kiskiminetas River. The valley soil is derived~ from sandy shales with .frequent deposits of limestone. Toward the mountain ranges, the soil becomes thinner, and shale and sandstone outcrops are more frequent. The general topography of the valley is rolling, with the precipitous slopes of the ranges on either side. Cultivation is g-eneral, except on the ranges, where a few clearings have been made, but where most of the land is rough and wooded. Nearly every farm is supplied with a coal vein which furnishes ‘ coal for .home use. The valley region contains only scattered woodlots, which are badly culled for mine props. To- ward the mountains thereis much brush land and many abandoned farms. The mountain ranges are almost entirely wooded, but badly cut over. White, red and chestnut oaks, maple, chestnut, birch and hemlock constitute the forest growth. One 'section in the Laurel range, south of Ligonier and toward the headwaters of Indian Creek, is now being logged. There are other small patches of saw- timber, but these either are being held by private owners Ior the timber is being rapidly removed. Large areas in the cut-over section still contain good tie and post timber. The original growth on these mountains .was mixed hardwoods and hemlock, the latter occurring in nearly pure stands on the flat summits and in the ravines. The country has not long been cut over, and twelve to fifteen years ago was still well wooded. Most of the cut-over lands have been repeatedly burned since lumbering. Railroads are responsible for most of the fires. It is generally recognized by farmers that the streams dry out more rapidly and completely during the summer months than formerly. Over many areas, however, there is a large amount of undergrowth and the humus conditions have not been seriously disturbed. West of Chestnut ridge, the Loyalhanna passes through a rough, hilly section known as Dry ridge. Only the steepest slopes of this section are wooded; even these are often cleared. Most of the woodlands are badly culled or consist of brushy, second-growth species. Erosion in a few places is conspicuous. The humus conditions are poor, and at least one­third of the cleared land has been abandoned, much of it on account of tunneling f­or coal, followed by the caving in of the surface and the lowering of the water level. Between this section and the junction of the Conemaugh, the soil conditions and the farms improve, and the proportion of cleared and wooded areas is well balanced. The slopes are apt to be wooded, and there is consequently less chance for erosion. д The State Forest Reserve of 9,000 acres, mentioned under the Stony Creek watershed, covers 5,000 acres in the Laurel range within the Loyalhanna drainage. Several large private tracts are pro- tected from fire by rangers, and are under some form of forest management. These tracts are located on important divides and are of immense value in protecting the headwaters of the streams which flow from them. MONONGAHELA BASIN. The Monongahela Basin is drained by two main riv-er systems, the Youghioghenyand the Mo- nongahela, which unite at McKeesport, I5 milessouth of Pittsburgh. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 29 YOUGHIOGHENY RIVER. Drainage of the Headwaters. The Youghiogheny headwaters lie largely in western Garrett County, Maryland, though some of the smaller streams rise just over the line in Preston County, West Virginia. This is a region of high elevations and parallel mountain ranges running northeast and southwest. The streams generally follow the troughs or valleys between the ranges, but uplifts have complicated the drainage by causing the main streams to turn often at nearly right angles to their natural valleys and cut through the ridges. From about Friendsville to Confluence, the Yough- iogheny fiows through a deep, fairly wide valley, with steep but fertile slopes and small Iamounts of bottom land. From Friendsville to Oakland the valley is gorge­like. The tributaries have similar gorge­like valleys where they cut through the ridges to join the main stream, but farther back they often flow sluggishly through wide, moderately-sloped valleys. These rapid changes from a quick- flowing course to one of gentle grade cause the streams to develop a physiographic feature typical of this country and known as “glades.” These glades are swampy and composed of rich alluvial muck. -The wide valleys of the region are really elevated plateaus averaging about 2,700 feet above sea level, 'and bounded by steep ridges reaching from about 2,800 to 3,000 feet. While the larger valley bottoms and moderate slopes have fertile shale, limestone and alluvial soils, and are largely cleared, the steep slopes of the ridges and their tops, as well as the rocky, steep- sided gorges of the streams, have very thin, rocky soils, suitable only for forest growth. About one- halfI of the headwater country is wooded, and about two-thirds of the cleared land is in grass. It is not likely that much more land will be cleared. There is little badly denuded land, with the exception of an area on the headwaters of Cherry Creek, where fires have been especially destructive. Agri- culture, which has been overshadowed by the relatively greater importance of the lumber business, is now the chief industry of this region. The forests are practically all mixed second-growth hardwoods, with a scattering of pine, hem- lock and spruce. The ridge type consists of open stands of red, chestnut and white oaks, chestnut, maple, birch and locust. Exposure to high winds, combined with fires and a poor rocky soil, have made these stands of poor quality. tannic acid wood. The better slopes were originally covered with white and red oaks, maple, chest- nut, basswood, birch, yellow poplar and hemlock. Nearly pure stands of both hemlock and white oak were sometimes found. These stands have all been heavily lumbered, and the second-growth is only in fair condition, depending on the length of time since lumbering operations ceased and the severity of the fires which followed the cuttings. Very severe cutting and fires have decreased the hemlock reproduction so that it now forms only a small per cent of the young growth. Old cull trees of all species, left by the lumbermen, furnish material for tie cutting by the farmers during the win- ter. Many of the young stands are in very fair condition, and suitable for mine props. Oaks and chestnut predominate in such stands, with beech, birch, maple and hemlock in the small bottoms. Yellow poplar, hickory and ash help to make up the young growth. The uplands of the farming sectionY around Accident and HoyesI contain woodlots in better condition than the more extensive areas of woodland found in the larger valleys and on the ridges. The swamps or glades along the valleys formerly were covered with white pine, spruce, hemlock, maple, birch and beech, but they have been heavily cut over and badly burned, so that now only an inferior growth is left. Practically all the large cut-over areas have been burned, but the forest is now reëstablishing itself. The lire problem is becoming less serious as the lumbermen are moving out. A growing senti- ment against fires and a better enforcement of forest fire laws are largely responsible for the im- proved conditions. Humus conditions are fair, except on the more recently lumbered and burned areas and on many of the barren ridge~tops. With proper fire protection, and care of the present second-growth stands, the conditions should steadily improve. The few remaining virgin tracts are very small and isolated, and lumbering on a large scale has almost entirely ceased. Tie cutting is carried on quite extensively, and furnishes employment to the inhabitants when other work is slack. The number of coal deposits as yet undeveloped will insure a large demand for mine props in the future, and should help to make the second-growth stands of value as an investment. - . While the farm lands and woodlots are owned by farmers, most large tracts on rough land are being held by outside parties because of the deposits of coal. Three small State forest reserves, with a total acreage of somewhat over 1,900 acres, have been established northwest of Oakland in Garrett County, Maryland. A special forest investigation of Garrett County was made by the Forest Service about ten years The timber is chiefly of value for poles, ties, and chemical and ‚ 30 MONONGAHELA. BASIN. ago and published by the Maryland Geological Survey.* This reportydeals very fully with the forest conditions, and makes practical suggestions for the treatment of woodlands. Casselman Rit/er. Casselman River is the eastern branch of the Youghiogheny headwaters, drain- ing the northern central portion of Garrett County, Maryland, and southern Somerset County, Penn- sylvania, and extending from the Meadow Mountain range of the Allegheny Mountains on the east to the Negro Mountain range on the west. These two 'ranges converge in central Garrett County, в forming the head of the drainage basin of the Casselman, which is fed by tributary streams from _ both ranges. The elevation of these ranges is approximately 3,000 feet, and that of the Casselman valley between is not much less. It is in fact an elevated region between slightly higher bordering ranges, increasing in width and ruggedness north along the lower course of the stream. Extensive bottomland Iareas border the stream at intervals throughout its length. A peculiarity of these head- waters is the manner in which Big Piney Run, one of the' eastern feeders, cuts its way entirely through the Meadow range, and encroaching on the waters of the Savage River, a tributary of the Potomac, has its source on the western slope of the Savage Mountains near the Mason and Dixon Line. From the wide rolling country between the Meadow and Negro ranges in Somerset County, ­ the Casselman turns abruptly southwest through a narrow gorge in the Negro range, and joins the Youghiogheny at Confluence. The soils at the headwaters are derived from shales, sandstones and conglomerates, increasing in depth and productiveness in the wider valley of Somerset County. The dividing ranges are made up of massive conglomerates and sandstones, with extremely shallow sandy or clay soils, covered with boulders and rock fragments. Limestone outcrops on high ridges, and coal is found throughout the watershed, in deep and shallow veins. The best soils in Garrett County are the sandy loams and clays from red shale formations along Big Piney Run east of the Meadow range. The shallow rocky soils, where cleared, are used for pasturage or cultivated for buckwheat, corn and garden crops. Be- tween the ranges in Somerset County, the soils are sandy loams and clays, mostly derived from shale and line sandstones, and are extensively cultivated to w­heat, oats, corn, buckwheat and other crops. The best soils are largely in cultivation or grass, the pastures and buckwheat fields often ex- tending high up the slopes of the ridges. Mining towns are frequent, and the coal industry is increasing rapidly. Near mining towns, theI country is badly denuded and marked by abandoned tunnels and caving surfaces. Areas not cleared are burned, and the humus covering destroyed. Near Garrett, in Somerset County, erosion about the mines is quite conspicuous. ' In spite ofextensively cleared and pasture areas, from two-thirds to three-fourths of the water- shed is wooded. Much of this is partly or wholly denuded as a result of lumbering and fires, and mining operations. Woodlots prevail in the rolling agricultural sections, while the wooded areas are extensive on the mountain ranges, on the rough lands along many of the streams, and on much of the poor, sandy soil in Garrett County. ' The characteristic type on the ridges is chestnut and oak, and on the slopes, mixed hardwoods, consisting of red, chestnut, black and white oaks, chestnut, maple, beech and birch. Hemlock, white pine, white oak and beech were formerly the prominent species in the bottoms. White pine in the Casselman valley was t-he ñrst to be logged, followed by hemlock of great size. The valley type has long since disappeared. Spruce formerly occurred with pine and hardwoods in swampy areas near the headwaters of North Fork in Garrett County, but this has now been cut. Sugar maple thrives in the main Casselman valley, and many pure groves are cultivated as sugar orchards in the lower valley. The virgin timber has practically disappeared. Occasional mills in both Garrett and Somerset coun- ties continue to cut mixed hardwoods, hemlock and other species. The larger concerns in operation ten years ago have now completed their cutting. In some of the woodlots of Somerset County, there are small virgin stands of white pine, hemlock and hardwoods, which their owners have preserved. The woodlots, however, are almost wholly stripped of valuable timber for the mines. Where logging was carried on long ago, there is now excellent tie and mine timber, and considerable timber is still found on some of the steep, inaccessible ridges, where the cutting has been almost entirely for ties and mine timber. The extensive forest areas on the mountain slopes are entirely cut over, and most of them so badly burned that the land is. practically brush or waste, with humus thin or deficient. The fires of 1908 were particularly disastrous; nearly all of Negro range formerly cut over was burned at this time. Similar conditions exist on the slopes of Meadow Mountain. Many of the fires were set by railroads which follow the streams through the narrow gorges. *Maryland Geological Survey-Garrett Co., Baltimore, 1902. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 31 Laurel Hill Creek, a tributary of the Casselman flowing from the north and draining a narrow strip along the southwest border of Somerset County, joins the Casselman at Confluence. Its head- waters are on the eastern slope of the Laurel range. The greater part of this watershed is wooded, the farms being located on the more gentle slopes at the heads of minor streams. While the forests have been heavily culled and often badly burned, some sections still contain good timber. From Cas- selman River to the section about the mines at Roswell and Etna, the country has been cut over for mine timber, although there is still some hemlock and hardwood timber of sawlog size along the creek. North of this, in the section about Metzler, in the Laurel Hills, are several thousand acres of fair white oak, chestnut, poplar and maple, valuable for saw-timber, which are being cut by one or two mills near Roswell. This section contains the only saw­timber of importance in the southern Laurel Hill region, Lower I/oughiogheny. From Confluence the Youghiogheny flows northwest through the Laurel Hills and Chestnut ridge, and at Connellsville emerges into the rolling agricultural and mining sec» tion of southwestern Pennsylvania. This drainage area includes eastern Fayette County, western Westmoreland as far north as Greensburg, and a portion of southern Allegheny County. West of the Youghiogheny and north of the mountain ranges, the drainage area is short and separated from the Monongahela by a low, rolling plateau. The Youghiogheny is fed from the east by a number of quite long streams which head on the slope of Chestnut Ridge. The mountain section, which in~ cludes the entire eastern part of Fayette County, is extremely rough. The course of the river is nar- row, and the elevations rise from about 1,200 to 1,500 feet above the river level. Chestnut ridge and Laurel Hills in northeastern Fayette County are separated only by Indian Creek, a fairly broad stream, which flows into the Youghiogheny from the north. Northwest of these mountain ranges, which end abruptly near Connellsville, the Youghiogheny has a sluggish course, cut through the sur- rounding rolling hills. The rock-outcrops along the lower course are shales, limestones and sand- stones, with fairly fertile sandy loams and clay soils. Sandstone is the chief rock formation on the ridges, with shale outcropping on the slopes. The Laurel and Chestnut ridges are quite uniformly wooded, except along the principal roads, while the country north is just as uniformly cleared. The ridges are covered for the most part with brushy or pole stands of red, white and chestnut oak, and chestnut. Other species of less irn- portance are maple, birch and walnut. The country has been stripped for mine timbers, immense areas being held by mining interests for this purpose. Recently it has become necessary to import suitable timber from adjoining states, particularly Ñ/Vest Virginia. The woodlot areas north of the mountains are largely brush and inferior hardwoods, with oak predominating. Locust seeds in on the waste and abandoned lands, together with elder, sumac and species of crataegus. Humus conditions on the ridges as well as in the woodlots are poor. Ко part of the l\/lonongahela or Allegheny watershed is so nearly destitute of wooded areas as the lower course of the Youghiogheny and the Monongahela approaching Pittsburgh. The cleared land is poorly cultivated, and fully one-fourth is entirely waste, not even producing grass suitable for pasturage. This condition is due to the coal and coke industry, which centers in this portion of Penn­ sylvania. Abandoned tunnels cause the surface to cave in and the soil to dry out. The soils are fertile, and in spite of the denuded and waste conditions, should be capable of high cultivation away from the mines. The coal industry, however, occupies nearly the exclusive attention of the people, and farming is subservient and of comparatively little importance. MONONGAHELA RIVER. lVest Fork Rifvel'. The source of the West Fork of the Monongahela River is in Lewis County, VVest Virginia. The river is fed by minor tributaries, starting at the divide which separates the Mo nongahela waters from the Kanawha within this county and the minor divide between West Fork and Buckhannon Rivers in Upshur County. The section drained includes northeast Lewis, a small part of northern Upshur, the whole of Harrison, and a part of Marion County. The Tygart Valley River joins the Monongahela near Fairmont, in Marion County. The topographhy is rolling and uneven, with deep, narrow valleys, steep slopes, and sharp ridges or rounded uplands. The ridges are often only narrow lines defined by sandstone outcrops. The val- leys become shallower and the ridges less abrupt toward the lower course. The main divide is not high, and does not differ materially in topography from the watershed in general. The valley of the Monongahela is narrow, but steep in its upper course, widening toward Clarksburg. The tributary valleys are deep toward the Monongahela, but rise rapidly and become less abrupt toward the divides, 32 MONONGAHELA BASIN. where the streams fan out into rolling uplands. The larger part of the topography is made up of medium and gentle slopes. The bottoms are narrow, except along portions of the Monongahela Valley. The underlying rocks are brown and red shales, limestone and sandstone. The sandstone is re- sponsible for successive rough, narrow ridge­tops, and steep slopes where outcrops are conspicuous. The lower slopes and valleys and gentle divides are covered with deep, sandy, clay soils. Upshur clays are found on higher slopes. Coal is found over much of the watershed toward the north, al- though not worked extensively except in scattered localities. The gas industry is an important one. Erosion is little in evidence, and is confined largely to the Upshur clay soils. The narrow, rapid- flowing streams carry considerable sediment during high waters, but run clear throughout most of the year. The water rises quickly in the narrow valleys, often flooding the roads for short periods, and banks are sometimes gullied. On cleared slopes there is a uniform cover of grass, or a growth of vines and weeds, which effectively prevents erosion. Cultivated lands do not seem to suffer from erosion, though the steepest lands are usually in pasture or forest growth. Extensive grazing in the woods has been injurious to the soil and undergrowth. The watershed is primarily agricultural, except along the headwaters, where the wooded areas are in somewhat larger bodies. Probably 90 рег 00111 15 cleared, of which amount about one­half to three­fourths is in grass or pasture, the remainder being devoted to the raising of wheat, corn, oats, potatoes and other crops. Harrison County is extensively cultivated. Stock raising forms an im- portant industry, although considerable pasture land is reverting to forest, due, probably, to the de- velopment of the oil industry. Nearly all the farms are small, ranging up to 100 and 200 acres. Since this section is extensively developed for farming and grazing, the wooded areas are in small, scattered lots on steep, rocky slopes and dry, gravelly uplands. Along the headwaters in Lewis and Upshur counties, the ridge land has less value for farming, and nearly one-half is still wooded. Steep slopes along the banks of the Monongahela River and its tributary streams are usually brushy. Some fair woodlots extend down the slopes to the water, but usually good farms separate the banks from the slopes of the ridges. The forest lands have been almost entirely cut over for lumber, mine props, poles and ties, though there is little demand for firewood. Lumbering operations were ex- tensive twenty-ñve to thirty years ago, but at present only occasional loads of logs are hauled to the railroads for export. There is one tract of virgin timber, consisting of about 800 а0105 of oak and yellow poplar, near the divide in Harrison County. Poplar was formerly abundant but is not so now, even in the reproduction. Red, white and chestnut oak seem to predominate, while hickory, chestnut, maple, beech, yellow poplar and basswood are abundant in the hardwood mixture. On rough, stony lands the growth is largely oak. White oak and yellow poplar are largely confined to the deep, moist soils along creeks. Pine and hemlock are rare. A few saw-mills are in operation in the upper Monongahela Valley, but the timber comes from south of the Monongahela divide. Tygart Valley River. The Tygart Valley River, which joins the West Fork of the Mononga- hela near Fairmont, West Virginia, drains a much larger area and has more important tributaries than the West Fork. Its chief sources are Buckhannon River and Middle Fork, which unite with the Tygart Valley River in Barbour County. These two streams and the headwaters of the Tygart will be described separately. The drainage of the Tygart Valley below this junction includes most of Barbour and Taylor counties and portions of Preston and Marion counties. A number of streams, such as Teters and Sandy creek join the Tygart Valley in its lower course. The Tygart Valley River, from the junction, flows north through a deep and narrow rocky valley whose slopes are, for the most part, wooded. The river bed is filled with rock masses, and there is little bottom land in the upper course. Back from the valley, the country on each side is cleared, there are many small farms, and the hillsides are used for pastures. Toward the north, the Tygart Valley broadens and the elevations rapidly decrease. The soils are mostly thin and stony, and the ridges capped with sandstone. Some of the smaller stream valleys have quite fertile bottom lands, but the best farms are on the rolling slopes on the DeKalb loam and clay soils. The country is less extensively cleared and culti- vated along the Tygart Valley than along the Monongahela. The slopes are steeper, and the pro- portion of sandstone in the underlying rocks is greater. Wooded areas form continuous strips along some of these rough slopes and narrow ridge tops, where the land is too steep for cultivation or So extensively strewn with stones and boulders and bedded sandstones that grazing is impossible. The best timber has been removed, and the culled stands consist of inferior red, white and chest- nut oak, and chestnut mixed with other hardwood species. Yellow poplar and hemlock are fre- quent in the vicinity of streams. A number of small mills are cutting hardwood timber and hauling it to the Baltimore and Ohio Railroad, which follows the Tygart Valley River. PURE STAND or HI-:MI.ocK. Formerly common In Northern Pennsylvania. |..ßL.slr....t!.:»._r.l.î....2 .„ .. ‚ .. X ._ ._.$¿..m......... Í.” . ig. .iii ‚ о. M­.«.1..`.. "ŕ1`mß.~0;NvN . ln... . W.. ‚ч ‚ „ l -. OÀÍÀ’. ‘г, 2 5вс0хп-Св0\1‹‘тн WHITE PINE. Not common on these watersheds. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. Bucklramzoiz Кбит’. Buckhannon River, a tributary of Tygart Valley River, rises in the main southern divide of the Monongahela watershed and fiows north into the main river at Tygart’s Junc- tion. It drains nearly the whole of Upshur County, part of western Randolph and a small portion of Barbour County. The main southern divide of the Monongahela changes gradually from a rolling, agricultural plateau west, to a high, mountainous and forested region at the east. The headwaters of Buckhannon River lie on a high plateau midway between these points geographically, in elevation, and in the amount of forested land. The elevation of this divide in Upshur County is from 2,500 to 3,000 feet. The courses of Buckhannon River and its tributary streams are through deep, rocky gorges in the south, but near the town of Buckhannon, in the northern part of Upshur County, the soil conditions improve, the slopes are Iless abrupt and rocky and the country becomes agricultural. The soils there are largely DeKalb «clays and loams and Upshur clays, and extensive meadow bottoms extend along the streams. These conditions prevail along Buckhannon River from the vicinity of Buckhannon nearly to the Tygart Valley, where the topography again becomes abrupt and the slopes steep and rocky. The best farm lands in Upshur County are on the gentle slopes back from the creeks. The town of Buckhannon is the centre of a prosperous and thriving grazing and agricultural country. While the steep slopes of the creeks are wooded, the woodlots in the agricultural section back on the uplands are inconspicuous and often no more than scattered brush patches or abandoned fields which are reforesting. At the headwaters in the south of Upshur County, the land is rougher and largely in forest, the clearings being confined to the Hatter ridgetops. Such land is largely given up to pasturage. These soils are shallow and rocky and of the DeKalb series designated as loams and rough, stony land. The wooded areas in the agricultural section consist of mixed second-growthlhardwoods, either in small woodlots or in »larger and more continuous bodies along steep valley slopes and toward the headwaters. In the woodlots the humus is good, but is only fair on the larger bodies of woodland. The principal species are the oaks, beech, maple, basswood, black gum, chestnut, hickory and walnut, with a very little yellow poplar and scattered hemlock. Beech often forms an understory. Above Buckhannon, the areas of woodland become «larger as the forested region at the head- waters is approached. Lumbering »has been more recent, and the stands are in poorer condition. Remnants of a former good stand of yellow poplar are found, and hemlock occurs in small pure groups in the valleys. Much of the woodland which has been culled for timber is now being stripped for chemical wood. 5 Lumbering operations at Pickens and other points have about exhausted the merchantable timber on the Buckhannon watershed, and are now drawing their supplies from the Kanawha side of the divide. T'here are coal mines on Left Fork, which -heads in the Rich Mountains, and logging and mining railroads extend up many of the headwater streams. I n Fires Ihave burned over limited areas, and have destroyed the humus. Except where chemical wood has been cut or where lumbering has been recent, however, the density and humus conditions are, on the whole, very fair. This region was formerly covered with fine stands of yellow poplar, oak, chestnut, beech, maple and hemlock, but lumbering has reduced the proportion of better species of trees and reproduction is now largely of the more resistant and poorer ones. Middle Fork. Middle Fork drains the western part of Randolph County, and flows north ap- proximately parallel to, and east of, Buckhannon River, its right fork heading in a minor «divide which separates Middle Fork from Buckhannon waters, and its left fork rising on the western slope of the Rich Mountains, the westernmost of the distinct mountain ranges, known farther north as the Laurel Hills. Sandstones form the mass of rock outcrops on the ridges. Limestone also outcrops near the stream levels on the high plateaus. Quite extensive agricultural areas occupy the right fork, and the lower course of Middle Fork itself. The «left fork is cleared in places, but its headwaters on Rich Mountain are uniformly wooded. One of the largest bodies of virgin spruce, hemlock and yellow poplar on the Monongahela watershed is at the head of these forks. The streams fiow through rocky, gorge-like valleys; they carry no sediment and there is no indication of erosion. Headwaters of the Tygart. The headwaters of the Tygart is commonly known as the Valley. River. It drains an area lying, for the most part, between the Rich Mountains on the west and the Cheat Mountains on the east, and extending in a long, proportionately narrow basin through the entire length of Randolph County, from the northern edge of Pocahontas County. The source of the river is in the broad tablelands which form the divide between the Monongahela and Kanawha watersheds at elevations of somewhat over 3,000 feet. The topography at the headwaters is not abrupt. It is rather an elevated and rolling plateau, with knobs of slightly higher elevation. The 34 MONONGAHELA BASIN. topography becomes more irregular and the slopes steeper in the lower stream valley. Limestone is an important formation on the high tableland, and occupies large areas at the 'heads of the streams. Lower down, the limestone_outcr0ps on the steep upper slopes of the bordering ridges. Sandstone is the prevailing rock formation on the ridges. Nearly the entire length of Valley River, from its head to central Randolph County, where the stream cuts through the Rich Mountains, is extensively cultivated; the valley broadens and becomes almost entirely cleared between Huttonsville and Elkins. Above Huttonsville, the cleared areas are frequent, but not continuous. The lower valley Hoor is broad and Hat and the soils are rich clays and loams, which are cultivated or in grass. The bordering mountain ranges are steep and rocky, and entirely wooded above the pastures. At Elkins, Leading Creek from the north joins Valley River, which turns west at this point, and after cutting a gorge-like course through the range, again Hows north along the west slope of the range and with Middle Fork and Buckhannon River forms the lower Tygart Valley River. Cleared areas occur where the valley widens at junctions with other streams, and back from the bordering slopes. There is no suggestion of serious erosion anywhere on the Valley River watershed. The waters, though more or less swift, How from rocky, wooded slopes, and the valley is either Hat and with wide bottoms, or where it cuts through the steep ranges, extremely rocky. The water is clear, and injurious effects of overHow are not apparent. The slopes are too steep and rocky for cultivation or pasturage and are almost entirely in forest growth. Except at the headwaters, they have already been largely culled of the best timber. Unfor- tunately, fires have burned over most of these areas, and the humus is thin, especially on south slopes, and reproduction is of no great value. The growth on the cut-over south slopes is largely oak, while mixed beech, maple, birch, oak and hemlock are found on the colder north slopes. Humus condi- tions on the latter type are much better. The surface is more or less broken and porous, so that run- off is not excessive. The greater part of the valuable virgin timber on the watershed has been cut by band mills in the main valley. The headwaters, especially on the west slope of the Cheat Mountains, still contain splendid stands of yellow poplar, basswood, hemlock, oak and cherry in small lots along the creeks and at the heads of the ravines on limestone soil, and some spruce and hemlock on the higher slopes. The yellow poplar in mixture often averages 3,000 feet per acre. Spruce is not found to any extent below an elevation of 2,700 feet. Elk Water River and Mill Creek basins have been mostly cut over, save for small lots of virgin timber, but they are uniformly wooded with chestnut, red and white oak, beech, poplar, maple pitch pine and scattered hemlock. Some of the best spruce, hemlock and yellow poplar timber in West Virginia is located on the adjoining watershed to the west, and is being logged from Mill Creek. On the east side of the Rich Mountains the timber is mostly exhausted. A standard gauge logging railroad extends` up Mill Creek, and a narrow gauge line up the Valley River. Where the more extensive bodies of timber have become exhausted, small lots owned by farmers are now being cut over. Wooded areas in this watershed and west of it are owned by farmers to a greater extent than on the continuously wooded watershed to the east. A dozen portable mills are now cutting oak, beech, maple, chestnut, poplar and hemlock for furniture stock, car sills, ox yokes, railroad ties and other miscellaneous purposes from lands formerly logged for spruce, hemlock and poplar. Yellow poplar, spruce and basswood are being extensively cut for pulpwood, and shipped to mills in other regions. The completion of this cutting means the exhaustion of the timber supply for many years, but there is sufficient density in the sapling and pole trees to maintain a good forest cover. Shavers Fork of Cheat River. Shavers Fork, which joins Dry Fork at Parsons in Tucker County, West Virginia, to form the Cheat River, is a stream of considerable length and Without any im- portant tributary. It rises in the Back .Allegheny Mountain range, the southern extension of Shavers Mountains in Pocahontas County. and Hows north between the Shavers and Cheat ranges through Randolph County, and a part of Tucker County. The drainage area is not wide or particularly im- portant commercially, since the stream Hows through a steep, gorge-like valley between high moun- tain ranges too rough and inaccessible for agricultural development. T here are no bottom lands, except as the valley widens toward Parsons. The headwaters lie at an elevation of between 4,000 and 4,500 feet in a nearly uniform plateau forming the divide between the Monongahela and the Greenbrier watersheds. Occasional knobs rise to elevations of over 4,500 feet. The importance of this region from the standpoint of watershed protection may be judged by the fact that in addition to the Мо- nongahela drainage, the Potomac, ­lames, Greenbrier and Kanawha rivers have their headwaters in а comparatively restricted portion of this elevated plateau. Shavers Fork Hows north to the rim of the plateau, and then cuts its way rapidly into the valley between slopes which become steeper and rela- FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. tively higher as the valley reaches successively lower elevations. In its lower course the ranges be- come less distinct, and the river cuts through the Cheat Mountains and ñows to Parsons through a country extremely rough but lower in elevation. _ The high plateau at the headwaters is composed of limestone and sandstone, the former occupy- ing extensive areas on the summits of knobs and on high Hat areas. This is particularly noticeable on the watershed of Dry Fork to the east of Shavers Fork, where many of these areas are cleared. Lower down, sandstone is dominant, and outcrops of limestone occur on the steep upper slopes of the ranges. The watershed of Shavers Fork more nearly represents virgin conditions than any other in the entire Monongahela and Allegheny drainage basins. There is less marked variation in the How of water, and through its long, rocky course, the stream carries no appreciable amount of sediment. The few cleared areas are located on limestone soils on the flat-topped ridges above the fork, or on the lower bottoms toward the junction with Dry Fork. The watershed is almost entirely wooded, and the higher elevations are in a large measure still in virgin spruce and hemlock. The forests are cut over along the river, from Parsons to Bemis, a sawmill town on the \/Vestern Maryland Railroad, about half way to the head of the fork. About this point. for about 15 miles, along the roughest portion of the fork, a heavy forest of spruce and hem- lock still remains, extending on either side to the tops of the mountain ranges. On the headwaters above this virgin timber, logging operations have been carried on for «many years from the Green- brier side of the divide, and the best timber has been removed. These operations will soon extend down the fork to this remaining body of timber. Other large bodies of spruce and hemlock are found on the upper slopes of the Shavers Mountains farther north, but they lie largely on the eastern slope on the watershed of Dry Fork. Aside from these large bodies of coniferous forests, Shavers Fork has been almost entirely cut over, in many places only lightly, but on some steep, recently-lum- bered slopes along the railroad, only brush and slash remain. The general conditions of the cut-over lands on this watershed are much better than the average. Excellent stands of second-growth hard- woods are found along parts of the lower course, and some hardwood stands have been so lightly culled that they differ only slightly from the original growth. Spruce is found at the highest elevations, excepet on a few bald, rocky knobs. It is more or less mixed with hemlock, particularly at the lower limits of its altitudinal range. The present commercial stands of spruce are above 3.000 feet. Below this elevation, the growth is mixed hardwoods and hem- lock, mostly birch, maple, beech, cherry, basswood, ash, hickory, yellow poplar, chestnut and the various species of oaks. Beech often occurs in nearly pure stands. Hemlock forms a general mix- ture, but is most abundant on north slopes, in the coves, and at higher elevations with spruce. Bass- wood is found with hardwoods at higher elevations, while yellow poplar grows in mixture in moist coves and at the heads of streams on good soil. The oaks are most abundant at the lowest eleva- tions on dry slopes and ridge tops. On the cut-over hardwood lands, birch, maple, beech and oak form the greater part of the second growth. The oak may be in nearly pure stands of scrubby growth, but where fires have not been ex- cessive, the undergrowth is dense, with rhododendron forming a conspicuous part of it. The watershed 'has been fairly free from destructive fires. Along the Western Maryland Rail- road, which crosses the Cheat and Shavers ranges, the slopes have been burned to some extent, and fires have occurred on limited areas away from the railroad in the Shavers Mountains. Humus condi- tions are poor on the steep, cut-over slopes where the oak type prevails. In other situations undis- turbed by fire, particularly under spruce and hemlock stands, it is deep and moist. The broken, rocky character of the wooded slopes helps to retain the soil as well as the moisture. There are at least six large band sawmills operating in this watershed, besides many smaller mills. Other mills have been abandoned within the last few years. Probably the lumber industry is now at its maximum development, and within the next ten years all but one or two of the larger concerns will have cut over their holdings. Portable mills will then continue to operate on cut-over land and in scattered lots which are left. Natural reforestation will take place over most of this watershed if ñres are kept out. The hard- woods will, of course, increase in spruce and hemlock areas, since a reproduction of the latter species is slow and uncertain. The owner of the largest spruce holdings in the entire region has begun to reforest the cut-over lands with wild spruce seedlings. Dry Fork of Cheat Rit/er. Dry Fork and its tributaries, Gandy, Laurel and Glady forks, form a series of parallel valleys, separated by ridges of a very mountainous nature, and drain an area rich in virgin timber. Gandy Creek is the commonly accepted name of the Dry Fork headwaters. Starting 36 ` MONONGAHELA ' BASIN. in the plateau at the southern boundary of Randolph County, these streams flow north and unite to form the main course of Dry Fork, which then Hows northwest and joins Shavers Fork at 'Par- sons. Dry Fork also -drains the country to the east and northeast through Red Creek, and at Hen- dricks receives the waters of Blackwater River, which drains south from the Canaan Mountains. All this region is rough and mountainous, with narrow, steep­sided valleys. While some of the wi-der ridges have considerable areas of high, level plateau land, many of the valleys are so close together that the intervening ridges are very narrow and broken The general elevation of the `para-llel ridge- tops is about 3,500 feet. Limestone caps these ridges in the extreme south, and gives rise to the “sinks” country, a section which is largely cleared for grazing and has also some good farms. Far- ther north, at Davis, there is a large amount of cleared and waste land, and the Canaan Valley is also cleared and in farms. А lar­ge natural savanna at the head of Blackwater River is an unusual fea- ture of the watershed. There is no erosion, and the streams run clear in the rocky valleys. Agriculture is still in the saw-mill stage; that is, it depends largely on the lumber business for its market, and the farmers ñnd employment in the lumber operations at odd times. For many years, however, this region has ‘been important from a grazing standpoint. Cattle owners burned and de- stroyed the timber over large areas on the limestone ridges, and drove their cattle up from the val- leys of Virginia to graze on the ñne natural bluegrass. Grazing shares with lumbering the blame for many of the -destructive lires, and is more culpable, since it made no use of the valuable stands of timber thus 'destroyed in creating -pasture land. The forests originally contained some of the best spruce of the country. Hemlock was also abundant, while beech, birch, maple and cherry, as wellY as oakY and chestnut, were the predominating har-dwoods. The present forest consists mainly of two types, virgin spruce and hemlock, and second-growth hardwoods with scattered hemlock and spruce. While some of the second-growth stands are dense and vigorous, the greater part of them are fire-damaged and consist of open or scrubby trees, with occasional areas of fire cherry. The virgin stands are located largely on Laurel Fork above the Rich Mountain, on Glady Fork, on a sec- tion east of the Blackwater River, and on the headwaters of Red Creek. Hardwood stan-ds in the Canaan Mountain section and at the hea-d of Otter Creek, where the best trees were cut out many years ago, have since recovered almost their original density. There are areas of good se-cond- growth hardwoods on the >headwaters of the Blackwater and south to the Yhead of Red Creek. The north end of Dry Fork îhas been largely cleared for pasture, especially on the bordering ridges. Gandy Fork, above Horton, has 'been quite recently lumbered, and large areas are burned and only growing up to scrubby beech and oak. The lower part of Laurel Fork is in much the same condition. The plateau to the east an-d west of the Blackwater River, except the areas of vir- gin timfber, has recently been very severely cut over and burned and is now a 'rocky waste. Fires to promote grazing are less Yprevalent as the cattlemen come to Vrealize that they do more harm than good. The slash from spruce lumbering is, however, very heavy and the luzmbermen claim that ñres on cut-over «lan-d cannot be prevented, and content themselves with protecting their mer` chantable timber. Humus conditions vary from the thick covering under the virgin spruce to the absolute -lack of cover on the rocky, waste areas. The Ilan-d is practically all held in very large tracts by the various lumber companies. Lower Cheat River. From the junction of Shavers and Dry Forks, the Cheat River Hows northwest through Tucker, Preston and northeastern Monongalia counties, and joins the Monon- gahela River at Point Marion, a short distance north of the state «line in Fayette County, Pennsylva- nia. The course of the Cheat from Parsons to St. George is through a wide, Hat-bottomed valley, be- low which the slopes are higher and steeper, and the bottom lands Ibecome fewer and widely sepa- rated. In northern Preston County the valley deepens, the slopes rise precipitouslly, and until within fourteen miles of the Monongahela River, the Cheat passes through a wild an-d inaccessible gorge, in places from 1,000 to I,2oo feet deep. The bordering country is drained by a large number of tribu~ tary streams, especially east of the Cheat valley, and the original plateau has been deeply dissected. Approaching the mouth of the Cheat, the country becomes smoother an-d «largely agricultural. In the bottoms north of Kingwood, and back from the precipitous slopes of the streams, the country is also extensively cleared and in cultivation. The forested areas occupy more than half of the watershed. T-he slopes of the creeks, as well as the gorge along the Cheat River and the thin-soiled areas on the ridges _and plateau, are well wooded and should remain so. There is still much virgin timber at the heads of runs an-d on slopes difficult to log. Areas within reach of Hoatable streams were long ago culled of the best and biggest trees among the species that could be floated easily. The timber left has in places so nearly regained its original ...OO О ...Í ooo Slopes where vegetation is practically absent because of fumes from the coke ovens. \Vaste areas in the coal region of .southwestern Pennsylvania. ” Shows the surface caving 111 where ridges have been tunneled for coal. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. density and general state of maturity that for all practical purposes it can be classed as virgin hard- woods. Even in stands which are essentially second-growth, there are often found many mature trees which, under the better prevailing market conditions, may be considered merchantable. Where more recent operations have been carried on, using logging railroads for transportation, the land has been completely cut over and only young second­growth is present. The largest bodies of virgin timber are on Horseshoe Run, Wolf Run, Roaring Creek, Big Muddy Creek, the Sandy Creek system, the extreme head of Laurel Creek, and from the mouth of Muddy Creek along the entire length of the Cheat River gorge. The principal species are the oaks, chestnut, beech, birch, maple, hickory, yellow poplar and hemlock. There is a little spruce in the southern part of the watershed, and the remaining virgin timber is being rapidly lumbered. In the northern part, much of the timber in the more inaccessible places will remain until the stumpage val- ues increase 50 as to make the lumbering of it profitable. On the whole, burned areas are uncommon and small in extent, and the humus conditions are fair throughout the watershed. Lower Monongahela. The lower course of the Monongahela, through Monongalia County, West Virginia, and the southwestern counties of Pennsylvania to Pittsburgh, is in a rolling country, with gentle slopes and meandering streams. The present topography is the result of base leveling, fol- lowed by uplift and the wearing down of the stream valleys. The main course of the Monongahela is peculiarly irregular and meandering, and in many places old channels have been abandoned. The river flows gently, and by means of lock dams is navigable to Fairmont, West Virginia. The banks are usually steep, back of which the slopes rise gently to the rolling divides. Numerous tributary streams join the Monongahela from the east and west. The underlying rock formations are shales, sandstone and thin beds of limestone. Coal occurs throughout the region. Rock outcrops are not con- spicuous, and fairly deep, fertile soils have been developed. The entire country is practically cleared. The wooded and brush areas are most extensive on the steeper slopes along the streams, decreasing toward the north. The influences of the City of Pittsburgh embrace this country for at least 12 miles, and in this distance there are few wooded areas large enough to show on the map. In a region of this size, with the land largely cleared, the agricultural and grazing value in the aggregate is large. Probably less than 25 per cent, however, is well cultivated, the remainder being in pasture or in waste. Large portions of Washington and Greene counties are devoted to stock rais- ing, with two-thirds to three-quarters of the «land in grass. Farther north, toward the junction of the Monongahela and the Youghiogheny, where the topography is less abrupt, and the proportion of limestone is greater, agriculture is more highly developed. The general conditions do not differ ma- terially from those described for the region along the lower Youghiogheny River. Erosion of steep farm lands, especially on red shale soils, and gullying along streams and high- ways, while not extensive, are frequent. The streams are also carrying away their banks in places. A grass cover forms quite easily and arrests erosion which might otherwise become more disastrous, The hard clay surface of the hills and slopes, though well sodded, does not check the rapid run-off of water. The streams are low in summer but rise rapidly during seasons of freshets. ln the few scattered woodlots and brushy areas the various species of oak predominate. Syca- more and black walnut are found along streams, with elm, hickory, yellow poplar, ash, cherry and locust in mixture. Locust is common both in mixture with other hardwoods and in pure stands on abandoned land. White pine and chestnut are rarely found. Humus conditions are generally poor. 38 INFLUENCE OF FORESTS UPON STREAM-FLOW. PART III-SOME FACTS ABOUT FORESTS AND STREAM-FLOW. Bv RAPHAEL ZON, Forest Service, United States Department of Agriculture. INTRODUCTION. The factors which infiuence the Но“; of water in streams have received a great deal of attention frompengineers, meteorologists and foresters in Europe and in this country. Yet there still exists а difference of opinion as to the importance of several factors affecting stream-fiow, especially that of forest cover. Lack of Accurate Data. The difficulty of arriving at definite conclusions lies in the complexity of the problem and in the fact that, with the exception of a carefully planned experiment carried on for about ten years by the Swiss government and a similar experiment started in the Rocky Mountains by the Forest Service in coöperation with the Weather Bureau, there have been no thoroughly accu- rate studies of this problem. This was clearly demonstrated at the International Congress of Hydro- graphic Engineers at Milan in 1905, when a resolution was proposed to establish an international bureau for collecting and correlating data on the relation of forests to stream-flow, so as to arrive finally at some conclusion in regard to this important subject. At present accurate data of this char- acter do not exist. Deductions have often been made from deficient data secured in a limited region, and applied in general to all rivers, all climates and conditions. The drainage basins have been, as a rule, extremely large, often thousands of square miles in extent, on which many counteracting factors obscure the true relation of forest cover to stream Бош. In the majority of cases either stream measurements, or rainfall data, or both, were deficient, and only in very few cases can one find measurements of stream-fiow and rainfall for the same period and the same watershed. Measurements of the stream­flow itself have not, as a rule, been uniform during the entire period of observation. Most of the measurements have been merely of the height of the water, and have failed to take into account the rapidity of the liow. Many of the stream gauges have been located in the lower reaches of large rivers, and, therefore, could not yield reliable results, since the Но“; OI water in the lower reaches of a river is the result of conditions prevailing on all of its various tributaries. In very few of the American investigations have exact records of the condition of the cover of the catchment basins been made, though in some Cases the changes in the cover are roughly referred to for the period under investigation. Mere reference, however, to the fact that lumbering has been carried on on a given watershed, while on others no logging has been done, is not a sufficient indica- tion that the beneficial influence of the forest cover has been impaired in the former case, nor that the conditions on the latter are necessarily favorable to stream­fiow. On the contrary, a logged-over area may contain young reproduction, the effect of which upon the run-off may be just as favorable as intact virgin forest. Furthermore, a mature forest, if repeatedly burned or grazed, and thus de- prived of its leaf litter, may cease to exercise its normal beneficial function upon the surface run-off. For these reasons it is obvious that all deductions made from such general observations must be accepted with caution until the results of the more intensive and thorough studies now being car- ried on by the Swiss government and by the United States become available. If, however, direct ob- servations of the fiow of water in streams have not yielded convincing results, careful and thorough studies, performed in many countries and extended over long periods, of the infiuence of the forest upon each of the several factors affecting the water supply in rivers, have furnished conclusive proof that forests do have a most important effect upon stream­H0w. INFLUENCE' OF FORESTS UPON STREAM-FLOW. The facts which have been established relative to the infiuence of forests upon stream-flow may be briefly summarized as follows: 1. The forests lowers the temperature of the air inside and above the forest, thus inducing the FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. condensation of vapor over the forest, and in this way perceptibly increases local precipitation (dew, mist, rain, snow). French observations are practically unanimous in recording a larger amount ой precipitation over forests than outside ой them. Regular observations taken at Nancy for 33 years, since 1866, at sta- tions inside, оп the edge ой, and outside the forest show that without exception more rain fell inside than outside the forest, and that in 8 out of Io cases more rain fell at the edge of the forest than outside. If the amount of the rainfall at the center ой the forest be designated as 100, then the amount of rainfall at the edge ой the forest would be represented by 93.9 and the rainfall outside the forest by 76.7. 2. The forest cover, more than any other vegetative cover, intercepts atmospheric precipitation and prevents it from reaching the ground. The amount of precipitation thus lost, however, is offset, except in dense, old stands ой pure spruce, by the greater precipitation over the forest and the greater condensation ой vapor within the forest in the form of dew, hoar­frost, etc. As a result ой а great number ой investigations, it is safe to assume that coniferous forests retain more precipitation than broadleaf forests. Under average conditions, a spruce forest will intercept about 39 per cent of precipitation, a broadleaf forest about I3 per cent. In a young stand the amount ой precipitation intercepted is the least, in middle-aged stands it is the most. In regions where the precipitation is in the form of heavy or prolonged rains, the ground under the forest, no matter whether the latter is deciduous or coniferous, will be wet as much, or nearly as much, as the bare ground, while in regions where the rains are neither heavy nor ой long duration, a large portion ой the precipitation will remain in the tree crowns and escape the soil. That portion of precipitaion which is prevented from reaching the ground directly is not lost, however, for the forest. Its evaporation increases the relative humidity ой the air, which, together with the lower tempera- ture within the forest, helps to condense, especially in coniferous forests, a great deal of moisture from the vapor­ladened air which passes through them, in the form of fog, dew, and hoar-frost. 3. The summer temperature of the air and soil in the forest is lower, the relative humidity of the air is greater, the movement ой the air is less in the forest than outside of it. This, together with the double protection afforded to the soil by the «mulch ой йа11еп leaves and humus and the tree tops, tends to reduce the direct evaporation from the soil in the forest to practically a negligible quan- tity as compared to that in the operi. Careful observations extending over a long period in France, Germany, Austria, Switzerland, and other countries, have established the fact that forests reduce the temperature ой the air: First, by preventing the heating ой the soil by the sun; second, by transpiring water from the leaves-this process of transforming water into vapor absorbing heat and, therefore, reducing the temperature of the surrounding air. The yearly mean temperature at equal elevations and in the same locality has invariably been found to be less inside than outside a forest. The difference .between the yearly mean temperature inside and outside of a forest is about o.9 deg. F. for forests in a level country. This difference increases with altitude, and at an elevation ой about 3,ooo feet it is 1.8 deg. F. The forest soil is warmer in winter, 1.8 deg. F., and is cooler in summer, from 5.4 1:0 9 deg. F., than the soil without a forest cover, and this holds true for depths as low as 4 feet. In the spring the forest soil is cooler than that of open land, and this continues throughout the summer, when the differ- ence is at its maximum. The relative humidity of the forest air has been found to be between 9 and I2 per cent higher than that in the open, and is higher in summer: First, because the transpiration of water by the leaves appreciably increases the moisture content of the air within or near the forest; second, because the temperature of the air is lower in the forest, and, therefore, the air is nearer its saturation point. Observations carried on by the Forest Service in`the study ой the inHuence ой wind-breaks upon crops have shown that the per cent ой moisture saved from evaporation, within an area I2 times as wide as the height ой the trees at different wind velocities, may amount to from I1 to over 40 рег cent. Experiments conducted by Prof. Ebermayer for five years (1869-1873), in Bavaria, have dem- onstrated that a layer of fallen leaves is capable ой reducing evaporation from the soil 24 per cent. Thus, while the average evaporation from the soil deprived ой 1еай litter in the forest, during the summer months, (May to September), amounted to 39 per cent ой that in the open, the evaporation from the same soil covered with a fairly deep layer of leaf litter was only 15 рег cent ой that in the open. In other words, while the forest cover alone diminished the evaporation from the ground by 61 per cent, the forest cover, together with the leaf litter, reduced it by 85 per cent, making it only 15 per cent of that in the open. 40 INFLUENCE OF FORESTS UPON STREAM­FLOW. 4. In level country, where there is no surface run-off, forests act as drainers of the soil; hence their importance in draining marshy land and in improving hygienic conditions. In such country their effect upon springs is unimportant. The afforestation of the swamp lands of southern France, the Landes, with maritime pine brought about a lowering of the water table. In Italy, the water table in swamps has been lowered by planting eucalyptus, and in many swampy regions in Europe, where, before affòrestation, the drainage ditches were always full of water, after planting, they became entirely dry. 5. In hilly and mountainous country, forests, irrespective of species, are conservers of water for stream-How. They increase the underground storage of water to a larger extent than do bare sur- faces or any other vegetative cover. This effect is the greater the steeper the slope, the less perme- able the soil, and the heavier the precipitation. A German investigator of high standing (Ney) places the amount of water which the forest cover saves to the soil by reducing the surface run-off and changing it to underground seepage, for forests at lower altitudes where the rains are not heavy and the soil is less subject to freezing, at 20 per cent; for forests of moderate altitude, at 35 per cent; and in mountain forests, at 50 per cent of the precipitation. Measurements of the surface run-off, carried on by Jeandel Contequil and Ballaud in the Vosges Mountains in France, have shown that the surface run-off from wooded slopes is nearly two times less than that from deforested slopes, while the underground seepage is greater and the How of the streams more regular than from the deforested slopes. Such an authority as Huffel states that under ordinary conditions of rainfall there is practically no surface run-off from wooded watersheds having an abundant leaf litter. The forest in the moun- tains, therefore, even on the steepest slopes, has the effect of creating conditions with regard to sur- face run­off such as obtain in a level country. 6. Forests retard the melting of snow and thus provide for the gradual feeding of mountain streams. The inHuence of forests in retarding the melting of snow has been demonstrated with especial precision in a ten years’ series of observations carried on at the Imperial Agronomic Institute at Mos- cow. These observations show that the period of snow melting lasts within the forests from 26 (1904) to 57 (1902) days, while the snow in the open situations disappears within six or seven days. Thus, in 1908, the melting of snow, which began April 12, lasted in the forest until May 15, (34 days), but in the Helds, pastures, and all other open places surrounding the Institute, only until April 22, (11 days), while in the more exposed Helds the snow had all disappeared as early as April 18, seven days after the commencement of melting. The retention of snow in the forest until May 15 was in spite of the fact that after April 22 there were frequent warm rains. Forests have not only a very decided inHuence in retarding the melting of snow in general, but there is also a close relation between the melting of snow and the species, density, age and 'location of the forest. In large forest areas composed of different types, a definite consecutive order in the progress of melting has been demonstrated, and this order, which -depends entirely upon the character of the forest cover, has been found to hold true from year to year, irrespective of the weather at the time of the melting. The snow disappears Hrst of all from the clearings in the forest, simultaneously with its disappearance from open fields. Next it disappears from young forest plantations, in which the tree tops have not yet begun to touch each other. Next come thin oak forests, growing on south- erly slopes, and old, open, pine forests. Then the snow begins to disappear on northerly slopes in dense stands of birch, later in pine, and last of all, in spruce forests. Thus, in 1908, the ground in a certain locality became entirely free of snow on the following dates: On Helds, clearings, and open places . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. April 22 In young, still open stands . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . April 24 In old, open stands on south slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . April 26 In birch stands . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. April 29 In pine stands . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Мау 6 In spruce stands . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. May 15 7. By preventing surface run-off, the forest, more than any other vegetative cover, protects the surface soil from erosion and thus reduces the amount of sediment carried by streams, Wherever the topography is at all rough, the destructive activity of running water in washing away the soil becomes important. Erosion and the washing away of the soil depend upon the steepness of the ground, the character of the soil, and the geological formation of the region, When the slopes are steep and the soils and the underlying rock are friable, the erosion by surface run-off reaches colossal proportions. FOREST CONDITIONS ON THE ALLEGHENY AND MONONGAHELA BASINS. 41 Erosion has also a bearing on the height of flood water in the streams, since the sediment carried bv the rivers and the coarser detritus in the mountain streams increases stream volume to such an ex- tent, in many cases, as to raise the height of the water far beyond the points it would reach if it came free of detritus and sediment from forested watersheds. How great may be the volume of detritus carried by a given volume of water is clearly brought out by Demontzey, who computed that one mountain torrent brought down in 85,020 cubic yards of water, 221,052 cubic yards of detritus, or more than two and a half times its own volume. In mountainous regions where a thin soil covered with forest is underlaid with hard rock, such as, for instance, limestone, or in fertile formations, such as chalk, destruction of the forest may often result in the complete desolation of the region. As long as the soil which was formed during centuries by the disintegration of the rock and the accumulation of humus is held together by the roots of trees, some ground waters may accumulate within them, or even small springs may be formed. Karst, portions of Greece, Palestine, and the mountainous provinces of southern France and Italy are classical examples of the evils of forest destruction and subsequent erosion. 8. In the mountains, the forests, by «breaking the violence of rain, retarding the melting of snow, increasing the absorptive capacity of the soil cover, preventing erosion and checking surface run-off in general, tend to equalize the high and low stages of streams and to maintain a steady How of water in them. The capacity of the forest soil to change surface run-off into underground seepage is one of the most important factors in regulating stream-flow. Prof. Henry, of the Forest School at Nancy, France, conducted a series of experiments with typical soils from spruce and beech forests. Taking the greatest care to preserve the natural arrangement and solidity of the soil, a number of samples were removed, thoroughly saturated by plunging in water for several days, drained of the excess moisture, and weighed. After thoroughly drying the samples at a temperature of 100 deg. C. (212 deg. Р.) they were reweighed, and the weight of water held by the saturated soil thus deter- mined. From the average of all the weighings it was found that the spruce needle humus, dried at 100 deg. C., contained, when saturated, 4.15 times its own weight in water, while the .beech leaf humus contained 5.38 times its own weight. When simply air-dried, which is, of course, the limit to which it proceeds in nature, beech leaf humus was found still to absorb 4.41 times its weight, while air-dried spruce humus took up about 3.38 times its weight. To ascertain the actual amount of water absorbed and retained per given unit of area by spruce and beech humus, the average weight of oven-dried (100 С.) humus per two and a half acres was determined. Allowing 15 per cent for excess moisture content of air-dried over oven-dried humus, the air-dried beech and spruce types of humus were found to have a retentive capacity in English units of approximately 46.44 and 22.2 tons of water per acre, respectively. This amounts in volume to 1,510 cubic feet for beech and 712 cubic feet for spruce humus, and is equivalent to a rainfall of 0.41 inch and 0.2 inch respectively. Huffel found that a forest with soil covered with leaf litter, even on the steepest slopes after a rainfall of from 2.4 to 2.8 inches, does not give off a drop of water in the form of surface run-off. 9. Ву stimulating the absorption of water by the soil, forests act as a filter in purifying the water supply. Such in brief are the scientific facts relative to the influence of forests upon stream-flow. While this influence exists wherever forests exist, there is considerable variation in the degree in accord- ance with the climatic conditions. The forest exerts a less marked influence in regions of high humidity, gentle topography, light summer rains and abundant snow than it does when the topog- raphy is more broken, the evaporative factor high and the rainfall concentrated and intermittent. Its influence increases with the increase in the aridity of climate and irregularity of rainfall. Its effi- cacy, however, is at а maximum in a region of heavy, intermittent rainfall, where the humus is most efiicacious in promoting absorption, and the protective cover in lessening erosion. APPENDIX No. 2. PRECIPITATION. Causes and Sources of Precipitation-Uses of Data-Rainfall Sta- tions-Annual Rainfall-Seasonal Distribution- Maximum Daily Rainfa|ll­­Snowfall-Rainfall Tables. INTRODUCTION. Causes. Precipitation may take place in the form of rain, snow or sleet. It is caused by the condensation of the moisture in the atmosphere when warm, moisture-laden vapors come in contact with cooler air­currents. Warm air is capable of absorbing more moisture than is cool air, and consequently, when warm air is saturated, any sudden drop in temperature results in the precipitation of the excess moisture, which can no longer be held by the cooled air. The amount of this precipitation is usually expressed in inches of depth over the surface. Sources. Over the region east of the Allegheny Mountains, the precipitation comes largely from the Atlantic Ocean; but much of the rain falling on the basins of the Allegheny and Monongahela Rivers presumably comes from the Gulf of Mexico, while in the extreme northern portion, some of the precipitation may result from proximity to the Great Lakes. ` Uses of Data. A thorough knowledge of the distribution, the amount and the Huc- tuation of precipitation over the Allegheny and Monongahela Basins is indispensable in a study of the regimen of the main rivers and their tributaries, and of their relation to Hoods at Pittsburgh and further down the Ohio. A comparison of rainfall and stream- How data shows the per cent of rainfall running off, and in cases where stream- How data are not available, enables such run-off to be estimated from rainfall records. Such a comparison is made in Appendix No. 3, under stream-How, and affords a basis for a study of the effect upon run-off of the character of the various drainage areas for which data are available, particularly as regards size, shape, topography, geology, forest cover, etc. Such information has been essential in the studies of this Commission relating to the control of Hoods by storage reservoirs, in order to investigate the effect of storage upon Hood heights, to select the most effective reservoir projects, and to determine their necessary capacity. If a system of reservoirs were constructed, moreover, the fullest in- formation regarding rainfall would be needed to operate the system effectively for Hood control and for the improvement of the low­water How for navigation and other pur- poses. RAINF ALL STATIONS. By careful research, the Flood Commission has obtained the records of 84 rainfall stations scattered over the Allegheny and Monongahela Basins, all of which are operated under the direction of the United States Weather Bureau. Of these, the records at one station, Pittsburgh, cover 68 years; at 13 other stations, 25 years or over; at 15 stations, 20 to 25 years; at 21 stations, 15 to 20 years; at 9 stations, Io to 15 years; at 21 sta- tions, 5 to Io years; and at 4 stations, less than 5 years. PRECIPITATION. 43 ANNUAL RAINFALL. Isoliydral M ар. From these data was constructed the isohydral map, Plate 91. showing the mean annual rainfall on the Allegheny and Monongahela Basins. In inter- polating the lines of equal rainfall, the same weight has been given to the mean annual rainfall at each station, irrespective of the term of the record. While at a later date, when records are extended, there might be minor changes in these lines at points influ- enced by short-term records, it is felt that they are reasonably accurate, and furnish a satisfactory graphical representation of the distribution of mean annual rainfall over the two basins. In order to determine the mean annual rainfall for each basin, the areas between the isohydrals were measured with a planimeter and multiplied by the corresponding average rainfall, as represented by the average of the two isohydrals bounding the re- spective areas. The sum of these products for each basin was then divided by the area of the basin, and the result taken as the mean annual rainfall for the basin. The fig- ures obtained show the Allegheny Basin to have a mean annual rainfall of 42.4 inches, and the Monongahela Basin, of 45.5 inches. Distribution. The lowest mean annual rainfall on the Allegheny Basin, 37 to 39 inches, is in the extreme northern portion, near Lake Erie. From here it increases southwardly to 46.4 inches at Clarion, on the Clarion River. At Johnstown, on the Conemaugh, in the southern part of the basin, the average is 45.1 inches, increasing further up this stream to an average of 48 inches near the source. The greatest mean annual rainfall recorded at any station on the Allegheny Basin is at Clarion, 46.46 inches, or 4.06 inches above the average for the basin; the lowest is at Pittsburgh, 36.1 inches, or 6.3 inches below the average for the basin; giving a difference of Io. 36 inches between the greatest and least mean annual rainfall on the basin. The Clarion and Kiskiminetas Basins receive a greater rainfall than those of any other tributaries of the Allegheny River. The Clarion has a mean annual rainfall of about 43 inches at the mouth, increasing to 46.46 inches at Clarion, and then falling to about 38 inches at the source. The Kiskiminetas has a mean annual rainfall of about 42.2 inches at the mouth, decreasing to 38.7’ inches at Saltsburg, and then increasing to about 48 inches at the source. The region of lowest rainfall on the Monongahela Basin is along the lower reaches of the valley, the minimum mean annual precipitation, 39.2 inches, being at Lock No. 4, Pa. The greatest mean annual rainfall occurs along the Allegheny Mountain ridges in West Virginia, the average at Pickens being 55.5 inches and at Terra Alta 57.9 inches. This is doubtless due to the fact that the low-lying clouds traveling from the south and southeast deposit their moisture on reaching these high points. In years of heavy rain- fall, the annual precipitation is considerably greater than the above figures, the maxi- mum recorded at Pickens being 80.9 inches, in 1907, and at Terra Alta, 75.5 inches, also in 1907. The mean annual rainfall at Terra Alta, 57.9 inches, is the greatest recorded at any station on the Monongahela Basin, being 12.4 inches above the average for the basin. Thé lowest mean annual rainfall on the basin is at Lock No. 4, 39.2 inches, or 6.3 inches below the average for the basin; so that there is a difference of 18.7 inches between the greatest and least mean annual rainfall on the basin. The Cheat and Youghiogheny Basins receive a greater rainfall than those of any other tributaries of the Monongahela. The Youghiogheny has a mean annual rainfall 44 SEASONAL DISTRIBUTION. nf 38 inches at the mouth, which increases to about 48 inches at the source. The Cheat has a rainfall of 43 inches at its mouth, which increases to 57.9 inches at Terra Alta, dropping to 45 inches at Parsons and increasing again to 55 inches at its source. The minimum annual rainfall recorded on the Allegheny Basin occurred in 1887, at Saltsburg, Pa., when the total precipitation for the year was only 22.3 inches, or 16.4 inches below the mean annual rainfall at that station. The maximum annual rain- fall occurred in 1870, at Franklin, Pa., when the total precipitation for the year was 59.7 inches, or 18.8 inches above the mean at that station. The minimum annual rainfall on the two basins is recorded for 1886, at Rowles- burg, W. Va., and amounted to only 19.1 inches. It 15 interesting to note the wide range in the annual rainfall at this station, where the variation is the greatest of any of the stations studied, the maximum of 72.1 inches, in 1907, being nearly four times the above minimum. SEASONAL DISTRIBUTION. The distribution of rainfall throughout the year has an important bearing upon run-off and stream­How. In the Allegheny and Monongahela Basins there is no marked wet or dry season. Gn the Allegheny Basin, figuring on a basis of 42.4 inches annual rainfall, the average spring rainfall is 10.3 inches, summer, 12.6 inches, autumn, 10.0 inches, and winter, 9.5 inches. The seasonal distribution on the Monongahela is very similar. This uniform seasonal distribution of the rainfall aids the streams in maintaining their How during the evaporating season. During the winter months, the precipitation is largely in the form of snow and sleet, and the ground surface is frozen much of the time; so that if the snow melts before the ground thaws, much of the pre- cipitation Hows directly off in freshets. In the spring, however, the ground thaws, be- coming moist and porous, and the water enters freely, to be stored up in underground channels and reservoirs. During the summer and fall, although the precipitation is as great as during the other seasons, much of the rain is absorbed by the dry ground or by vegetation, or evaporated by the hot sun, and the streams then reach their lowest stages. Examining the rainfall by months, it is evident that ~Iuly is the month of maximum rainfall, the mean monthly rainfall for this month being greater than for any other at 50 0111 of 79 stations. Again, taking actual rainfall for each month at each of the 84 stations, ~Iuly was greater than all other months 322 times, June, 226 times, and May, II7 times. The records show that in 16 cases on the Allegheny Basin and in 44 cases on the Monongahela Basin, the monthly rainfall recorded at various stations has exceeded 10 inches, while it has several times exceeded 15 inches. MAXIMUM DAILY RAINFALL. The intensity of the rainfall determines, to a large degree, the character of the run-off. A large monthly and annual rainfall over a drainage basin would not neces- sarily cause high Hoods unless it were at times concentrated into torrential rains. There are no records of rainfall for periods shorter than 24 hours, and as the rain gages are read daily at 8 A.M., the maximum figures rarely represent the greatest rainfall in 24 hours elapsed time, but only the greatest rainfall recorded for the 24 hours preceding 8 A.M. The difficulties in figuring Hood run-olf from rainfall, arising from the fact that no time of starting and stopping of rainstorms is recorded with the present system, have already been pointed out in Chapter VII. It is hoped that some type of automatic PLATE 91 Sonie in МН‘. I0 E0 30 40 ITOTAL. RAINFALL INCHES / A/f`/‘ed NY 363/ 2 60//'var п - sanz 3 0/¢a/7 ‘ь и 4/-50 4 A//egany ­ ­ 40.10 5 Humphrey ­ ­ 44.46 6‘ Franm'/'nw'//e ­ ­ 41.‘: 7 /Ped/101/se ­ ’ 8 Ода - ­ 9 Cherry Cree/r ­ ‘ Ю Jamesŕarvn ­ ­ 43.55 // Wesŕf/'e/d ’ - за/г /2 ya/us/'a п - 38.76 /3 Erie pa, 57.97 I4 Saegersŕmvn 4455 /5 Narren ­ 46.55 /6 Smefńparŕ -1 41,56 /7 Cot/derŕsparŕ и 18 6>‘.Mar_ys ­ 4/.43 19 Rid way ­ 38.65 20 Du afs ­ 42.54 2/ B/'aofrv/'//e ­ 41.53 22 Hawŕnarn ­ 23 Ms/fon/‘ny ­ 37-80 "24 /f/'/#ann/‘ny ­ .25 C/sr/an - 46.46 га‘ Раг/(е/‘з L'/»dg/. ‹ 42.56 27 0// C/'ŕy ~ 4/.sa 28 Frank//'n ~ 40.94 2.9 @rave C/Yy ~ 33.96 30 81/ŕ/er ­ 3/ G/‘eem//‘//e ­ 40.68 32 S/rid/nare - . 3528 35 E/wood Jé# ­ 39.5.5 34 Bearer Dam ~ 53.67 35 Ватт’ - 56 P/`ff.sm//yb п зыо 37 Springdale - ¿$.25 38 Freeport » 42.20 39 /ги‘/7‘ ~ 40.53 40 Greensburg ­ 3606 4‘ Derry ­ 4505 42 B/af'/-sv/`//e ‹‘ 43 Sá/fsb:/rg ­ 58.66 44 /nd/'ana -I 42.78 4.5 Cassandra ­ +246 45 Jo/msŕoßvn ­ 45.10 47 Samerseŕ » 41150 48 Confluence '­ 44.69 ‘э ¿yc/'ppus ~ 4265 50 Wesŕ Nervŕan ­ 49“ 5/ Loc/r М‘! и 5324 52 ca//‘fern/'a ­ -‘§74 53 ил/оп/опп ~ 45-76 54 Greensbaro ~ 42-50 л We//sbc/rg mvv д‘ с/ауаг/ле Pa та‘ 57 Aleppo - ‘Q44 sa sm/mf/e/d wva. 47-5' 5.9 Mann/'ngŕon ~ 4047 .60 Morysnŕorvn ­ 4304 6‘! Fa/rmonf ­ ‘154 62' Grafŕa/1 - 44-40 63 Rm/esoufg ­ из‘ 64 Tè'/‘ra ‚та - 57-90 ‘ 65 sranfsr///e Md 42-55 ‚ ‘ —`\—Е\_ООО COMMISSION 6`6` Deer Par/r и “'44 4 `P|TTsBURsH,PENN'A. д’ ОдК/гпд ‘ Е‘: 1 68 Parsons W И’ 446- ,1" sa E/fr/ns « ’ к мм’ зноммв ‚а 5,_.,¿.,.,y , Si“ ‘ 7/ P/'c/rens ­ ‘ il/ L«NES OF EQUAL PAINFALL 72 Buc"/mno” F „до MEAN ANNUAL as pm'///'p/' „ М“ 7‘ ¿asf Creefr ­ “д” 75 /‘Yesŕan ­ 48” ж’. „на une ‘ми IALIQJID OQO.’ O OJ.. О.’ 0 s 000 0000 00 0 cosce 00 I 000 .oost PRECIPITATION. 45 gage, giving a graphical record of rainfall and showing its distribution throughout the 24 hours, may come into general use. The greatest depths of rainfall recorded for the 24 hours preceding 8 A.M. at cer- tain stations on the Allegheny and Monongahela Basins are as follows: sT.^.TIoN DEPTH IN INCHES DATE ALLEGHENY BASIN- Erie, Pa . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.71 May, I903­ Johnstown, Pa . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.49 * Parker, Pa . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.75 * Pittsburgh, Pa . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.08 September, 1876. Warren, Pa . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.56 * MONONGAHELA BASIN- Buckhannon, W. Va . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.15 August 29, 1911. Confluence, Pa . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.40 * Elkins, W. Va . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.27 July 17, 1907. Grafton, W. Va . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.71 August 29, 1911. Parsons, W. Va . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.75 ~lune I9, 1910. Philippi, W. Va . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.73 August 29, 1911. Pickens, W. Va . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.58 July 17, 1907. Terra А11а, W. Va . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3.80 August 29, 1911. SNOWFALL. Relation to Rnn­ojf. The character of the precipitation, whet-her rain or snow, also has an important influence on run­off and stream-flow. If the precipitation is in the form of snow, it of course does not run off immediately; but, according to the weather conditions, may be gradually melted, or may be rapidly turned to water by high temperatures, and, possibly, by warm rains in addition, and running off rapidly into the water courses, cause considerable freshets. The greatest floods on the Allegheny have been caused in this way, but the greatest recorded run­off on the Monongahela occurred in `luly and resulted from rainfall alone. Dato. Reliable records of snowfall on the two basins are very limited, and until recently there has been practically no record preserved of the amount of snow on the ground, which is of course more important in estimating flood run­olï. The Flood Commission has collected authentic snowfall data for the winter\of 1909-191o, from the bulletins of the U. S. Weather Bureau, by correspondence with various sources of information, and from the notes of the survey parties of the Commission, which were then in the field. A complete discussion of the snowfall of this winter is given in Chapter 111, together with a map of the two basins, Plate I, showing lines of equal snowfall.' Snowfall of 1909-1910. A comparison of this map and the map in the present chapter, Plate 91, showing lines of mean annual rainfall, shows a very marked resem- blance between the distribution of the snowfall of the winter of 1909-1910, and the mean annual rainfall. The summits of high rainfall, Clarion, Pa., Humphrey, N. Y., Somerset, Pa., Terra Alta, W. Va., and Pickens, W. Va., are also summits of high snowfall. The total snowfall during the winter varied from 47 inches at Pittsburgh to 112 inches at Clarion, on the Allegheny Basin; and from 29 inches at Morgantown to 117 inches at Pickens, on the Monongahela Basin. Distribution. Although in general the total snowfall on the Allegheny and Monon- >“From Weather Bureau Reports, giving no date. 46 RAINFALL TABLES. gahela Basins is nearly the same, there is a great difference in the length of time snow stays on the ground on the two basins. Over the whole Allegheny Basin, as far south as the mouth of the Kiskiminetas River, in the winter of 1909-1910, a blanket of snow from 2 to 5 feet in depth was the general condition. On the northern part of the basin, in a belt from a point a little north of Corry, Pa., southeast to Brookville, Pa., the snow lay to a depth of about 4 feet for over a month. South from the mouth of the Kiskiminetas to below Pittsburgh, the depth across the basin was considerably less. In fact, even on the high lands, a depth of 8 to 12 inches is about as great as is gen- erally found for any considerable length of time on the Monongahela Basin south of the Pennsylvania state line. In this part of the basin, on the lower levels, and under about 1,500 feet, the ground is frequently bare for much of the winter. RAINFALL TABLES. The following tables show the monthly and annual rainfall for 84 stations on the Allegheny and Monongahela Basins for each year readings have been taken, together with the average monthly and annual rainfall at each station. Table No. 47, page 78, gives, for each station, the number of years of the record, and the maximum, minimum and mean annual rainfall. RECORDS OF MONTHLY AND ANNUAL RAINFALL. Aleppo, Pa. I » I Year I Jan. Feb. I March I April I May June I July I Aug. Sept. I Oct. I Nov. Dec. IAnnual 1901 . . . . . 1.71 0.60 1.52 4.40 5.90 4.16 3.46 3.40 3.98 0.54 2.77 4.79 37.23 1902 . . . . . 2.57 2.24 4.46 4.16 1.90 3.67 8.55 2.99 3.95 2.95 3.02 5.54 46.00 1903 . . . . . 2.89 5.23 4.81 3.96 4.65 5.78 5.99 2.54 0.91 3.25 2.03 2.18 44.22 1904 . . . . . 2.27 2.12 5.99 3.98 2.71 4.82 3.38 3.23 1.63 1.39 0.26 2.91 34.69 1905 . . . . . 3.48 1.74 4.40 2.91 3.40 3.60 3.20 2.34 2.70 4.71 3.15 3.93 39.56 1906 . . . . . 3.20 1.24 3.89 3.43 2.00 4.14 3.48 6.28 2.56 2.23 1.39 5.09 38.93 1907 . . . . . 7.03 1.99 8.17 3.34 3.60 3.90 9.46 3.63 3.97 3.64 2.73 3.25 54.71 1908 . . . . . 2.09 3.55 6.05 4.70 5.86 1.73 3.75 2.62 0.81 1.44 0.65 2.62 35.87 1909 . . . . . 3.29 5.06 2.81 4.10 3.96 4.58 4.50 2.87 1.30 2.19 1.07 1.92 37.65 1910 . . . . . 6.85 3.87 0.25 3.10 4.18 2.54 5.15 1.12 2.52 1 80 1.80 240 35.55 Меап . . . . 3.54 2.76 4.28 3.81 3.82 8.89 5.09 8.10 2.43 2.41 1.88 3.46 40.44 Alfred, N. Y. I Year I Ian Feb. IMarcl1I April I May I June July Aug. I Sept. Oct. Nov. I Dec. Annual 1852 . . . . . 1.96 1.69 2.26 ———.—-- — 1857 . . . . . _ _ _ _ _ _ _ _ .._ 1.45 3.10 4.20 7.00 4.30 4.00 4.30 5.90 7.40 2.50 _-___ 1858 . . . . . 1.00 --_-.. 0.28 2.42 6.95 6.60 2.40 1.99 2.70 6.27 1.40 1.60 _-___ 1859 . . . . . 1.70 2.20 1.00 2.90 3.90 7.10 _ ‚ . _ _ . _ _ __ 3 20 1.50 0.90 2.90 ..-___ 1860 . . . . . 1.40 1.40 2.00 ________ .._ 2.55 2.78 8.11 3 69 3.37 2.94 1.54 _-___ 1861 . . . . . 2.53 4.98 2.55 1889 . . . . . 3.10 1.50 1.40 2.25 2.80 5.66 4.47 1.85 1.82 2.44 3.48 2.55 33.3.?. 1890 . . . . . 3.50 2.31 3.01 3.56 6.95 3.42 1.63 6.17 9.47 4.79 1.60 2.72 49.13 1891 . . . . . 2.22 3.30 2.54 2.21 0.60 2.46 5.30 5.01 1.22 2.61 1.73 3.60 32.80 1892 . . . . . 4.06 2.76 3.18 0.55 5.80 5.48 2.14 3.72 2.04 1.44 4.31 0.62 36.10 1893 . . . . . 4.45 4.15 3.34 2.23 5.89 1.93 3.02 4.95 4.90 3.30 2.98 3.13 44.27 1894 . . . . .| 3.02 2.81 1.35 8.09 7.91 2.14 2.96 0.56 6.88 3.64 1.37 3.02 43.75 1895 . . . . .| 3.39 0.95 1.30 1.61 2.90 4.69 2.60 4.27 0.95 1.13 3.34 4.03 31.16 1896 . . . . .I 2.51 3.28 4.33 1.69 2.62 4.07 4.49 1.11 5.04 5.02 2.15 1.64 37.95 1897 . . . . 3.33 1.67 3.24 2.69 3.35 2.97 5.47 1.78 2.88 1.02 3.25 3.85 35.50 1898 . . . . .I 2.32 1.46 3.82 2.50 3.27 3.80 2.55 6.21 1.13 5.12 2.99 2.80 37.97 1899 . . . . .I 2.20 1.68 2.07 0.71 3.07 1.80 1.70 1.21 3.12 1.34 2.40 4.05 25.35 1900 . . . . . 2.49 1.84 3.79 1.33 3.15 3.13 4.02 4.04 1.51 4.58 4.55 1.21 35.64 1901 . . . . .I 1.22 0.81 1.24 7.17 5.88 1.14 2.38 4.32 _-..__ 1910 . . . . 3.38 1.43 4.16 2.55 3 44 2.64 3.60 3.28 _-___ Меап . . 2.58 2.27 2.32 2.81 4.27 3.90 3 37 3.60 3 43 3.18 2.93 2.74 36.91 NÍEe0rIÜ-1_8­5§8§6, 186251888 and 1902-1909. PRECIPITATION. 47 Allegany, N. Y. Year Jan. Feb. March April May June July I Aug. I Sept. I Oct. Nov. Dec. Annual 1907 . . . . . a3.65 1.52 3.65 3.44 4.20 4.76 2.70 1.11I 2.68 3.81 2.38 3.27 38.17 1908 . . . . . 2.97 4.15 3.79 4.18 6.39 4.36 6.86 3.65I 1.14 1.05 1.49 2.86 42.89 1909 . . . . . 2.38 4.41 1.46 3.47 2.38 4.11 3.62 2.48I 3.73 3.91 1.47 2.09 35.51 1910 . . . . . 5.31 5.01 0.73 4.75 3.73 2.10 3.84 3.33 6.12 3.73 2.42 2.78 43.85 Mean . . . . 3.55 3.77 2.41 3.96 4.17 3.83 4.26 2.64 3.42 3.12 1.94 2.71 40.10 a. Estimated from Bolivar. Angelica, N. Y. Year I Jan. I Feb. IMarch I April I May I June July Aug. I Sept. I Oct. I Nov. I Dec. Annual 1856 . . . . . 2.85 0.55 3.52 _-___ 1.83 4.82 1.77 ___..- 1.90 _-..__ 1857 . . . . . 2.85 1.77 ....___ 4.40 _-___ 12.50 1871 . . . . . _ _ _ __ 0.60 ________ —— 1.01 2.57 3.02 3.72 0.68 2.15 1.64 2.86 -..___ 1872 . . . . . 2.34 0.70 1.38 0.90 1.00 3.00 4.73 2.99 1.70 5.83 2.24 1.80 28.61 1873 . . . . . 2.72 0.63 3.53 2.89 2.30 2.72 2.61 5.82 0.90 6.44 1874 . . . . . 1.35 2.30 _ _ _ _ _ _ _ _ __ 1875 . . . . . _ _ _ __ 0.10 2.80 1.20 3.66 4.15 _ 1889 . . . . . 3.10 1.26 1.67 3.81 5.12 7.43 5.00 2.60 2.34 3.33 4.27 3.29 43.22 1890 . . . . . 3.47 2.33 2.63 3.59 7.38 4.52 2.94 6.72 8.72 4.72 2.28 2.77 52.07 1891 . . . . . 1.86 1.63 2.50 2.46 1.25 3.48 5.80 5.39 1.37 2.61 2.33 3.84 34.52 1892 . . . . . 3.27 3.06 3.55 1.57 7.31 5.14 2.55 3.67 2.68 2.51 3.60 1.13 40.04 1893 . . . . . 2.44 4.37 2.87 4.37 5.65 2.35 1.79 5.22 2.67 2.49 2.12 3.53 39.87 1894 . . . . . 4.45 2.81 1.78 7.77 8.82 2.02 4.14 2.26 7.14 3.27 1.70 2.23 48.49 1895 . . . . . 3.35 1.38 2.86 2.72 2.01 4.10 2.40 3.96 1.92 1.32 3.46 4.02 33.50 1896 . . . . . 2.34 4.16 4.21 1.58 1.99 3.26 5.66 2.63 4.96 3.18 2.08 1.23 37.28 1897 . . . . . 3.12 1.57 4.21 3.15 4.07 5.56 5.14 1.77 1.74 0.65 3.07 3.10 37.15 1898 . . . . . 3.16 1.41 3.39 2.72 3.51 5.28 1.79 8.87 1.93 4.76 3.00 2.58 42.40 1899 . . . . . 2.04 1.64 2.72 0.90 2.39 1.81 2.56 2.05 2.86 2.99 2.09 3.97 28.02 1900 . . . . . 2.61 2.33 3.76 1.44 2.62 2.56 4.04 2.59 1.47 4.52 5.40 2.15 35.49 1901 . . . . . 2.62 2.04 2.95 5.29 5.23 3.69 3.34 4.87 3.11 1.15 2.88 4.77 41.94 1902 . . . . . 2.80 1.80 2.53 3.76 3.97 5.’79 12.46 3.35 4.46 2.06 0.79 1.95 45.72 1903 . . . . . 1.78 1.45 4.60 2.65 1.16 4.54 4.11 7.51 1.80 3.10 2.57 0.77 36.04 1904 . . . . . 2.69 1.48 2.47 1.97 4.00 _..-__ 6.54 1905 . . . . . 2.77 2.58 3.04 1.86 2.79 _-..__ 1906 . . . . . 1.59 0.58 3.08 1.42 3.70 4.28 4.69 8.33 3.63 4.66 1.90 2.49 40.35 1907 . . . . . 2.27 1.00 2.15 3.47 2.49 3.33 2.66 1.20 4.17 3.46 1.38 3.45 31.03 1908 . . . . . 1.99 3.95 2.46 3.18 6.38 3.78 3.93 3.46 0.77 0.69 1.20 1.79 33.58 1909 . . . . . 2.54 3.42 1.93 4.16 2.82 3.35 1.37 2.20 1.92 2.52 1.36 1.19 28.78 1910 . . . . . 4.14 3.75 0.54 5.92 3.12 0.42 3.28 3.36 2.09 2.62 2.35 2.09 33.68 Mean . . 2.73 1.92 2.66 2.97 3.72 4.27 4.02 3.97 2.89 2.97 2.41 2.57 37.70 No records 1858-1870 and 1876-1888. Arcade, N. Y. ìear I Jan. Feb. IMarch I April May June July I Aug Sept. I Oct. I Nov. Dec Annual 1889 . . . . .I I 4.91 8.41 4.65 2.18 1890 . . . . . 8.33 5.23 3.52 3.86I 7.94 5.98 3.59 1.64 ......__ 1891 . . . . . 1.82 4.04 1.87 1.32 1.87 4.69 5.11 5.00 2.36 2.16 3.10 4.09 37.43 1892 . . . . . 2.52 3.35 1.77 1.34 7.16 9.33 4.59 4.78 2.59 3.63 3.33 1.51 45.90 1893 . . . . . 1.69 4.60 2.64 4.47 7.28 3.63 2.88 6.55 3.19 3.77 1.95 3.82 46.47 1894 . . . . . 3.12 2.50 1.83 6.02 10.05 5.35 2.70 1.57 5.54 4.22 1.83 1.65 46.38 1895 . . . . . 3.79 0.99 1.09 1.51 1.90 4.04 2.38 5.71 1.61 2.26 2.77 3.92 31.97 1896 . . . . . 2.35 3.86 3.50 1.36 2.48 3.19 6.39 3.77 6.18 3.22 3.68 1.66 41.64 1897 . . . . .1 2.70 1.76 2.80 3.06I 4.30 2.64 8.35 3.62 1.13 0.97 4.35 3.47 39.15 1898 . . . . . 4.29 1.66 2.97 2.90 4.62 6.17 2.98 6.201 4.77 5.31 3.79 3.15 48.81 1899 . . . . . 2.22 1.49 2.41 1.04I 4.92 1.78 2.90 0.45I 5.10 3.07 1.70 4.46 31.54 1900 . . . . . 4.00 3.31 2.77 1.82 2.40 2.12 5.45 3.95I 1901 . . ­ . . 4.53 3.68 2.96 _ _ _ _ _ _ _ _ _ _ — _ — __ 1902 . . . . . 2.86 6.15 10.51 2.95 4.52 4.39 1.97 2.63 _____ 1903 . . . . . 3.51 2.42 4.22 4.13 1.63 4.14 3.53 2.47 2.70 _-___ 1904 . . . . . 4.31 4.17 5.05 3.02 3.77 4.06 5.30 3.09 3.25 3.12 0.58 3.89 43.61 1905 . . . . . 5.60 2.00 1.28 2.26 2.71 4.44 4.72 2.33 1.89 3.18 3.18 3.15 36.74 1906 . . . . . 4.00 0.67 5.00 2.55 _-___ 2.91 _____ 5.01 2.35 ________ __ 2.87 _-___ 1907 . . . . . 4.52 _ Mean 3.23 2.63 2.80 2.63 4.45 4.82 4.71 3.81 3.84 3.49L 2.74I 2.98I 40.88 48 RAINFALL TABLES. Annual 1)ec. Nw Í Oct. June July Í Aug. I Sept. Baldwin, Pa. Bolivar, N. У. Brookville, Pa. Mw. Beaver Dam, Pa. 1 -8 _ ‚б _ Щ .1.„5 . n Ow . М „3„„% „ . 45577 % œ ßßßßß . D 23336 3 . 44599 0 W 74240 8 N 12112 1 11350 2 L 54853 7 Щ 52022 2 . 52.85 7 N 73„54 2 «М. 24 "18 4 . 18973 8 4 ßßlßs A A 60212 2 У 53499 4 Щ Азлло о J 34623 4 . 4 Ш т%1шы 4 J 54361 4 9498 2 W Ю6134 6 M 43423 3 _.H 555 .3 7 Ш 775„6 6 A 035„3 4 h 29765 2 œ 28643 3 Щ 33530 3 . 04523 7 4 64444 4 F 01554 3 .5396 8 4 „ßß5.5. uw M „2137 3 M о о о п C а Y 67890 е 00001 99999 M 11111 April I Jan. .850 .763 7 ш „120Ш“340 6 О О О C I I O О m .1259.793 9 A .4443.333 3 . 971126139 1 œ 2Ã0336Jß5 ß D 413332222 2 . 463860452 6 М А 545718823 9 N 140222011 1 1\_Ñ7475_601 5 4_ .ßßoß.ßJ1 4 О .52132„111 2 IL_853100766 0 P<ßßJßßAßßß ß &.111435005 2 _ . 919320114 7 W 360456012 ß A 274332513 3 199382079 5 Щ 624527758 4 J 345275432 4 е _ 446795135 4 n JJ4JßßßJß 4 Л 556734272 5 330137566 3 W 765093775 0 M 103523422 3 9232 29 7 6 „ш 7532%16Ш2 3 Р 224323362 3 A h 9424М9047 0 m 9303 9942 3 Щ 247436530 4 40 _53065562 8 4 .4ßß94447 4 F „33201353 2 .52743825 8 „91448001 3 „ 3 I Jan. ì Feb. March Year O O O I I O I O I О l I О I C O I О O I 0 I O O I I O Mean.... Ы _3_32042358__95 2 u .ß.ßJßßßßßß..ßJ A m .5.11132806_.68 8 A .3 _34444343 _ .33 3 . œ481782127. 880 9 4 ..oßß4ß54Jo 443 4 D 3241531233 212 2 . Q9019169380 968 4 М 5492458895 262 6 О I I O C D I I 0 I C C C O I N 14316312021 113 2 30774781428 664 3 w 07929361756 006 1 O 40425124244 131 3 L 66748788333 .22 6 Ф 80211794452 „22 2 S 32322425 „34 3 . 24786028 .60 5 W .7J66436J „Од à A 13 15325226 „23 3 Im6_015720706581 5 .W 73_307863703731 9 J 76„444w46622413 4 e 984009990 .32 Ю Щ ...JßßßßßAßß„ßJ . J 222651624„41 3 083438180.55 9 W 669145695„86 4 M 324324133„33 3 П 923277516317 2 ш ...0.o„.„„ß4„ßßo„4..ß34 от A 114322213355 2 Nn... 110153414 46 9 И ..ß4ßJ7ß3ß6 54 J M 232244332 20 3 . 346944518 25 5 Ф 055910865 40 1 I О I I D O О О I I О I I I F 221133000 44 2 . 920751723 85 3 ж 142288008 77 0 J 232223323 24 3 О I Q I О с O О I I ш » o s ¢ o a в ¢ ¢ » ¢ ¢ ¢ о о П Y 6789012345678Ю0 œ 9999000000000 1 I 888899999999999 В 111111111111111 oo 2 .0945936 4%3 „122250.A 5 2 8372 5%3 „ÜMM3433 404370005986 6oo62339634„RN 21222331343 22122856996 74457558139 34323242213 0016463989006 51112610220 139 07386927 913 4.434013 233 3512283 860 92034103 212 oo7.47ooAA„ B13 2431202 798 3853386 471 10067.10 512 4263423 O . I C I I I О O I I Year 31219246423 4932œ297251 3711 35.JOQw~l. 71226717561 615M“8074303 134 294Jßßß 32225221433 2 3 9 2 43 5m%0„4u„1m7M.33 11122243212 . 0906 040399 11512243720 39273668877 57149584371 . . O I . U . О O I O О O I O . I ’ О O I О PRECIPITATION. 49 Brookville, Pa..--( Continued.) Year I Jan. I Feb. Мать‘ April I May I June July Aug. I Sept. I Oct. I Nov. \Dec. Annual 1896 . . . . . 0.80 2.82 2.47 2.28 1.51 4.42 10.90 3.58 5.55 3.19 3.13 1.84 42.50 1897 . . . . . 2.04 1.49 4.95 1.85 1.71 5.19 9.97 3.29 2.85 0.53 5.36 4.82 44.15 1898 . . . . . 5.22 1.69 7.42 2.35 4.16 2.95 2.02 5.92 1.46 4.47 3.09 2.04 42.79 1899 . . . . . 2.70 1.71 3.73 1.96 5.39 4.89 5.52 1.68 4.92 2.48 1.67 3.87 40.52 1900 . . . . . 1.84 4.54 3.06 1.47 2.33 3.25 6.08 3.45 2.49 3.33 4.94 1.56 38.34 1901 . . . . . 1.68 0.74 1.78 5.82 5.05 3.98 2.73 8.61 2.47 1.08 3.94 3.32 41.20 1902 . . . . . 3.04 2.65 3.64 3.40 3.68 6.80 7.02 0.94 2.34 2.93 1.70 4.96 43.10 1903 . . . . . 3.46 4.24 5.62 4.20 1.44 5.10 6.32 5.70 2.44 3.50 4.06 2.20 48.28 1904 . . . . . 3.90 1.70 6.89 6.14 3.90 3.34 5.89 3.18 1.06 2.09 0.76 3.10 41.95 1905 . . . . . 3.24 1.50 4.36 2.60 2.52 6.14 7.40 3.97 4.12 5.48 3.72 4.76 49.87 1906 . . . . . 3.08 0.76 3.20 _ _ _ _ _ _ _ _ _ _ _ _ — _ _ _ _ _ _ _ _ _ _ _._ Mean . . . . 3.00 2.57 3.32 3.14 3 82I 4 18 4.96 3.81 3.27 2.60 3.22 3.07 41.53 Discontinued March 31, 1906. Buckhannon, W. V а. Year Jan. Feb. ‘Мать April I May I June July Aug. Sept. I Oct Nov. I Dec Llinnual 1889 . . . . . 3.10 3.46 2.19 5.30 6.01 5.76 8.31 2.33 `3.52 4.54 7.24 2.78 54.54 1890 . . 5.26 6.16 7.62 5.10 6.03 8.28 3.06 3.79 5.63 8.59 2.54 5.49 67.55 1891 . . . . . 4.29 5.87 5.46 3.37 4.10 5.92 7.95 7.10 2.25 2.62 3.80 5.46 57.29 1892 . . . . 3.68 2.05 3.35 5.76 6.11 5.00 2.60 4.11 3.42 1.15 4.39 3.13 44.75 1893 . . . . . 2.48 4.61 1.61 6.99 4.34 2.72 5.30 2.87 2.08 3.85 2.51 2.52 41.88 1894 . . . . . 3.28 3.60 2.63 4.73 4.04 3.30 1.94 2.07 1.30 3.20 3.38 4.60 38.07 1895 . . . . . 4.14 0.91 4.15 5.47 2.19 2.55 3.67 2.77 2.05 1.94 2.67 2.68 35.19 1896 . . . . . 2.55 3.21 5.09 3.48 2.44 4.77 13.63 1.91 4.87 3.31 5.01 2.58 52.85 1897 . . . . . 1.79 6.10 4.36 3.37 5.05 6.42 4.94 2.49 2.79 0.25 6.19 6.76 50.51 1898 . . . . . 6.74 2.68 8.00 4.45 5.13 3.97 4.16 8.96 3.79 6.02 3.79 3.45 61.14 1899 . . . . . 6.38 5.02 5.96 1.97 3.99 6.33 4.87 2.78 3.39 1900 . . . . . 2.04 4.99 3.75 1.58 3.31 4.30 4.09 2.57 1.29 3.87 6.69 3.09 41.57 1901 . . . . . 2.71 1.34 3.78 6.86 7.03 4.90 _-___ _-___ 3.55 0 66 2.89 7.74 _-___ 1902 . . . . . 4.63 3.39 4.29 2.57 3.50 6.06 3.97 3.55 —— 6.23 _-___ 1903 . . . . . 3.41 6.43 3.93 4.15 6.24 2.12 _-___ 4.43 _-___ 1904 . . . . . 2.84 3.92 4.61 3.23 2.97 _..-__ 5.98 0.33 3.87 _-___ 1905 . . . . . 3.55 2.60 5.42 3.54 5.09 3.63 7.37 3.20 2.19 4.17 2.48 3.45 46.69 1906 . . . . . 4.25 3.31 8.11 5.00 2.76 _-___ 1907 . . . . . 1908 . . . . . 4.33 5.91 5.46 6.16 2.51 1.10 0.86 0.95 3.14 ___—- 1909 . . . . . 2.91 4.71 4.02 6.08 2.96 6.53 4.51 4.90 3.56 5.27 2.22 2.46 50.13 1910 . . . . . 6.85 3.25 0.45 2.10 4.49 6.20 5.31 1.97 2.54 2.31 1.89 2.67 40.03 1\IeaI1 3.84 3.88 4.44 4.26 4.46 5.12 5.43 3.52 2.90 3.22 3.47 4.03 52.30 California, Pa. Year Jan Feb March April I May June I July I Aug. I Sept. Uct Nov. I Dec. Annual 1902 . . . . . 2.03 1.52 3.58 5.00 2.12 3.85 7.33I 1.85 2.23 5.21 1.84 4.33 39.89 1903 . . . . . 2.40 4.95 3.98 3.23 1.78 6.70 3.56 2.36 2.72 2.73 2.08 1.43 37.92 1904 . . . . . 2.78 1.90 4.82 3.99 3.68 3.09 2.63 5.32 1.31 1.46 0.44 2.09 33.51 1905 . . . . . 2.50 1.73 4.07 3.68 2.68 7.75 5.29 3.09 2.57 4.84 2.27 3.70 44.17 1906 . . . . . 1.77 1.07 4.05 1.87 3.53 4.00 4.91 8.10 1.58 3.30 0.84 4.42 39.44 1907 . . . . . 5.03 1.68 7.14 2.13 3.07 4.36 4.56 3.90 4.18 1.96 1.68 3.81 43.50 1908 . . . . . 1.30 3.84 6.67 0.18 0.55 1.95 _-___ 1909 . . . . . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ __ 1.98 — 1.35 3.00 _____________ _._ 1910 . . . . . _ 1.15 4.20 1.05 1.91 _ _ _ _ _ _ _ _ __ Mean . 2.54 2.39 4.90 3.32 2.50 4.75 4.71 4.10 2.28 2.64 1.45 3.10 39.74 50 ~ RAINFALL TABLES. Cassandra, Pa. Year Jan. Feb. March I April I May July Aug. Sept. I Oct. Nov. Dec. Annual 1894 . . . . . _ _ _ _ _ _ _ _ _ _ _ _ _ _- 3.78 14.57 1.67 1.69 2.37 5.25 2.81 3.18 4.04 _..-__ 1895 . . . . . 4 71 1.45 3.22 3.61 4.66 3.65 4.85 2.27 3.69 1.11 2.21 3.68 39.11 1896 . . . . . 2 10 4.38 5.24 2.89 2.33 6.33 6.75 3.58 6.77 2.89 3.10 1.46 47.82 1897 . . . . . 3 18 3.43 3.70 3.56 4.18 2.88 3.44 2.40 2.86 0.39 4.88 3.75 38.65 1898 . . . . . 3 79 1.85 5.22 1.83 6.35 3.11 3.73 6.49 1.61 7.12 2.51 2.6.1 46.22 1899 . . . . . 2 87 3.11 4.61 1.93 4.78 3.88 4.36 3.77 -3.70 0.79 3.19 3.63 40.62 1900 . . . . . 2 96 4.00 2.98 2.77 1.43 7.09 6.73 4.41 1.16 2.99 4.20 1.16 41.88 1901 . . . . . 2 54 2.75 3.49 5.34 5.83 4.21 3.71 5.42 3.13 0.70 3.73 3.73 44.58 1902 . . . . . 3 14 4.75 3.75 5.44 1.61 5.72 8.42 2.14 2.02 5.73 I1.36 4.16 48.24 1903 . . . . . 2 89 4.42 3.47 2.45 3.28 5.59 4.56 4.15 1.85 3.00 3.99 2.71 42.36 1904 . . . . . 3 89 3.41 3.58 1.58 3.11 4.74 6.05 3.20 2.30 1.87 1.20 3.13 38.06 1905 . . . . . 2 97 1.30 3.97 2.74 2.80 7.58 3.80 2.04 2.15 3.42 2.73 3.61 39.11 1906 . . . . . 2 35 1.70 4.40 1.62 3.04 4.74 3.09 9.23 1.35 2.22 1.29 3.26 38.29 1907 . . . . . 3 92 1.69 7.05 2.02 2.43 6.90 4.34 5.82 3.33 3.19 2.60 3.85 47.14 l\Ie2ì11 . . . . 3.18 2.94 4.21 2.97 4.32 4.86 4.68 4.09 2.94 2.73 2.87 3.20 42.46 N o record since 1907. Centrfal Station, W. Va. I Year Jan Feb. March I April I May I June July I Aug. Sept. I Oct. Nov I Dec. Annual 1891 . . . . . 2 60 _--___ 1.68 1.57 _ _ _ _ _ _ _ __ 1892 . . . . . 4.37 7.20 1.94 2.91 1.11 4.07 2.59 ..-___ 1893 . . . . . 3 92 6.70 1.48 5.70 3.37 4.18 3.86 4.90 2.48 4.66 2.62 2.17 46.04 1894 . . . . . 4 09 3.57 2.50 2.68 4.02 4.15 0.65 2.64 2.42 1.90 2.97 4.14 35.73 1895 . . . . . _ _ _ _ _ _ _ _ __ 2.39 2.10 0.79 2.62 3.68 1.44 ‚ _———_- 1899 . . . . . 1.68 1.57 3.11 _-___ 1900 . . . . . 2 60 3.77 3.37 1.08 3.41 4.60 5.30 2.09 0.55 `1.78 4.87 1.76 35.18 1901 . . . . . 2 00 0.61 3.38 8.86 5.26 4.29 3.87 3.91 4.23 0.78 2.81 4.67 44.67 1902 . . . . . 3 45 2.08 3.00 3.47 2.98 6.99 4.13 2.36 3.68 1.44 3.29 5.64 42.51 1903 . . . . . 2 09 6.48 4.00 4.84 5.23 4.22 3.70 2.50 2.05 3.00 3.51 2.17 43.79 1904 . . . . . 2 27 1.92 3.37 2.56 1.99 6.07 2.78 1.69 1.65 1.19 0.36 3.37 29.22 1905 . . . . . 3 19 2.20 3.89 2.63 4.27 2.86 3.56 4.30 2.79 7.02 3.57 3.51 43.79 1906 . . . . . 3 60 1.40 3,98 3.18 2.00 4.58 3.32 4.72 2.76 1.86 2.34 4.51 38.25 1907 . . . . . 7 94 1.77 3.09 2.73 3.28 4.54 7.22 4.32 6.88 2.50 3.24 3.51 51.02 1908 . . . . . 2 11 3.16 5.30 3.33 5.72 1.93 5.79 1.82 0.59 1.49 0.80 2.80 34.84 1909 . . . . . 3 17 5.14 2.43 a5.45 5.71 6.47 3.07 4.84 2.77 2.03 0.89 2.17 44.14 1910 . . . . . 6 50 3.51 0.19 2.67 4.75 3.84 2.95 4.04 1.62- 32.14 2.24 36.31 Mean . . . . 3.54 3.25 3.03 3.66 3.77 4.13 3.09 2.84 2.23 2.54 3.22 40.42 Record incomplete 1896-1898. a. Estimated from surrounding stations. Clarion, Pa. Year I Jan. Feb. March April May July I Aug. I Sept. Oct Nov. Dec. Annual 1888 . . . . .I 4.88 1.79I___..- 2.82 3.46 2.82 5.15 ____ 2.75 _---_ 1889 . . . . . I 3.35 2.10 1.91 2.09 4.59 3.32 2.17 3.73 3.61 _---_ 1890 . . . . .l 6.87 4.78 3.98 -_..-- 7.20 _-_-_ 5.19 1.77 — _ — _ _ — — ..._ 1891 . . . . .I 2.93 7.02 4.04 2.84 1.35 6.93 8.98 4.16 2.51 2.47 4.31 4.66 52.20 1892 . . . . 3.20 3.70 3.83 2.25 8.75 7.21 I2.90 2.18 3.59 1.46 3.58 1.62 44.27 1893 . . . . .‘ 2.90 9.26 4.20 6.91 5.09 6.50 6.27 4.12 2.53 3.46 2.54 4.78 58.56 1894 . . . . . I 4.19 2.97 2.10 4.41 8.02 2.88 2.34 0.44 12.36 2.95 2.61 3.94 49.21 1895 . . . . .I 4.13 2.48 2.24 2.56 2.28 4.27 5.05 3.55 4.60 0.66 4.33 ____ ---_1 1901 . . . . .I 4.00 ____- 1902 . . . . .I 1.88 1.98 3.70 3.49 3.54 6.14 10.17 2.26 2.32 3.48 1.82 5.99 46.77 1903 . . . . .‚ 4.31 3.96 5.66 3.34 2.10 6.00 5.18 6.76 1.48 3.22 4.12 2.07 48.20 1904 . . . . .Í 3.98 3.78 6.46 5.72 3.92 3.72 6.06 4.61 1.00 1.70 0.68 2.99 44.62 PRECIPITATION. 5 I C larion, Pa.- ( Continued.) Year Jan. ‘ Feb. March April May I June July , Aug. Sept. Oct. Nov. Dec Annual 1905 . . . . . 3.30K 2.58 4.60 2.72 2.96 5.46 8.70 3.68 3.38 5.24 3.50 4.22 50.34 1906 . . . . . 2.68 0.68 3.04 2.86 3.36 1.40 2.86 8.22 3.78 3.70 1.94 3.89 38.41 1907 . . . . . 5.28 1.62 4.18 3.28 2.76 5.38 3.02 1.60 5.10 3.82 2.21 2.92 41.17 1908 . . . . . 2.80 4.60 6.24 3.90 5.62 1.84 5.28 1.46 1.30 0.46 1.16 2.64 37.36 1909 . . . . . 3.64 4.00 2.94 6.44 2.25 5.73 2.21 0.12 _-___ 1910 . . . . . 7.90 4.40 0.82 3.62 3.01 1.09 0.42 2.79 5.44 2.96 3.42 3.64 39.51 Меап . . . . 4.50 3.63 3.75 3.70 4.13 4.61 4.96 3.28 3.70 3.01 2.78 3.58 45.90 No records 1896-1900. Clays?/ille, Ра. Year I Jan. I Feb. March 1 April х Мау June / July I Aug. I Sept. j Oct. I Nov. Dec. ‘Annual . l.__ р 1904 . . . . . _ _ _ _ _ _ _ _ _ _ _ _ . __ 3.08 3.74 4.70 6.92 2.09È 2.24 1.80 0.27 2.65 _-___ 1905 . . . . . 2.68 1.16 3.02 3.46 3.43 8.12 3.71 4.76 2.34 3.79 2.83 3.19 42.49 1906 . . . . . 1.93 1.01 3.50 2.74 1.97 5.21 3.63 4.53 3.14 3.36 1.12 3.04 35.18 1907 . . . . . 3.92 1.54 7.66 3.49 3.83 4.43 6.10 3.96 5.68 2.84 2.08 2.80 48.33 1908 . . . . . 1.80 4.25 7.35 4.64 4.30 2.66 6.97 4.16 0.53 1.65 0.72 2.77 41.80 1909 . . . . . 3.41 5.58 3.05 4.52 3.20 3.50 3.43 2.17 1.47 2.12 0.77 2.23 35.45 1910 . . . . . 6.94 4.51 0.13 2.65 4.71 3.11 2.88 2.17 3.74 1.92 1.57 2.77 37.10 Меап 3.45 3.01 4.12 3.51 3.60 4.53 4.95 3.41 2.72 2.64 1.24 2.78 40.06 Colebfook, Ohio. Year | Jan I Feb. March’ April I May June July Aug. I Sept Oct. ‘ Nov. I Dec. 4Annual 1858 . . . . . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ 1.09 2.50 1.93 _--.__ 1859 . . . . . 1.72 2.18 1.79 2.87 1.54 2.25 1.10 4.83 2.73 2.01 4.54 3.21 30.77 1860 . . . . . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ . _ _ _ _ _ . _ -__ 1861 . . . . . 1.55 1.57 2.21 4.01 3.14 1.98 3.34 2.56 2.16 2.12 2.88 1.10 28.62 1862 . . . . . 3.41 .79 3.27 2.56 3.64 4.04 3.56 0.51 A 1.16 1.63 3.03 4.29 32.89 1863 . . . . . 5.28 3.05 _ — _ . _ _ _ _ _ _ _ _ _ _ _ . . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ 1892 . . . . . _ _ _ _ _ _ _ _ _ _ _ _ _ __ 3.43 2.05 1.97 2.29 1.18 ..-___ 1893 . . . . . 1.96 3.71 2.04 4.19 7.65 3.26 2.20 3.72 0.83 5.99 2.85 3.59 41.99 1894 . . . . . 2.55 2.36 1.31 2.03 2.92 3.44 1.63 0.33 5.40 2.66 2.68 2.14 29.45 1895 . . . . . 3.54 1.03 1.50 1.85 3.78 2.04 3.25 3.99 4.25 1.54 4.13 4.43 35.33 1896 . . . . . 1.07 2.58 3.02 2.88 2.44 4.78 7.07 3.97 6.08 1.52 2.38 1.59 39.38 1897 . . . . . 1.74 2.40 2.96 2.41 4.81 2.53 7.14 8.40 1.27 1.43 6.77 2.84 44.70 1898 . . . . . 2.98 2.16 3.89 1.74 ———————— __ 3.69 1.69 ____- 1899 . . . . . 2.60 1.34 3.31 0.64 3.97 2.30 3.53 0.45 3.48 2.30 0.80 4.67 29.39 1900 . . . . . 2.39 2.20 1.63 1.70 4.03 2.75 6.32 1.65 2.83 2.19 3.81 1.34 32.84 1901 . . . . . 1.68 0.60 2.65 3.05 2.85 2.39 3.99 5.22 3.99 0.28 2.47 3.40 32.57 1902 . . . . . 2.51 0.90 1.58 3.04 3.30 5.15 9.85 1.92 3.27 1.50 ---__ 3.50 ———-.. 1903 . . . . . _ _ _ _ _ _ _ _ _- 2.96 4.19 1.72 _-___ 5.79 9.33 2.07 5.16 _ _ _ _ _ _ _ _ — _ — _ — -.. 1904 . . . . . _ _ _ _ _ _ _ _ _._ 5.14 2.70 7.01 ———-.. 7.61 3.36 _ _ _ _ _ _ _ _ _ _ _ _ . __ 2.35 ———-.. 1905 . . . . . 0.57 .35 2.00 2.32 4.41 4.28 7.65 3.29 3.65 4.08 2.95 1.22 37.77 1906 . . . . . 1.19 1.12 2.88 _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ . . _ _ _ ‚ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ‚ _ _ _ _ „ _ _ __ 1907 . . . . . _ _ _ _ _ _ _ „ __ 3.40 1.91 2.86 _---_ 5.59 0.82 3.12 4.56 3.00 3.87 ----- 1908 . . . . . 2.05 4.84 4.16 4.04 3.29 1.68 1.58 1.63 0.58 1.21 1.38 3.74 30 18 1909 . . . . . 2.93 4.55 2.35 4.24 4.29 7.95 4.11 1.51 3.37 _..-__ 2.66 2.81 --_-.. Mean . . . . 2.32 2.21 2.70 2.76 3.76 3.39 4.74 3.21 2.79 2.40 3.04 2.74 34.30 Note: Records for 1858 to 1863 are for Montville, about 15 miles northwest of Colebrook, and for 1907, 1908 and 1909 for Rome, about 6 miles northwest of Colebrook. March, 1863 to July, 1892. No records from 52 RAIN FALL TABLES. Confluence, Pa. 3017787 15 7 _ _6984941487137 28973150 9 Ш 14nu0~.l12wQo1M../020„„914431.“1071901%13068193 6 n &6..&&..&.&4._&6%&&256&&&4.&LL.&&226 ф M 34MM34Mä4Q34__365344354544M433M45443 4 . 848433983079255666838869255344586042 4 4 2ßssssgaßsssszßnnbnß56343I62526nn4ß2 4 D 311353533432123442252143324613373332 3 . 32687 930035255827289 885 3872222 7 w 01006WM%A6853085AJJ8ß88MM68ßmAß62ßJß О N 426621222125134233223353362120313001 3 . 130668834847773610917232085543684,68 2 œ ńßßßůlßßßßßßdAßßßßßJßßA2JßßAßßß22.ßA Л О 214312313241153830320205030421422031 2 L 4976607876011 0427688760859940844084 0 D 5016161885112 9865446752644362932865 9 I О I I I О I О О О О О I I O O ¢ I I 0 О I O О О ¢ I I О I О 0 I O C О S 1w32_l3112_l14_4 1531230622512211133024 2 . 9912688072519 8524575766387728242008 5 A 4112540531542 3552313228224234584361 3 У 7133446282754 28516 114562559347 287 0 М 7664453366233 4264236M64683552635722 5 8 943309112823 _098З3908784889 42469486 1 m JßJ4ßßßñJJßß„Aßßßßßß2JAJJßß.JßßßßJß5 ß J 237236953115„34364224423451431645355 4 5 45993789769862374643 5 62763066406 7 W 3m1143897729134J706890m3U033108ß0581 0 M 242312354234454635651434526434334623 4 1 6274617724083015247479331668œ0992268 4 .n 2487549048274727J73958384680 25Jß983 5 М 232313124232423434643232215533343353 3 50 2 8 39 720846666 89375 38814408 4 М Щ17М8Щ2ЮОЛШ2АЗ9ЗЗ23ЗЮШЗ719ЗМ91З$Ю49З 0 Щ 334354263523131643124446634424447620 4 . 8493 5 7706992 2173280425086253706 5 w 1256œ4$0557410œ%œ9754384302796215833 5 I О О О О I O O I O I I I O O I I I O I I O O О O O O I I О О I О О I F 241034366622722582531352341212213342 3 ы JßßAßßßß.ßJ.ßßßßßßßJßßßJß.ßßAßßßßJßß Л M 134426274453271443232136422242349336 4 O I О 0 O О I О О O O I О О О О О О О I О I I O О О I O . О О I . . . I . . . . . . . I О . . . I I О О О I C О О O . C U . . . . ш o o с | o о o o о o » о ¢ a o ¢ o ~ о a ¢ o . o o o o о о ¢ o e о о о o п Y 567890123456789012345678901234567œ90 œ 777778888888888999999999900000000 01 888888888888888888888888899999999999 M 111111111111111111111111111111111111 C resten, W. Va. @má Ю % И М Ш W Щ Ж % Dm Nm Mt 39 43.59 Ю Ю Ю % Ю % Ю Ю М Ю % И Ш И М Ш Ш % 1 1 1.90 5 1.26 2 1.97 3 73 4.81 08 2.60 4 57 2.65 6 93 2.90 2 37 0.07 72 2.99 LM July­ Aug. Sept. 52 49 2.74 2.44 2.05 1 1.94 2.36 0.65 2 2.66 2.67 42 3.04 3.69 2.86 2.20 2.30 2.19 3.04 38.43 O6 23582 7445345244 2564116333 9795968418 O I О I I I L1L14138L& 77 9608358 87 30590816 9252223452 2397 365 в 3&&4&44&&m Year ' Jan. Feb. March I April \ May June 4841939647 9071771884 &2L2L2&LL& 525235 172 175J87.966 2122137026 3.16 2.67 3.80 4.69 3.64 4.72 Mean . PRECIPITATION. 53 Davis Island Dam, Pa. Annual Dec. Nov. Oct. Aug. Sept. July 68 33.89 92 38.44 61 38.35 09 37.45 . . O I . . . I О 1.44 2.73 35.52 2.20 O I . О O O О О O 2.41 978021276 537774785 152211211 044923878 814179107 О O I I I I . О О 4.36 2.41 Мау June ¢ О I О 0 О 0 C О 32 6 31 25 6 44 6 98 3 27 1 2 April March 1.93 2 2.46 3.55 2 2.89 3.04 4.49 5.38 3.29 3 3.97 Feb. Jan. Year 65 3.00 2.66 3 28 3.90 27 5.56 2.11 55 5.60 3.53 5 70 3.49 4.95 2.47 3 67 0.30 2 1 1 1 3 4 3 1.00 0.45 3.49 2.60 2.78 5 2.70 3.75 4.99 2.55 3.06 2.51 I O О О I Q О I I Mean . . .. Deer Park, Md. _914221122 _39458 в Ш „566182221 „253A9 4 I I O О О О О I I О О I O I n _38M376405 _66608 4 М _24 533454 _45453 4 l. 3936997 49890 il œ %w%9976307 M92686 7 D 3124322471 264333 3 3434698500 0786 3 m 1938086756 Q7470W 5 О C I О О I O I О О О О О О 0 О I М 1035205322 113013 2 19777967258898711 oo t 39334328559309653 1 О O О I . О О С I O О О О I О О C О Ш 20114020421322031 2 . 02775 6200382453 1 Ш О368ОШ791543Л8ЛА 2 & 0511301211133033 2 1731654005587051 9 a ssanoerrassapsßß a M 1l572343%1134342 3 . 553.6393547751061 6 U 5617043320265443 7 Л 3Ю53243365527432 4 396428657359885 7 m m2432689517383ß9 1 О О C О О I О О О I O О О О О I M 4433643465594275 5 553643065 849529 9 W. 867746473n9»ou505620 Kw O О . O I C O I I . O O О . D O M 2535625443424934 4 0475514369579362 2 Ш 2О726А0828738612 6 I О О О О О О ¢ O O . 0 I О О I Ю 3224116433143463 3 5389 536 — 85407 7 М 2646n106m„m80365 2 O I C О C О О I О О O I О I O Щ 343553233„„47740 4 . 0701090830_33772 7 a 9sa24asaaa„aaa2J a F 034_34.314.51„13453 3 . 900937255692m000 7 n 098639276161 069 8 а ¢ 0 О I 0 ¢ ¢ ¢ o 0 o с 0 ¢ о ь о T... 102721634_33Anm7434 3 о о с я я а о о о » ¢ О O C О о 9 O O O n ш s o ¢ » o о o s o Q ¢ - » o o o с ж Y е I Ъ а. Estimated from surrounding stations. Derry, Pa. Annual 76 21 98 86 57 Dec. 96 43.10 83 45.67 27 44.73 77 40.95 58 39.10 27 51.19 56 39 49 50 19 41 24 36 I . O . I . Í . I . . I I Ó I 2 3 Nov. Och 1.30 4 1.0 4 Sept. July ) Aug. 17 02 2.72 56 0.48 2 43 2.87 4 67 2.88 3 28 0.81 73 0.99 2 98 2.22 2 3.11 2.95 1.43 4.84 3.21 С . О U I I . С О 1.85 0.84 3.56 6.33 2 6.29 9 3.40 2.62 0.44 5.76 3 0 5.06 2.95 0.72 4.29 3 4 8 3 1 8 1 955841292881452 42454756546422 April' May June March Feb. aaaaaaaaaaaaaa 14454653785432 347046846623069 03532369532287 LL&2ïLL2L22&&& 15511714833011 81584997226634 32218434322463 92119026691134 88944002271004 . . I О I I О О О O I I О О 45434445437840 1343386 854137 1978738 930552 . . I I . O . I . . O . I O 513313490112343 Jan. Year 09595819473249 16205180568453 I I I О О C O I О О О ¢ I I O О O О I О I I I I I O O I I I O O О I О I . I О О )Iean.. . . . 3.86 3.20[ 4.60 3.92I 3.46 4.88 4.84 3.74 2.23 2.74 2.71 3.28ъ 43.05 54 RAIN FALL TABLES. Dubois, Pa. Year i Jan. l Feb. ,March ъ April î May ’ June z July Í Aug. Sept, 1 Oct. Nov Dec. Annual 1891 . . . . . 3.02 5.98 3.08 2.66 1.71 6.90 5.75 4.61 1.95 3.68 4.07 4.88 48.29 1892 . . . . . 3.72 3.47 3.66 2.90 7.31 5.76 4.14 2.57 1.59 0.92 3.92 1.66 41.62 1893 . . . . . 3.17 7.50 2.70 4.34 4.66 4.10 3.90 3.73 2.61 2.33 2.60 3.47 45.11 1894 . . . . . 3.52 2.47 1.96 3.79 7.98 3.41 2.15 0.74 7.72 2.74 2.27 3.22 41.97 1895 . . . . . 4.83 1.58 1.95 4.41 2.24 5.24 2.29 2.54 1.60 0.76 3.37 3.73 34.54 1896 . . . . . 1.38 3.68 3.87 2.58 1.86 5.22 7.46 3.79 5.21 3.05 3.67 1.98 43.72 1897 . . . . . 2.18 2.83 4.23 3.45 4.11 2.48 6.57 2.23 3.38 Меап . . . . 3.12 3.93 3.06 3.31 4.27 4.73 4.61 2.89 3.44 2 25 3.32 3 16 42.54 Elkins, W. Va. Year Jan. Feb. March, April 1 May June l July J Aug. I Sept. Oct ’ Nov Dec Annual 1894 . . . . . 4,23 7.48 2.38 5.30 5.88 4.02 2.53 3.15 2.08 3.00 2.77 6.56 49.38 1895 . . . . . 4.61 0.30 4.33 4.74 4.27 4.36 5.30 4.50 2.61 2.25 1.54 2.99 41.80 1896 . . . . . 1.63 5.53 6.41 3.17 5.50 5.04 15.10 3.26 5.68 2.220 3.92 2.88 60.32 1897 . . . . . 2.85 7.24 2.73 2.79 4.71 5.24 9.92 4.15 2.15 0.52 5.21 6.03 53.54 1898 . . . . . 7.92 2.87 7.08 3.44 6.15 2.76 8.33 10.06 2.30 6.29 4.74 4.13 66.07 1899 . . . . . 4.26 4.04 5.12 2.69 6.12 5.98 5.87 1.43 5.01 1.15 2.04 3.64 47.35 1900 . . . . . 2.07 3.88 4.41 1.37 2.51 5.93 5.59 2.61 2.56 2.46 5.93 3.05 42.37 1901 . . . . . 3.65 1.17 3.50 3.61 5.95 5.94 2.98 4.23 3.14 0.50 2.90 6.92 46.49 1902 . . . . . 3.90 2.86 4.39 3.61 4.08 5.22 6.-23 3.61 4.81 2.76 3.92 5.88 51.27 1903 . . . . . 3.79 5.72 3.64 3.38 5.37 5.51 3.60 2.48 ' 1.69 1.79 2.71 2.16 41.84 1904 . . . . . 2.75 3.18 4.25 3.06 3.60 5.25 4.07 4.59 1.70 2.16 1.02 3.19 38.82 1905 . . . . . 3.48 2.32 4.89 2.96 5.41 3.93 4.56 3.97 1.83 3.70 2.30 2.29 41.64 1906 . . . . . 3.84 1.24 5.38 5.29 3.66 6.46 3.16 4.84 4.24 3.81 2.10 5.07 49.09 1907 . . . . . 8.93 2.87 4.75 3.90 3.21 7.26 11.10 5.127 7.10 3.73 3.84 3.41 65.37 1908 . . . . . 4.02 3.22 5.58 4.95 8.42 2.77 7.88 2.60 0.88 0.33 0.77 2.83 44.25 1909 . . . . . 2.98 3.20 3.28 5.39 2.96 7.78 4.85 3.20 4.30 4.58 2.31 2.02 46.85 1910 . . . . . 5.77 2.22 0.68 2.24 3.91 8.05 4.07 2.70 3.61 2.21 2.26 2.72 40.44 Меап . . . . 4.16 3.48 4.27 3.64 4.81 5.39 6.18 3.92 3.27 2.55 2.96 3.87 48.61 Note: The above table includes Beverly, 1894 to 1898, inclusive and Elkins, 1899 to 1919, inclusive. Elwood function, Pa. Year Jan. 1"eb.,‘ March. April Í May Jl-me July Allg. \ Sept. ` Oct. | NOV. Dec. Annual 1902 . . . . . 1.46 1.35 3.48 2.63 3.05 5.67 5.70 2.79 1.50 3.16 1.12 4.21 36.12 1903 . . . . . 1.50 3.54 4.50 2.16 4.12 6.28 6.24 4.10 1.06 2.58 2.02 2.18 40.28 1904 . . . . . 3.20 2.52 5.24 5.66 2.94 6.29 3.00 3.49 1.85 1.68 0.64 2.47 38.98 1905 . . . . . 1.72 2.35 3.66 2.96 3.54 5.48 4.34 1.92 3.38 4.67 2.16 3.32 39.50 1906 . . . . . 2.13 1.26 3.18 2.38 2.46 3.04 6 26 6.64 3 17 3.76 1.58 3.15 39.01 1907 . . . . . 5.52 0.98 6.18 4.30 4.84 4.94 2.38 1.40 5.60 2.39 1.74 3.02 43.29 1908 . . . . . 1.80 3.46 6.50 _ _ — — . — . _ _ _ — — — _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ — _ _ . _ _ _ _ _ . _ _ . _ ___ Mean . . . . 2.47 2.21 4.68 3.35 3.49 5.28 4.65 3.39 2.76 3.04 1.54 3.06 39.53 station diseîíiìinued March 3i,_1sos. ч“ ’_ Erie, Ра. Year l Jan. l Feb. ’March I April l May l June l July 1 Aug. Sept. ll Oct. Nov Dec Annual 1873 . . . . . _ _ _ _ _ _ _ . .__ 2.19 5.12 4.83 3.71 5.87 3.53 4.89 _-..___ 1874 . . . . . 5.54 4.01 1.09 1.52 1.94 3.76 7.03 1.99 4.43 2.29 2.51 1.72 37.83 1875 . . . . . 1.41 0.94 2.68 1.69 5.14 5.45 2.41 5.18 3.40 5.04 3.95 3.91 41.20 1876 . . . . . 4.53 5.31 3.76 3.62 2.83 4.70 1.31 0.98 8.45 5.51 2.92 0.75 44.67 1877 . . . . . 2.15 0.33 5.07 2.04 1.30 5.87 3.50 3.34 2.27 4.55 6.27 2.77 39.46 1878 . . . . . 6.20 3.41 5.22 3.28 6.31 3.25 2.73 2.00 7.08 6.83 4.28 4.45 55.04 1879 . . . . . 1.80 2.41 2.99 2.29 1.04 2.33 2.04 4.17 2.91 1.18 8.35 4.84 36.35 1880 . . . . . 2.86 3.73 2.32 3.86 3.02 3.78 3.06 4.01 5.01 3.56 4.45 1.25 40.91 PRECIPITATION. 55 Erle, Ра—.—( Continued.) 1 271739446547965¿47627986328284 7 Щ 638414196026915O30366759688787 9 m 764527517701955744821954347635 7 A 344453433434333333233233333233 3 . 4.34494373270.D38n0342647«52~O11059 4: œ 427810170726659778208928934388 9 D 633334314131224122413121033212 2 . 627131389293707028166470105405 7 w 444982132390993965379384580864 4 N 533456433333114243142110211123 3 . 570%73377386450145469809839390 2 О 534381433611353213221334364115 3 . 551226765629381242679608032507 3 Щ 384942l88181l40756799357957175 5 ы 144333324523154302312312226132 3 . 244.6734664621407097671oo7œ66266 9 W 01419557269265347102352O 16377 О А 1422713324l6303344025032541111 3 904936078665969013067778832662 5 W 389201816761725586652956684248 1 Л 133522ОЗ1О22122551252533333223 3 е 71330471002320000057117198603659081 4 Щ 34748723О2242876О899А15З8Зб75О 6 J 633262526416321432132442243222 3 У 6392086610959l8349584200777266 1 а 162494925440995607342324932234 5 M 256341222618742232512333313323 3 11 614955504644749653800913936953 8 .n 239920571131670458062088238912 4, Am... 132123223311312111113232221352 2 I h 975433643340954194829722064243 2 m 322880007442896472079783473255 6 Щ 241313321322111323321023123220 2. . 324803w67059553742454690766552 9 .w 919814 65693853970453559296680 9A F 135523811342531312121032100244 2 . 006900691026071271010694491440 О n 106568677532405554563849705540 О M 24243432242322312312lll42l4124 3 M I I I O O I О O O O О O I I I О I l О U О O I O O I O O I I ш и ю е 9 М 1 Fairn/lont, W. Va. 1 435264O616591858453 4 m 49662188187ßß23ßß87 5 n 77429095136 4226730 2 M 33334444444Q3545344 4 .. O293930742408081735 3 a 2sss2s7s3nJssoei6A5 E D 2142242226612353222 3 . 6882356893604379920 4 W sissiaeisearaessars E М 3222362353320213002 2 ; 2404521338178639560 1 t 0348918433887105225 4 О О I O O I с с I ¢ I I с « 0 0 I 0 O D œ 1320205O40321622121 2 . 109О1278%94491807О1 О Щ 32114646 2336898917 5 ü 2221402304411213024 2 . 9978400152941965583 3 Ш 7752664049075l2lll8 2 А 2213227332212546222 3 9269380181789003303 7 U 3496331809958788935 8 Л 4222Ю3З5515628З6335 4 e 2738936976081044454.7 n 6920583544.30o11~/|6041 7 Л 33444З3555456454474 4 ‚ 04582617946204945l2 8 М ßßAßßAJńß22ßJA5ß9ßß Л M 433l5445262234l5543 4 1 6l1672078866402l8l7 1 .n 5257544236141897211 6 М З6321З42164ЗЗ242З62 3 h 8515820744801629135 6 m JßßJAßJßJóJAß2ßßßAß J M 2114436543454645630 4 т“. 153897О42744О623%32 8 a sesbaaaßißsssres er о И 25З125233О24111З352 3 . 063l64949206634003l 9 n 07O8199445Z75527370 6 с I О O U I I I I I ¢ A I 0 I О I О в М 4225114422322347238 3 w I O ¢ O 0 0 O O О D l О I О I O I О I n Y 23456789012345678œ0 ш 99999999ОЮООООООО 1 888888889 999999999 М 1111111111111111111 56 RAIN FALL TABLES. Annual Dec. 34 19 38 66 07 78 60 36 36 86 70 I I O I С I O I . I . 01 34 . 63 64 47 . 71 38 31 36 40 87 44 75 42 36 40 52 48 32 49 18 41 63 36 22 37 86 39 68 2 1.77 3 1 75 5 46 4 40 79 5 32 4 59 69 2 87 4 . 35 3 61 5 1 .hńy I Анд.‘ Sept I Oct I Nov. Franklin, Pa. .Aprü.I Bday I June I Jan. I Feb. IMarch 90 0 51 84 2 09 3 53 40 3 04 3 26 6 . 11 10 4 July I Aug. I Sept. I I I I O D I O U I I O D I 5 3 5 3 4 5 5 2 3 4 2 3 I June Mw 71 79 65 3 56 74 68 10 42 47 89 2 2 4 9 1 Fraizklinr/ille, N. У. 'Mm 32 3 12 3 37 05 4 1 1 I I 3.04 2.76 3 1.92 3 4.63 4 I Feb. IMarch 1.98 3.50 3 1.79 3.26 1.62 3.35 5 hm Year .24110531267738œ63208_8W.054.39.1730 4 „7Л5948971б9082 ß8837„à „721„80„4484 9 .94 7463 7395 238093.99. 29.05.307 0 _53QM4444@3334M443444_33_m43_44_443@ 4 26653950222068l286683 0170U771844827 8 1A8091253405947753155 237255O1266245 3 442352532552423323224 31313322333423 3 255%90393614648739488 59128514775461 4 538 231JÄ246007734498_48649957556361 1 423254335352322134232 53042120322113 3 71556035645088O850080 8Q8132700_8026 2 996100120094061002451 2 5364723„7633 8 I О О О I O О I I I l O I O I I О I О O O O I D O C I O О I I I O I О 141571424212323341143 042202214 „3113 2 9289253661726024924590708966_5 05024 6 1051656507231986004936719067„3H27348 6 m204234936222422332446022353„2343114 3 IMMWSQOSOO45845432282290778092498%580 Ш 89151565185132632615190871310881 955 6 255433521013061361552455127164461121 3 .39395772653507506686948557584786356 LI „6461633767809185965817Á738992579734 9 „H3875346531127423248452452864814433 4 2 2 4 8 40342560 062654 4328 mm%ÜmÜ6m5mW9%8W5T300299M087461mM5291 Ш I I I I I О O O I I O I О C O O О I O O О I I О О О О I I O C O U D O O U 553363436234977564465223321672454332 4 825%10557668828903409868800680199923 6 081 70274787603370081960290790185728 5 ¢ ¢ 0 о o 0 0 о о О ц о о о о с o с 0 о с о о I U I о О в о 0 о с о о I с 532215310202256231352934514316324632 3 7275276104916007840807236œ4471260330 1 56261813278216841203102Ã0 6371039793 8 О I C O I I 0 U О O 0 I О O с 0 I I ¢ I O О » O O О О О О 0 I О I s О О 122244231212211124323431105134223453 2 5œ065m6168012076007168199619.5947499 0 4.462 5820163186745457921459„7910905 4 I I I I O О О I O I I O O O О O I O C D О I I U O I O I O I I O С О О 4432534462323303132214444241„3234430 3 0780936943125225824884m8_92937743805 О 7044675160193073832068 4„31538086872 1 О O I O I O О O I I O O О I C I I O I I I О C О О О О О I O I O I O I О 342124141252331423921421„31143201254 З 7587б4бЮ378486208б522051241бШ2794021 9 7731815 86465922386415958931 4928724 6 3 D O O I . O ' О I I O I C O O О O . . С . O I I O O O C I I . I O . . I I О О O О 0 0 O О 0 Q O O I I О I О I О 0 I 0 ¢ О О О O I O O O O I I I 0 O O O O I O O O I I I O I I О O I U О ~ I Q I O I I . I О I О I О O I D 54 2.01 37 3.38 4.23 39 2.45 12 2.80 4.04 3 48 4.61 93 4.02 2 82 4.71 2 N 0 records 1891-1896. Year Mean . О О I I Q I О I O I ¢ I I О ¢ 3.33 2.69 3.07 3.45 3.55 3.96 4.71 3.71I 3.04 3.67 3.03 3.05 41.12 Mean . . PRECIPITATION. 57 Freeport, Ра. No records 1868-1875, 1885-1886, 1890-1892 and 1898-1908. Station discontinued November, 1909. Year } Jau. \ Feb. March April May June July l Aug. Sept. \ Oct. Nov Dec Annual 1877 . . . . . _ 1.32 2.81 0.30 4.03 1.88 _-___ 1878 . . . . . 3.74 1.94 2.61 3.51 4.18 3.84 1.35 1.43 3.14 1.71 4.52 4.66 36.63 1879 . . . . . 3.75 2.39 3.13 1.84 0.85 5.25 7.18 3.97 0.86 0.82 2.75 6.46 39.25 1880 . . . . . 3.92 4.01 4.17 2.99 4.02 5.36 2.80 6.12 2.10 2.88 2.56 3.75 44.68 1881 . . . . . 3.89 3.43 4.15 2.24 2.59 5.51 2.03 0.92 1.70 5.35 4.85 6.03 42.69 1882 . . . . . 5.74 3.93 3.71 1.52 7.47 3.79 4.32 5.98 3.35 0.73 2.70 1.86 45.10 1883 . . . . . 3.24 4.96 1.89Y 4.04 6.63 1.45 2.04 2.98 _-..-.. 1884 . . . . .- 6.23 5.86 4.28 7.78 3.39 2.12 4.54 1.91 2.46 3.61 1.66 4.77 43.61 1885 . . . . . 4.99 1.87 1.57 2.46 4.38 2.91 5.25 8.77 1.87 4.73 2.86 2.14 43.80 1886 . . ._ . . 3.71 2.09 3.02 4.72 3.78 4.95 5.68 3.03 5.47 1.20 5.87 2.50 46.02 1887 . . . . . 2.17 6.74 1.53 3.00 2.49 3.93 4.00 4.60 2.11 0.91 1.98 0.95 34.41 1888 . . . . . 7.68 2.20 3.45 2.03 3.33 4.14 3.13 4.00 1.92 _-___ 1889 . . . . . 2.86 1.90 2.62 4.04 1.80 3.58 8.22 3.19 4.19 2.99 5.37 3.45 44.21 1890 . . . . . 4.89 5.46 4.95 5.76 6.15 3.95 3.32 4.50 5.05 6.48 2.14 5.28 57.93 1891 . . . . . 3.09 7.70 4.26 2.99 1.19 4.19 A4.32 3.08 2.54 2.29 3.29 3.45 42.39 1892 . . . . . 4.17 3.17 2.90 1.83 4.81 3.40 3.19 1.87 3.15 0.58 3.52 2.48 35.07 1893 . . . . . 3.32 6.77 1.47 5.65 4.72 3.91 2.88 3.23 2.37 3.99 1.57 3.67 43.55 1894 . . . . . 3.12 3.32 2.28 3.24 4.27 2.27 0.98 0.17 3.91 2.'18 2.46 3.98 32.18 1895 . . . . . 4.93 1.24 2.55 2.33 2.39 3.07 2.74 3.18 0.98 0.47 3.68 3.27 30.83 1896 . . . . . 1.64 3.08 4.20 2.24 4.43 3.90 7.79 2.66 4.73 2.42 3.58 1.84 42.51 1897 . . . . . 2.02 3.99 5.05 4.29 3.65 3.46 8.08 2.69 2.53 0.29 6.42 3.84 46.31 1898 . . . . . 5.68 2.30 6.72 1.82 3.39 3.98 3.25 6.31 1.62 5.06 3.43 2.76 46.32 1899 . . . . . 3.27 3.46 5.84 1.77 4.84 3.54 3.34 3.48 2.09 1.12 3.62 3.27 39.64 1900 . . . . . 2.66 3.59 3.78 1.33 1.69 4.33 6.66 2.27 1.03 3.78 5.00 1.76 37.88 1901 . . . . . 2.99 0.97 4.52 8.93 7.81 7.13 2.92 7.87 2.44 0.64 3.13 4.38 53.73 1902 . . . . . 1.96 1.25 4.63 3.58 3.38 5.22 5.14 2.43 2.90 3.35 1.32 5.78 40.94 1903 . . . ._ . 3.37 4.75 4.95 2.70 2.22 4.80 3.65 6.07 1.08 3.05 2.91 2.55 42.10 1904 . . . . . 3.35 2.73 6.05 4.60 3.87 5.43 4.26 3.39 2.38 1.77 0.86 3.01 41.70 1905 . . . . . 2.79 2.00 2.52 3.12 2.92 5.77 7.13 3.29 3.50 3.78 2.98 4.21 44.01 1906 . . . . . 2.83 1.34 3.88 2.47 3.57 5.36 6.84 5.00 3.13 3.80 1.72 3.57 43.51 1907 . . . . . 6.67 1.30 6.68 2.74 3:44 3.41 2.87 2.48 4.17 2.81 2.27 3.91 42.75 1908 . . . . . 2.70 3.43 6.53 4.41 7.49 3.22 6.01 2.13 1.26 0.91 1.02 4.01 43.12 1909 . . . . . 3.72 5.99 4.02 6.35 3.11 3.25 2.82 1.98 1.76 2.16 1.34 2.99 39.49 1910 . . . . . 7.12 4.03 0.58 3.51 4.05 3.80 2.72 1.81 6.47 2.03 2.55 2.85 41.52 Mean . . . . 3.88 3.43 3.77 3.51 3.89 4.07 4.40 3.47 2.79 2.46 3.06 3.41 42.20 Fífíei/Ldship,‘N. Y . 1 I Year ì Jan. ’ Feb. I March April May June July ’ Aug. Sept. Oct. Nov. ` Dec Annual 1867 . . . . . _ 1.90 2.45 1.42 2.81 ___..- 1.29 ________ __ 1876 . . . . . _ _ _ _ _ _ _ ___ 0.95 5.27 1 .23 2.89 1 .90 ___..- 1877 . . . . . 3.80 0.50 l2.80 0.30 0.45 4.27 3.47 0.67 2.40 4.63 0.95 1.12 25.36 1878 . . . . . 7.16 1.25 0.90 2.43 2.62 4.27 3.25 „--- 1.33 4.95 4.44 4.66 _...--- 1879 . . . . . 2.35 2.78 1.28 1.55 1.50 7.45 3.13 2.87 1.60 2.15 4.18 2.58 33.42 1880 . . . . . 2.28 3.57 2.04 3.93 2.57 4.31 1.39 3.21 2.12 2.87 2.02 1.63 31.94 1881 . . . . . 3.38 1.26 4.40 1.06 1.59 5.63 1.65 1.48 1.50 3.88 5.42 5.95 37.20 1882 . . . . . 2.27 3.90 4.35 1.20 5.61 5.04 3.03 1.52 1.60 _-___ 2.90 ________ -.. 1883 . . . . . 0.92 5.35 1.68 3.35 6.80 4.97 5.82 2.30 2.09 2.27 1884 . . . . . 2.15 _-__- 1887 . . . . . — — — — — — — _ — — — — — _ _ _ _ _ _- 1.10 1.80 ____- 1888 . . . . . 1.10 1.12 2.58 9.85 0.21 3.15 1.41 4.73 1.02 4.10 1.52 3.25 34.04 1889 . . . . . 4.25 2.45 4.85 4.53 6.60 4.92 4.30 2.83 1893 . . . . . 1.16 4.96 2.33 4.34 5.70 2.04 2.01 5.33 3.65 3.07 2.12 3.51 40.22 1894 . . . . . 4.26 3.17 1.73 5.81 9.19 3.37 3.99 2.41 6.89 3.50 1.92 2.15 48.39 1895 . . . . . 3.03 1.34 1.01 1.96 2.39 4.91 2.72 3.74 3.02 1.44 3.44 3.35 32.35 1896 . . . . . 2.03 3.23 3.45 1.58 3.09 3.22 4.54 1.83 5.65 4.03 2.29 1.40 36.34 1897 . . . . . 2.29 1.56 3.59 2.77 2.65 2.93 4.47 1909 . . . . . 4.43 2.69 3.63 2.50 4.52 1.53 _ _ _ _ _ _ . . ___ Mean . ‘2.88 2.60 2.64 3.33 3.64 4.06 3.15 2.60 2.90 3.28 2.53 2.73 35.47' RAIN FALL TABLES. Glenville, W. 17 а. Year Jan. Feb. IMa1'ch I April I May June July Aug. I Sept. I Oct. I Nov. I Dec. IAnnua1 1887 ~ ~ - - - - - - - - - - - — — — - — -- I 1.56 2.89 1-15 0,96 1.74 _-___ 1888 . . . . . 4.30 2.43 3.43 2.37 6.03 3.84 7.36 7.61 5.06 5.82 2.77 1.62 52.64 1889 . . . . . 3.42A 2.68 1.49 4.12 5.13 4.51 9.61 1.89 4.89 3.08 7.19 2.455` 50.46 1890 . . . . . 4.35î 6.97 7.54 4.08 5.46 4.85 5.11 7.72 6.67 6.96 2.89 6.04? 68.64 1891 . . . . . 4.72% 5.67 4.51 3.46 2.01 7.01 6.87 6.14 1.63 2.39 4.35 3.88f 52.64 1892 . . . . . 3.81 2.70 3.24 4.78 5.85 4.81 2.92 2.99 4.49 0.98 3.37 2.49 42.43 1893 . . . . . 2.62 4.66 1.44 5.87 3.84 4.18 3.13 3.56 2.19 5.23 3.22 1.92 41.86 1894 . . . . . 2.48 4.34 1.93 4.39 5.22 3.88 2.60 2.05 2.12 2.31 2.73 5.02 39.07 1895 4.90 1.25 4.50 3.69 1.66 1.86 4.54 1.69 3.74 0.50Í 2.77 3.24 34.34 1896 . . . _ . 2.13 3.63 5.13 1.40 2.32 6.11 14.15 2.17 5.89 3.74I 3.86 2.24 52.77 1897 . . . . . 1.58 7.49 3.57 3.36 5.31 6.40 8.93 3.36 1.61 0.15 6.00 4.53 52.29 1898 . . . . . 6.61 2.82 7.58 3.02 4.01 3.80 4.41 7.73 3.89 4.91 3.03 3.81 55.62 1899 . . . . . 6.04 4.51 7.80 2.72 3.27 6.50 4.34 1.74 4.25 0.97 1.97 3.68 47.79 1900 . . . . . 2.71 5.24 3.68 1.35 4.30 4.98 4.36 2.39 0.94 3.52 4.59 2.81 40.87 1901 . . . . . 3.11 1.36 3.26 8.76 5.49 5.05 2.93 5.34 3.55 0.70 3.48 6.54 49.57 1902 . . . . . 4.26 3.85 4.28 3.39 4.17 5.35 5.52 3.86 3.23 3.67 3.32 7.29 52.19 1903 . . . . . 3.64 6.39 4.78 4.66 4.13 4.52 2.69 2.25 1.10 2.79 3.01 3.25 53.21 1904 . . . . . 2.81 3.12 4.99 3.50 2.00 4.75 1.50 2.32 0.84 1.00 0.47 2.95 30.25 1905 . . . . . 4.05 3.77 5.06 3.33 6.15 1.97 3.92 5.20 1.98 7.55 2.58 3.08 48.64 1906 . . . . . 4.44 2.68 5.81 3.39 1.51 5.06 3.91 3.80 2.30 1.86 2.93 5.82 43.51 1907 . . . . . 7.45 2.30 4.45 3.79 4.26 6.07 8.54 5.81 5.14 2.36 2.25 3.98 56.40 1908 . . . . . 1.72 4.04 5.64 2.76 6.23 3.54 4.47 1.43 1.93 1.38 1.01 3.11 37.26 1909 . . . . . 3.54 4.94 2.58 4.95 3.80 3.95 4.31 4.60Í 3.06 3.23 1.69 2.96 43.61 1910 . . . . . 6.96 4.49 0.87 3.02 4.62 4.22 3.41 1.03 4.76 1.96 2.31 3.28 40.93 Mean 3.98 3.97 4.24 3.75 4.21 4.66 5.20 3.68 3.26 2.84 3.03 3.66I 47.26 Grafton, W. Va. Теги Jan. I Feb. March Apnl May I June I 'July I Aug. I Sept. I Oct. I Nov. I Dec I Xnnual 1892 . . . . . 4.69 2.87 2.57 4.56 5.37 2.67 3.32 1.87 3.39 1.45 3.91 3.00I 39.67 1893 . . . . . 2.57 4.73 1.13 7.17 4.07 4.06 3.68 1.76 1.51 2.95 2.59 1.714 37.93 1894 . . . . . 2.51 3.84 1.82 4.13 3.98 2.96 4.34 3.05 1.73 2.32 2.40 4.74 37.82 1895 . . . . . 4.67 1.24 3.80 4.15 1.65 4.58 3.65 3.48 0.44 1.61 2.27 2.23 33.77 1896 . . . . . 1.50 2.96 4.70 2.18 4.84 4.01 11.91 2.22 4.68 2.83 3.38 2.00 47.21 1897 . . . . . 2.21 5.27 3.43 3.10 4.81 5.15 6.24 2.82 0.65 0.32 4.89 4.96 43.85 1898 . . . . . 5.58 2.45 7.14 4.05 4.73 4.48 4.36 6.85 1.87 4.92 3.34 2.48 52.25 1899 . . . . . 4.87 3.43 5.51 1.84 4.71 6.33 4.68 2.10 4.74 1.21 3.34 3.22 45.98 1900 . . . . . 2.17 3.95 3.77 1.66 2.72 5.40 5.09 5.40 0.98 3.63 6.18 2.55 43.50 1901 . . . . . 2.53 0.73 3.63 6.51 6.50 9.37 3.32 5.30 3.56 0.43 3.12 4.44 49.44 1902 . . . . . 3.82 2.38 5.14 3.50 5.02 5.68 4.83 4.80 4.68 2.92 3.11 6.86 52.74 1903 . . . . . 2.57 5.65 5.77 3.70 3.74 4.96 3.75 2.28 1.49 3.42 3.62 2.28 43.23 1904 . . . . . 2.54 2.22 5.36 3.77 2.60 4.94 1.60 3.45 2.94 1.55 0.30 2.93 34.20 1905 . . . . . 3.28 1.44 5.78 4.13 4.81 5.05 7.92 5.5.7 2.34 5.08 2.85 3.15 51.40 1906 . . . . . 3.27 l1.61 5.57 5.05 2.99 4.76 2.30 3.07 2.67 2.98 2.56 5.59 42.42 1907 . . . . . 7.70 2.98 5.43 2.41 5.12 4.40 8.01 5.61 5.94 4.09 3.92 3.38 58.99 1908 . . . . . 2.23 3.66 6.65 3.26 7.65 2.87 4.48 2.29 0.74 0.50 0.70 2.94 37.97 1909 . . . . . 3.80 4.82 2.76 5.09 . . _ _ . . _ _ _ _ _ _ — __ 3.18 2.64 3.45 1.23 2.52 ___-- 1910 . . . . . 9.02 4.80 0.38 2.94 3.78 4.17 5.15 2.01 4.41 2.64 3.57 3.94 46.81 Mean 3.76 3.21 4.23 3.85 4.39 4.77 4.92 3.53 2.71 2.54 3.01 3.42 44 40 Grantsz/ille, M cl. Year I Jan. I Feb. IMarchI April I May June July I Aug. I Sept. I Oct. I Nov Dec Annual 1894 . . . . . — _ — .._I_­­_- I_­___ 1.62 2.87 2.95 2.32 3.86I _---_ 1895 . . . . . 5.42E 1.45I 3.10 4.18 2.28 4.07 4.68 2.27 1.53 1.22 1.00 2.96 34.16 1896 . . . . . 1.81 4.77 5.12 2.98 4.07. 5.88 10.17 1.90 5.85 2.61 3.37 2.22 50.75 1897 . . . . . 3.97 7.53 3.52 2.99 3.861 2.72 6.16I 2.04 2.27 0.55 6.20 4.11 45.92 1898 . . . . . 6.53 2.06 6.98 3.42 3.94! 3.07 7.77 8.93 1.51 5.34 3.24 2.73I 55.52 1899 . . . . . 1.93 3.27 5.24 2.21 6.73: 3.67 3.15 2.57% 3.77 2.37 2.13 2.851 39.89 1900. . . . . 1.86 3.88 4.14 1.05 1.67! 4.09 5.61 2.50; 0.87 1.92 5.89 2.52î 36.00 PRECIPITATION. . 59 Grants?/ille, Md.- ( Continued.) Year I Jan. I Feb. March April I May I June July Aug. I Sept. I Oct. Nov. Dec. Annual 1901 . . . . . 2 52 0.80 4.99 6.08 8.32 2.79 2.63 4.34 2.24 0.76 2.56 6.87 44.90 1902 . . . . . 3.58 3.83 4.99 4.34 3.64 5.91 4.19 2.65 3.15 4.00 1.85 5.72 47.85 1903 . . . . . 3.60 ,6.06 4.19 4.19 2.79 6.43 4.58 3.33 1.80 2.61 2.16 1.83 43.57 1904 . . . . . 4.10 2.40 2.34 2.66 2.89 2.71 1.93 1.97 1.05 1.65 0.46 2.73 26.89 1905 . . . . . 3.75 1.80 2.66 1.71 2.18 3.38 4.20 4.31 2.37 4.16 1.90 3.42 35.84 1906 . . . . . 4.09 0.85 5.40 2.95 1.99 4.27 4.82 9.46 2.07 1.98 1.72 5.63 45.23 1907 . . . . . 6.56 3.04 7.50 2.76 4.16 5.40 7.07 3.89 3.93 2.18 4.60 5.15 56.30 1908 . . . . . 2.30 5.00 5.96 4.16 10.41 2.69 5.44 3.36 0.60 0.53 0.80 2.73 43.98 1909 . . . . . 2.90 3.92 2.31 5.39 2.87 4.00 1.25 6.67 2.70 4.09 0.83 5.62 42.55 1910 . . . . . 4.90 2.61 0.42 3.94 4.06 5.43 3.2.55 1.89 2.90 1.44 3.40 3.21 36.75 Mean 3.74 3-.33 4.30 3.44 4.12 4.16 4.76 3.75 2.44 2.37 2.61 4.01 42.88 *"i_ Estimated from surrounding stations. Greensboro, Ра. Teal I Jan. Feb. IMarch April I May I June July I Aug. Sept. I Oct I Nov I Dec. Annual 1889 . . . . . 2.47 3.28 2.64 2.58 4.63 6.79 4.37 3.95 3.04 2.87 7.50 2.56 46.68 1890 . . . . . 5.10 5.25 5.19 3.75 9.23 5.38 4.05 6.05 8.03 8.05 2.14 2.93 65.15 1891 . . . . . 3.19 6.18 3.97 2.1»1 4.86 6.86 6.10 3.29 2.82 2.95 3.24 3.57 49.14 1892 . . . . . 2.87 2.20 3.21 2.77 5.28 5.39 4.96 1.86 2.01 0.83 3.28 1.51 36.17 1893 . . . . . 2.67 5.00 0.86 5.04 4.96 1.58 2.04 3.19 1.18 2.84 2.03 2.37 33.76 1894 . . . . . 2.33 3.07 2.36 3.31 4.56 2.49 3.81 1.94 3.73 2.16 2.31 3.67 35.74 1895 . . . . . 4.34 1.08 2.92 3.88 1.55 3.93 5.25 4.17 0.55 0.92 3.12 2.83 34.54 1896 . . . . . 1.51 3.21 4.10 2.69 3.36 5.26 12.71 1.93 4.20 3.20 3.13 1.40 46.71 1897 . . . . . 1.86 4.86 3.54 3.98 4.93 4.15 4.42 1.86 0.65 ___—- 5.36 4.86 40.47 1898 . . . . . 4.95 2.06 6.05 4.06 3.67 4.42 3.95 6.71 1.50 5.79 2.66 2.81 48.63 1899 . . . . . 3.97 3.60 5.47 1.14 5.16 5.70 6.25 1.88 8.30 1.18 3.72 3.53 49.90 1900 . . . . . 2.21 3.57 4.82 1.56 2.96 6.07 7.15 2.86 1.44 3.58 6.59 1.72 44.53 1901 . . . . . 1.83 0.43 2.62 7.09 7.00 5.88 2.59 3.66 4.59 0.27 2.74 5.64 44.34 1902 . . . . . 2.26 1.55 3.72 3.77 3.11 5.48 7.06 2.02 2.58 3.79 1.45 5.02 41.81 1903 . . . . . 1.52 5.31 4.32 4.93 3.02 5.94 5.56 4.04 1.36 3.18 1.89 1.12 42.19 1904 . . . . . 2.08 2.26 4.72 3.46 3.81 3.95 6.06 2.58 1.20 1.36 0.20 2.46 34.14 1905 . . . . . 2.76 1.54 5.10 3.99 2.54 6.04 5.97 3.76 1.70 4.86 2.94 4.29 45.49 1906 . . . . . 3.54 1.50 4.24 3.02 2.78 5.33 2.22 3.02 1.80 3.38 1.41 4.40 36.64 1907 . . . . . 7.60 1.84 6.60 1.56 3.61 4.62 8.82 3.66 3.82 2.82 3.28 2.66 50.89 1908 . . . . . 2.29 3.08 5.88 3.52 5.88 2.50 4.50 2.44 2.38 0.68 0.88 2.51 36.54 1909 . . . . . 3.42 4.'l2 2.30 4.72 2.95 6.44 1.94 2.41 0.83 2.72 0.69 2.02 34.56 1910 . . . . . 6.42 2.58 0.33 2.28 2.88 5.86 4.18 1.60 4.72 1.16 2.14 a2.87 37.02 Меап 3.27 3.07 3.86 3.42 4.22 5 00 5.18 3.13 2.84 2.64 2.85 3.03 42.50 a Estimated from surrounding stations. Greensburg, Pd. Year I Jan. I Feb. Il/[arch April I May June July I Aug. I Sept. I Oct. I Nov. I Dec IAnnual _ .- _I ‚ I __ 1908 . . . . . _ _ _ _-I _ _ _ _ _ _ _ _ __ 4.39 5.88 1.54 3.06 1.87 0.70 0.57 0.84I 2.99 _-___ 1909 . . . . . 3.10 3.99 3.50 5.58 2.84 4.49 3.06 2.39 2.28 3.14 0.62 2.05 37.04 1910 . . . . . 6.58 3.13Í 0.33 3.18 2.84 3.87 2.71 2.56 3.94 1.44 1.80 3.70 36.08 Green?/ille, Pa. Year I Jan. I Feb IMarch April May I June July I Aug. Sept. Oct I Nov Dec. ‘Анапа! 1555 . . . . 3.50 1.53 1.92 2.73 2.63 3.44I 3.95 5.15 4.07 3.16 5.17 1.61 36.99 1889 . . . . .I 3.52 1.18 _-..__ 2.50 2.57 3.51 1.04 1.83 3.68 2.74 2.72 3.03 _-___ 1890 . . . . . 4.58 5.02 5.12I 4.57 ‚___—; 3.44 2.52 4.28 6.19 6.85 2.92 2.68 _-___ 1891 . . . . .I 1.22I 2.50! 3.331 1.75à 3.311 6.72I _ _ _ _ _ _ _ _ _ _ _ _ _—— _ . _ _ _ _ _ _ _ _ . _ _ _ _ _ _ . __ 1894 . . . . .` 2.23 1.62I 1.94 2.55 3.03 1.78 3.32 0.54 6.03 0.65 2.47 2.27 28.43 1395 . . . . 3.50 1.o3I_..__- 2.35 2.75I 3.25I ____________ _-_ _____ 60 RAINFALL TABLES. G teem/ille, Pa.- ( C 011.t'inu ed.) Year Jan. Feb. March April May June July Aug. I Sept. I Oct. I Nov. Dec. Annual 1897 . . . . . _ _ . _ _ _ _ _ -_ 5.63 2.93 4.10 3.55 8.16 4.88 1.91 0.47 5.89 4.73 _--.__ 1898 . . . . . 6 84 3.27 5.53 2.04 3.59 3.60 3.08 5.42 1.76 3.80 1903 . . . . . 2 75 5.42 5.10 4.11 2.09 7.21 7.32 4.73 1.48 4.10 2.78 2.87 49.96 1904 . . . . . 5 03 3.36 4.37 3.45 5.04 4.68 5.59 4.11 2.59 1.37 1.07 2.16 42.82 1905 . . . . . 2 89 2.20 2.93 3.56 4.06 5.63 9.78 4.10 2.81 5.52 1.90 2.37 47.75 1906 . . . . . 1 56 1.59 3.51 2.36 3.08 2.41 3.72 5.79 3.69 5.20 2.04 2.09 37.04 1907 . . . . . 6.18 1.62 4.27 2.80 3.81 6.79 6.48 1.68 4.07 3.71 2.94 3.36 47.71 1908 . . . . . 2.62 4.08 5.20 3.94 4.01 3.80 6.76 2.19 0.91 1.07 1.01 3.51 39.10 1909 . . . . . 4.00 4.52 3.19 4.95 3.54 5.58 1.18 1.39 1.30 2.11 2.49 2.48 36.73 1910 . . . . . 5.47 3.77 0.24 3.92 4.49 1.33 3.04 1.45 5.35 4.35 3.61 3.21 40.23 Mean . . . . 3.73 2.86 3.74 3.16 3.47 4.17 4.71 3.25 3.27 3.22 2.85 2.80 40.68 No records July, 1891, to Dec., 1893, July, 1895, to Feb., 1897, or Nov., 1898, to Dec., 1902. Grove C ity, Pa. Year Jan. Feb. March April I May I June July I Aug. I Sept. I Oct. I Nov. Dec. Annual 1907 . . . . . 4.51 1.02 6.22 4.17 2.76I 3.04 4.53 1.08 4.01 2.46 1.97 3.08 38.85 1908 . . . . . 1.80 3.25 6.27 5.73 3.83I 2.39 9.42 1.95 0.98 1.61 0.97 3.71 41.91 1909 . . . . . 3.62 4.84 ,3.19 5.96 3.57*I 4.45 2.68 1.72 0.91 1.26 1.39 2.36 35.95 1910 . . . . . 7.71 4.53 0.39 3.80 4.69I 2.53 2.83 2.09 6.28 2.83 2.08 2.96 42.72 Mean . . . . 4.41 3.41 4.02 4.91 3.71I 3.10 4.81 1.71 3.05I 2.04 1.60 3.03 39.86 Н askin?/ille, N. У. Year I Jan. I Feb. March I April I May I June I July I Aug. I Sept. I Oct. I Nov I Dec. IAnnua1 1895 . . . . . 3.01 3.14 4.09 2.19 1.56 3.35 3.13 _..-___ 1896 . . . . . 2.16 3.41 2.43 0.64 1.72 3.19 5.46 1.86 4.84 3.80 1.46 0.99 31.96 1897 . . . . . 1.56 0.63 2.46 2.25 3.06 1.88 5.56 1.89 2.73 0.68 2.90 2.10 27.70 1898 . . . . . 2.29 1.41 1.98 2.71 3.33 3.95 4.77 4.81 1.77 5.81 2.97 1.37 37.17 1899 . . . . . 0.99 0.75 1.74 0.40 3.58 0.48 3.70 1.85 2.68 2.15 2.52 3.19 24.03 1900 . . . . . 1.48 2.19 2.97 1.60 2.17 2.61 3.63 1.71 1.46 4.07 5.31 1.10 30.30 1901 . . . . . 1.60 0.40 1.86 4.58 6.58 3.06 3.31 5.67 2.66 1.03 2.45 4.05 37.25 1902 . . . . . 1.50 1.26 1.24 1.80 2.55 5.39 9.27 1.80 1.77 2.76 1.37 1.90 32.52 1903 . . . . . 1.68 0.72 5.46 2.16 1.63 6.26 2.96 4.97 2.22 3.19 2.25 1.21 34.71 1904 . . . . . 2.79 1.74 3.37 2.03 3.99 2.87 4.83 3.00 3.19 2.47 0.53 2.00 32.81 1905 . . . . . 2.58 1.25 1.63 2.20 1.26 4.92 8.52 2.92 3.35 3.23 2.08 2.39 36.33 1906 . . . . . 1.01 0.61 3.37 2.22 4.17 4.73 3.44 6.09 2.86 3.63 2.12 2.07 36.32 1907 . . . . . 3.16 0.65 1.97 3.62 2.04 4.05 3.66 1.11 5.05 3.45 2.96 2.59 34.31 1908 . . . . . 1.75 1.98 1.63 3.53 5.58 3.13 3.65 4.40 1.30 1.89 1.61 1.48 31.93 1909 . . . . . 1.45 3.10 1.97 3.35 2.53 3.14 1.31 2.82 2.71 2.33 1.57 1.46 27.74 1910 . . . . . 3.47 3.12 0.39 6.49 4.05 1.60 3.92 2.85 3.35 2.01 2.39 1.60 35.24 Mean . . . . 2.03 1.55 2.30' 2.64 3.22 3 41 4.45 3.24 2.76 2.75 2 37 2.04 32.69 Н ew’ Island Dam, Pa. Year Jan. Feb. March I April I May I June July I Aug. Sept. Oct. Nov Dec I Annual 1903 . . . . . 2.62 3.82 5.11 3.15 1.82 4.48 3.71 4.65 1.10 2.67 2.98 1.57 37.68 1904 . . . . . 2.62 2.13 5.44 3.37 2.88 6.67 3.78 3.00 2.79 1.93 0.22 2.01 36.84 1905 . . . . . 2.50 1.43 3.15 2.52 3.08 7.09 3.19 3.46 2.75 3.47 2.66 3.40 38.70 1906 . . . . . 2.15 1.22 3.60 1.91 2.01 4.60 5.85 3.33 3.24 3.35 1.20 2.61 35.07 1907 . . . . . 5.27 1.19 5.63 2.06 2.34 3.881 5.04 1.78 3.66 1.94 2.02 3.01 37.82 1908 . . . . . 1.84 3.45 5.43 3.21 4.86 1.52Í 5.11 2.63 0.77 1.07 0.52, 2.49 32.90 1909 . . . . . 2.96 4.68 3.48 5.04 2.16 5.591 1.55 2.90 0.91 2.34 0.85; 2.33 34.79 1910 . . . . . 5.56 3.85 0.47 2.61 2.87 2.51! 2.16 2.40 5.28 1:62 1.55I 2.80 33.68 Mean . . 3.19 2.72 4.04 2.98 2.75¿ 4.54 3.80’ 3.02 2.56 2.30 1.50: 2.53 35.93 PRECIPITATION. Humphrey, N. У. Year Jan. Feb. March April May June July Aug. Sept. Oct. Nov Dee Annual 1883 . . . . . 4.53 6.69 2.55 2.85 3.33 3.02 2.64 ———..- 1884 . . . . . 2.14 3.62 3.50 2.14 5.11 7.02 5.27 4.80 4.82 3.93 2.93 3.69 48.97 1885 . . . . . 2.51 1.57 1.39 2.86 4.99 5.96 2.38 10.11 4.44 4.17 2.71 3.31 46.40 1886 . . . . . 2.35 1.70 2.57 2.28 3.35 2.76 4.96 2.57 3.91 1.55 6.23 2.67 36.90 1887 . . . . . 4.06 7.30 2.29 3.10 1.50 2.14 2.53Y 3.37 3.09 3.96 2.29 2.60 38.23 1888 . . . . . 3.51 1.74 1.80 4.14 4.63 3.57 2.42 4.09 3_.55 4.27 2.60 2.81 39.13 1889 . . . . . 3.16 1.03 2.34 4.26 6.27 8.85 3.16 1.63 3.12 2.40 4.51 4.98 45.71 1890 . . . . . 5.02 3.91 3.34 4.95 9.11 3.76 3.43 5.31 9.00 5.94 3.81 1.'.91 59.49 1891 . . . . . 1.82 4.55 2.36 2.17 1.45 5.95 7.22 6.63 2.04 2.42 4.09 4.38 45.08 1892 . . . . . 3.39 3.45 3.45 1.48 7.46 6.43 4.88 4.45 2.55 3.65 4.02 1.95 47.07 1893 . . . . . 2.82 5.52 2.63 5.61 5.42 4.-54 3.66 5.82 3.83 4.27 2.56 5.74 52.42 1894 . . . . . 4.41 1.83 2.27 4.53 9.50 4.43 2.45 2.50 8.84 3.37 1.64 1.89 47.66 1895 . . . . . 3.25 1.67 1.54 1.31 1.46 2.83 3.52 3.71 1.90 2.22 4.47 2.82 30.70 1896 . . . . . 2.43 4.83 3.33 1.31 3.35 3.63 7.50 4.49 5.05 3.00 2.93 1.62 43.47 1897 . . . . . 3.06 2.56 2.19 1.39 3.84 3.71 7.77 2.68 1.25 0.60 4.83 3.59 37.47 1898 . . . . 4.57 2.47 3.87 3.22 3.62 6.87 2.59 9.21 3.22 6.04 3.15 2.82 51.65 1899 . . . . . 1.67 2.50 3.73 1.24 4.21 1.76 4.15 1.26 4.71 2.86 2.60 6.43 37.12 1900 . . . . . 3.70 4.53 4.19 1.89 3.13 2.53 4.48 4.91 1.80 3.69 6.58 2.47 43.90 1901 . . . . . 2.70 2.59 3.56 5.93 4.97 4.17 3.55 4.83 5.10 1.77 4.24 5.97 49.38 1902 . . . . . 2.69 3.53 2.55 3.58 4.28 6.72 9.68 3.38 6.20 3.50 1.50 3.50 51.11 Меап 3.12 3.21 2.78 3.02 4.61 4.60 4.61 4.42 4.06 3.35 3.46 3.21 44.45 No records after 1902. Hunt, N. Y. Year Jan. Feb March April May June July Aug. Sept. Oct. Nov. Dec. Annual 1904 . . . . . — _ ——— 3.00 5.43 2.02 2.33 2.50 0.80 3.21 __-­.. 1905 ._ . . . . 3.78 0.40 3.05 2.66 2.37 5.23 8.35 2.13 2.22 1.95 2.12 2.88 37.14 1906 . . . . . 2.35 0.90 3.21 1.51 3.96 2.49 4.49 4.79 3.03 5.15 2.73 2.45 37.06 1907 . . . . . 2.70 0.95 1.89 2.00 2.51 3.20 1.97 0.70 4.52 2.95 1.15 3.10 27.64. 1908 . . . ._ . 2.05 1.70 2.25 2.25 5.90 6.65 5.95 2.08 0.62 0.72 1.17 2.06 33.40 1909 . . . . . 2.98 1.40 1.67 3.75 1.62 2.71 2.41 2.32 3.08 2.26 1.20 1.32 26.72 1910 . . . . . 3.64 3.99 0.68 5.83 3.67 1.19 2.96 3.80 1.97 2.79 2.21 2.70 35.43 Mean' . . . . 2.92 1.56 2.13 3.00 3.34 3.49 4.51 2.55 2.54 2.62 1.63 2.53 32.90 Indiano, Pa. Year Jan. I Feb. March April May June July I Aug Sept. I Oct. I Nov. Dec Annual 1903 . . . . . — — — __ 3.55 4.40 5.36 5.15 1.17 3.96 2.71 ________ -_ 1904 . . . . . 3.18 3.10 6.12 4.98 2.95 4.13 4.89 3.45 1.79 2.10 0.90 2.73 40.32 1905 . . . . . 3.37 1.60 3.72 4.74 4.60 4.46 0.29 2.98 3.05 5.45 3.69 3.84 47.79 1906 . . . . . 1.77 0.36 3.59 2.72 3.35 6.04 4.09 6.26 4.08 3.08 1.33 4.65 41.32 1907 . . . . . 5.18 1.45 7.7\1 2.69 3.38 4.62 3.22 2.16 7.74 3.15 2.47 2.57 46.34 1908 . . . . . 1.74 3.45 6.22 4.92 7.75 3.53 4.96 2.43 0.75 0.29 1.31 4.40 41.75 1909 . . . . . 2.89 4.97 4.90 6.21 2.93 5.93 3.41 1.95 2.22 2.21 1.08 3.14 41.84 1910 . . . . . 5.55 4.05 0.81 3.47 3.85 3.19 3.28 2.99 3.98 1.89 2.80 4.21 40.07 Меап . . . 3.38 2.82 4.68 4.25 4.12 4.56 3.69 3.42 3.10 2.77 2.04 3.65 42.78 Irwin, Pa. Year Jan. Feb. I March April May June July Aug. I Sept. Oct. Nov. Dee Annual 1902 . . . . . 2.08 1.50 3.54 4.23 1.83 6.80 5.62 2.16 3.59 3.87 1.29 4.38 40.89 _ 1903 . . . . . 2.35 _____ 5.05 3.42 1.16 6.66 3.73 6.36 1.60 3.36 2.64 1.72 ..-___ 1904 . . . . . 2.74 2.24 4.93 4.64 4.76 4.36 6.81 3.67 1.08 2.82 0.19 2.81 41.05 1905 .- . . . . 2.90 1.47 4.36 3.44 3.58 6.05 5.53 5.84 3.15 4.14 2.67 4.53 47.66 1906 . . . . . 2.39 1.16 3.87 2.01 2.39 7.81 4.54 7.25 2.83 3.10 0.81 4.31 42.47 1907 . . . . . 6.49 1.65 5.81 2.56 3.31 5.17 4.83 6.19 5.70 2.36 2.12 3.43 49.62 1908 . . . . . 2.40 3.54 7.58 4.33 3.94 2.89 4.07 1.50 1.15 0.76 0.66 2.63 35.45 1909 . . . . . 2.12 4.02 3.19 5.71 2.66 4.90 1.68 3.48 2.33 3.14 0.70 1.79 35.72 1910 . . . . . 5.99 2.95 0.21 3.07 3.04 2.34 1.83 1.62 4.79 1.68 1.79 2.10 31.41 Mean . . . . 3.27 2.32 4.28 3.71 2.96 5.22 4.29 4.24 2.91 2.80 1.43 2.84 40.53 62 RAINFALL TÀBLES. Jamestown, N. Y. Year ` Jan. | Feb. ‘March 1 April \ May ` June July Nov Dec Annual 1850 . . . . . _ _ _ _ _ _ — — _ _ _ _ _ _ — _ _ _ _ . _ _ _ _ . _ _ _ _ _ _ _ _ __ 4.45 6.10 --..-- 1851 . . . . . 4.05 3.97 1.55 3.66 3.91 3.92 11.22 3.43 3.34 4.78 3.18 1.60 48.61 1852 . . . . . 1.35 1.30 3.52 3.92 3.88 4.48 0.58 ____.. 2.82 2.00 4.88 4.93 ..-..-_ 1853 . . . . . 2.04 3.55 1.80 5.34 0.96 4.63 4.10 3.75 5.78 3.17 3.10 3.62 41.84 1864 . . . . . 2.72 2.70 1.20 ________ __ 0.50 4.50 9.50 3.80 7.80 3.80 6.00 _-___ 1865 . . . . . _ _ _ _ — _ — — -_ 3.80 4.30 4.30 7.30 6.30 2.30 8.80 1.30 _---_ 5.10 _-___ 1866 . . . . . 1.10 4.15 . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . __ 1871 . . . . . _ _ _ _._ 2.48 3.50 2.00 1.60 3.30 ________ __ 1.30 2.10 2.30 5.45 _-___ 1872 . . . . . 1.30 1.71 2.07 2.15 3.90 3.40 4.60 2.30 3.10 4.40 3.95 4.00 36.88 1873 . . . . . 3.45 1.70 4.95 1.70 2.50 2.30 4.30 2.70 1.20 5.60 4.70 4.95 40.05 1874 . . . . . 7.10 4.40 2.95 1.75 1.80 3.70 2.50 2.40 4.40 6.70 1.81 1.34 40.85 1875 . . . . . 1.95 2.45 3.85 2.10 3.15 4.42 2.85 8.80 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ — _ _ __ 1895 . _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _._ 4.78 4.53 _---_ 1896 . . . . . 3.08 5.57 5.21 2.48 3.77 3.39 7.96 3.46 5.48 2.17 3.70 2.63 48.90 1897 . . . . . 4.29 2.23 5.52 3.77 3.45 2.06 5.93 2.95 0.75 0.69 6.52 4.32 42.48 1898 . . . . . 5.55 4.54 3.64 3.39 4.61 5.01 2.18 7.21 2.15 4.90 4.70 4.84 52.72 1899 . . . . . 2.74 3.63 4.62 2.33 4.76 3.29 4.48 2.75 4.83 2.30 1.95 6.99 44.67 1900 . . . . . 6.56 4.15 4.82 2.13 1.95 2.70 4.68 2.02 2.52 3.18 7.27 3.08 45.06 1901 . . . . . 3.98 4.50 2.97 4.85 3.13 3.30 2.50 4.50 4.75 1.57 4.81 4.84 45.70 1902 . . . . . 2.34 1.89 1.90 3.18 3.32 5.23 9.12 2.71 4.18 2.91 1.57 3.62 41.97 1903 . . . . . 2.90 3.00 3.73 3.73 2.37 3.58 5.94 5.32 1.71 3.24 3.95 2.46 41.93 1904 . . . . . 5.03 3.31 4.71 3.75 6.77 2.92 7.47 2.75 5.59 3.53 1.31 2.42 49.56 1905 . . . . . . 3.59 1.80 2.54 3.24 3.04 4.81 6.32 4.15 3.01 3.97 3.94 2.83 43.24 1906 . . . . . 1.30 0.77 2.98 2.04 2.98 1.56 2.81 3.29 4.30 6.07 2.33 4.00 34.43 1907 . . . . . 4.17 1.20 3.25 2.70 4.57 4.53 4.32 2.03 5.84 4.67 2.90 3.66 43.84 1908 . . . . . 1.57 3.20 3.35 3.49 5.81 4.34 2.47 2.04 1.29 0.86 2.76 3.43 34.61 Mean 3.28 2.97 3.41 3.10 3.48 3.68 4.87 3.83 3.68 3.54 3.68 4.03 43.55 No records 1854-1863, 1867-1870 and 1876-1894. Station discontinued December, 1908. Johnstown, Ра. Year Jan. Feb. ‘Мать April May June July ‘ Aug. Sept. ‘ Oct. 4 Nov. ‹ Вес. Annual 1885 . . . . . 0.90 3.77 1.83 2.96 3.65 3.25 3.06 4.06 1.62 5.80 2.72 3.94 37.56 1886 . . . . . 6.48 2.08 3.75 2.96 4.48 7.25 7.10 5.77 5.47 1.70 5.94 2.89 55.87 1887 . . . . .' 2.90ì10.72 1.26 4.03 0.90 7.72 4.81 4.50 2.42 0.48 2.20 2.47 44.41 1888 . . . . . 8.75 1.86 3.12 3.24 4.74 3.73 4.33 8.34 4.76 0.30 2.00 1.93 47.10 1889 . . . . . 3.11 3.05 2.22 7.60 6.15 _ _ . — — _ _ — __ 3.95 4.59 2.55 5.33 4.62 _---_ 1890 . . . . . 4.95 5.05 5.74 4.66 6.90 2.72 1.87 6.38 5.85 5.21 2.38 4.89 56.60 1891 . . . . . 3.47 7.99 4.99 2.73 3.44 9.22 6.81 3.87 1.83 2.80 2.51 3.84 53.50 1892 . . . . . 4.14 2.97 3.92 3.55 6.67 5.18 3.70 2.29 1.60 0.88 4.74 2.51 42.15 1893 . . . . . 2.93 7.76 1.45 5.44 6.26 2.02 2.81 2.22 2.26 3.22 2.09 3.59 42.05 1894 . . . . . 3.00 3.32 1.95 3.09 7.03 2.12 1.87 1.20 5.44 2.44 2.55 4.24 38.25 1895 . . . . . 4.91 0.98 2.49 4.38 2.83 4.59 3.02 3.39 3.75 1.24 2.75 3.22 37.55 1896 . . . . . 0.66 2.77 3.80 2.57 1.80 6.03 8.45 4.00 6.03 3.15 3.70 2.04 45.00 1897 . . . . . 2.92 4.05 5.36 3.98 3.71 3.67 5.97 2.23 3.55 0.72 6.14 3.74 46.04 1898 . . . . . 7.57 2.78 6.49 2.04 7.28 4.10 3.89 8.37 2.04 5.89 3.15 3.35 56.95 1899 . . . . . 4.16 3.49 5.37 2.27 6.20 3.62 3.20 5.34 3.45 0.97 4.26 4.25 46.58 1900 . . . . . 3.38 4.63 4.04 1.41 2.92 6.08 4.88 4.41 1.50 2.61 5.84 2.57 44.27 1901 . . . . . 3.52 1.92 4.79 6.06 6.45 6.14 2.00 3.94 3.87 0.73 2.90 5.16 47.48 1902 . . . . . 3.47 2.48 5.09 4.86 2.18 6.73 5.19 2.49 2.31 4.58 1.69 6.11 47.18 1903 . . . . . 4.53 5.80 3.72 4.08 2.36 7.69 4.97 7.21 1.83 3.89 3.02 2.42 51.52 1904 . . . . . 4.10 3.75 5.57 4.45 2.98 3.49 7.45 3.93 2.29 2.84 0.96 3.01 44.82 1905 . . . . . 4.21 2.23 5.06 3.63 4.08 6.78 8.88 5.73 3.90 4.82 3.65 4.42 57.39 1906 . . . . . 3.57 1.30 5.29 2.87 2.60 6.19 -4.16 8.19 1.71I 2.50 1.56 5.21 45.15 1907 . 7.29 2.46 7.25 3.59 2.64 5.21 5.39 4.66 5.44 2.65 3.88 4.11 54.57 1908 . . . . . 4.26 6.56 10.00 5.00 5.75 4.17 3.55 3.24 0.51 0.12 0.96 4.61 48.73 1909 . . . . . 3.04 5.31 4.06 6.70 1.97 4.22 3.10 3.50 2.96 3.56 1.06 3.70 43.18 1910 . . . . . 7.81 3.13 1.27 4.28 3.'2 3.76 1.23 32.20 4.79 1.53 1.96 3.31 38.79 Mean 4.23I 3.89 4.23 3.94 4.21 4.83 4.30 4.44 3.30 2.58 3.08 3.84 45.10 а. Estimated from surrounding stations. PRECIPITATION. Lock N0. 4, Pa. Jan Feb. @Marchi April I May ‘ June July Aug. Oct. Nov Dec Annual 1886 . . . . . 3.91! 0.93 2.32 3.25 4.77 5.56 3.74 3.07 .94 0.98 4.36 2.92 39.75 1.83 5.39 0.97 3.11 3.16 6.69 6.89 2.25 .56 3.13 1.82 1.39 39.19 1888 . . . . . 6.13 1.54 3.91 1.59 3.27 2.32 6.09 9.02 .37 5.01 3.22 1.82 47.29 2.61 1.67 2.56 4.27 5.84 5.67 3.29 2.18 .01 3.27 5.96 2.77 45.10 1890 . . . . . ‘ 5.57 5.04 5.62 3.25 7.80 2.89 4.65 7.39 .12 6.82 1.77 5.83 62.75 3.21 7.23 4.04 1.77 4.29 4.56 7.00 2.93 .02 2.12 2.70 3.53 45.40 ’ 3.90 2.44 2.24 2.61 4.72 5.14 3.90 1.07 .83 0.58 3.16 2.16 33.75 1893 . . . . . 2.81 5.43 1.06 4.62 5.19 2.90 2.92 2.42 . 3.84 1.35 3.32 36.96 1894 . . . . . 2.34 2.74 1.95 2.95 4.21 2.38 2.52 1.63 1.36 2.37 3.56 32.20 1890 . . . . . 3.64 0.58 1.82 2.49 1.71 1.94 2.87 2.36 0.67 3.11 3.14 24.88 189,6 . . . . . 2.00 2.67 4.03 2.73 3.30 4.00 12.35 2.37 3.19 2.66 1.46 45.33 1897 . . . . . 1.53 4.62 2.29 3.33 2.63 2.72 3.72 1.64 0.07 5.95 3.34 33.21 1898 . . . . . 5.02 1.71 5.64 2.05 3.72 3.02 2.37 7.70 3.78 2.41 1.98 42.39 1899 . . . . . 3.13 3.26 4.91 1.42 4.38 2.39 6.05 1.48 0.69 3.54 2.78 38.65 1900 . . . . . 2.25 2.87 3.20 1.74 1.52 2.56 4.92 1.83 2.77 5.01 1.86 31.01 1.44 0.47 3.43 8.52 5.68 3.96 4.90 2.48 0.77 1.75 5.22 41.32 .1 2.19 1.39 3.04 3.75 2.05 3.35 7.01 2.52 4.58 1.14 3.96 36.83 1903 . . . . . 2.77 4.49 4.72 3.01 2.80 6.83 4.59 2.00 2.91 2.06 1.67 40.68 1904 . . . . . 2.64 2.71 5.68 3.57 3.40 3.79 4.49 2.42 1.39 0.14 2.35 33.40 1905 . . . . . 2.28 1.60 4.57 2.88 2.46 7.60 5.31 3.05 3.76 2.50 3.67 42.44 1906 . . . . . 2.39 0.96 3.44 2.66 4.07 5.00 3.74 5.30 3.81 0.68 3.61 37.30 1907 . . . . . 5.50 1.27 8.20 2.53 3.30 3.81 4.39 3.02 2.01 1.86 2.82 43.56 1908 . . . . . 1.75 3.87 6.88 3.24 5.10 2.02 2.41 3.33 0.95 0.74 2.43 33.78 1909 . . . . . 2.59 5.32 3.52 5.40 3.09 5.38 3.05 5.53 2.59 0.61 1.67 40.21 1910 . . . . . 5.99 3.25 0.37 2.83 2.92 3.57 1.86 3.31 1.35 1.76 2.73 33.57 3.18 2.94 3.62 3.18 3.81 4.00 4.60 3.29 2.49 2.51 2.88 39.23 Lost Cïeek, W. Va». J a n Feb. 1 March April May June July Aug Oct. Í Nov Dec Annual 1896 . . . . . ‚ 1.39 2.47 4.07 3.18 4.43 5.53 14.10 2.20 1.59 2.85 1.97 48.68 1897 . . . . . 1.85 4.65 3.21 3.22 3.54 4.07 7.03 3.59 0.31 3.78 4.87 40.61 1898 . . . . . ` 5.55 1.92 7.50 2.93 4.07 1.77 4.47 9.33 4.89 2.59 2.37 50.28 1899 . . . . .V 5.51 4.28 5.59 1.79 6.00 4.17 6.31 2.39 0.88 2.79 3.75 46.83 1900 . . . . .î 2.93 4.79 3.67 1.39 3.08 4.65 4.61 2.50 3.90 2.54 1.70 36.51 2.13 0.62 3.06 7.48 5.56 2.50 3.33 4.56 0.12 2.96 5.38 41.45 1902 . . . . . 3.15 2.61 3.07 2.76 3.47 6.55 3.27 2.01 2.37 2.75 6.88 43.69 1903 . . . . . 2.51 6.51 6.59 4.00 3.17 4.21 2.40 2.14 2.33 2.91 2.46 40.88 1904 . . . . . 4.26 3.37 3.88 4.39 3.95 4.54 2.00 1.91 1.80 0.26 2.77 33.56 1905 . . . . .` 3.35 2.27 6.34 3.10 7.70 3.41 4.14 4.06 6.30 2.57 3.36 49.03 1906 . . . . . 4.36` 2.33 5.51 5.21 3.12 5.20 2.80 6.45 1.64 3.02 4.74 47.89 1907 . . . . . у 8.04 2.73 4.10 1.97 4.87 3.97 8.68 6.27 2.34 3.52- 4.03 53.74 1908 . . . . . 1.91 3.83 7.73 3.74 9.30 2.72 2.97 3.35 1.15 1.09 2.86 41.86 1909 . . . . . 3.27 4.50 2.88 5.48 3.39 7.88 5.52 4.03 3.28 0.93 2.36 46.46 1910 . . . . . 6.32 2.43 0.28 1.66 4.13 3.51 3.99 4.07 1.55 1.84 2.04 36.98 ` 3.77 3.29 4.49 3.49 4.78 4.31 5.04 3.92 2.29 2.43 3.44 43.90 Lyczppus, Pa. Jan. Feb March April Máy June July Aug. Oct. I Nov. Dec. Annual 2.12 5.34 1.43 5.87 5.60 3.751 6.36 ci1.68 1.57 2.92 1.72 3.51 41.87 1894 . . . . . 3.16 2.31 2.31 3.99 6.71 1.66 3.24 1.09 7.68 2.28 2.45 5.15 42.03 1895 . . . . . 4.66 0.79 2.53 4.46 1.34 3.07 3.82 3.94 1.03 0.76 2.75 2.70 31.85 1896 . . . . . 1.59 3.07 4.17 2.33 2.06 3.98 12.94 4.48 4.59 3.18 3.10 1.31 46.80 1897 . . . . . 2.43 4.70 4.15 3.93 4.08 2.42 2.82 4.52 2.34 0.60 5.41 5.43 42.83 1898 . . . . . 5.33 1.80 6.22 2.25 3.82 2.99 3.83 9.13 2.03 5.04 2.89 3.31 48.64 1899 . . . . . 3.65 3.91 4.62 2.03 5.01 3.91 3.79 3.65 3.63 2.31 1.74 3.22 41.47 1900 . . . . . 2.49 4.34 2.25 1.51 2.30 5.06 6.11 3.51 1.37 2.70 5.35 2.37 39.36 RAINFALL TABLES. L ycippns, Ра‚.—( Continued.) Year I Jan. Feb. I MarchI April I May I June 1 July ч Aug, I Sept. I Oct. I Nov. Dec. IAnnual . - ' l ‘ } .__ I ‘__ __ ___- 1901 . . . . . 2.83I 1.15 3.55 8.23 7.17 4.49 3.91 3.19 3.06 0.48! 3.02 4.79 45.87 1902 . . . . . 3.83[ 2.74 3.91 4.20 1.28 6.09 4.79 2.26 2.03 4.12I 1.62 5.17 42.04 1903 . . . . . 3.48 4.30; 3.42 2.43 1.56 4.55 5.00 3.75 1.53 2.34I 2.73 2.48 37.57 1904 . . . . . 3.38» 3.221 5.00 2.74 4.26 3.89 5.95 3.76 1.31 1.45 0.32 2.69 37.97 1905 . . . . . 4.58f 2.26¿ 4.28, 3.89 5.17 7.22 6.24 4.72 2.34 4.92! 2.36 3.53 51.51 1906 . . . . . 2.57i 1.37; 4.00 1.90 2.78 7.82 3.93 8.99 2.14 2.62I 1.64 4.65 44.41 1907 . . . . . 6.85I 1.69' 7.03 2.96 3.27 4.42 5.17 4.25 5.02 2.89I 2.77 3.37 49.69 1908 . . . . . 3.20I 3.08I 7.10 4.77 7.02 2.46 4.38 1.53 0.62 0.38I 0.91 3.21 38.66 1909 . . . . . 2.901 4.25I 3.35I 5.95‘ 2.64 4.60 3.50 3.50 1.77 3.28i 1.05 3.05 39.84 1910 . . . . . 8.62f 3.61i 0.53 3.89: 3.18 5.01 4.22 2.49 4.83 2.04; 2.61 3.97 45.00 Í ' I Mean .I 3.73E 3.00; 3.88 3.74I 3.74 4.28 5.00 3.91 2.72 2.46‘l 2.47 3.33 42.63 Mahoning, Pa. Year Jan. Feb. March April I May I June July I Aug. I Sept Oct. I Nov. Dec Annual 1885 . . . . . 4.50 1.65 0.66 1.83 1.68 0.58 2.71 5.45 1.36 4.12 2.69 1.61 28.84 1886 . . . . . 3.50 1.73 2.70 4.10 1.53 3.71 4.24 1.11 4.14 1.33 4.68 2.51 35.28 1887 . . . . . 1.80 4.86 1.00 1.13 2.19 —-_..- 0.92 3.78 3.17 -____ 2.63 0.88 —._--- 1888 . . . . . 2.74 0.82 2.31 2.72 3.39 3.16 4.79 3.34 3.06 4.99 3.89 1.86 37.07 1889 . . . . . 3.26 1.25 1.45 4.53 2.95 4.09 3.00 1.18 1.88 1.90 2.67 3.56 31.72 1890 . . . . . 4.03 3.08 3.72 2.83 5.63 1.76 0.59 3.58 4.52 5.54 1.59 1.60 38.47 1891 . . . . . 2.82 7.20 3.10 2.86 1.81 5.23 3.81 2.89 1.01 1.61 4.01 3.65 40.00 1892 . . . . . 1.69 3.33 3.72 1.92 6.67 3.87 2.87 1.89 3.53 0.75 2.95 1.40 34.59 1893 . . . . . 2.88 9.28 2.30 5.71 4.33 4.52 4.89 4.48 2.77 3.40 2.36 4.46 51.38 1894 . . . . . 3.03 3.06 2.55 3.94 4.81 3.02 1.60 4.30 7.91 2.19 2.03 4.53 42.97 1895 . . . . . 4.65 0.59 1.51 3.40 2.28 3.46 3.44 3.24 0.69 0.56 2.97 _ _ _ . _ _ _ . __ Mean 3.17 3.35 2.27 3.18 3.39 3.34 7.89 3.20 3.09 2.64 2.95 2.61 37.80 Station discontinued December, 1895. Monnington, W. V а. Year I Jan Feb. March April May June July Aug. Sept. Oct. No» I Dec Annual 1901 . . . . . _ — — —._ 0.75 2.81 8.55 5.74 3.11 4.35 3.93 3.38 0.20 5.35 3.69 _...___ 1902 . . . . . 2.71 1.80 _ 1903 . . . . . _ _ _ _ — _ — _ __ 3.40 3.61 3.26 6.62 4.81 1.73 _...___ 2.20 2.63 1.68 ‚—-_- 1904 . . . . . 1.95 1.83 5.14 3.29 3.29 4.60 2.57 4.36 2.38 1.48 0.33 2.54 33 76 1905 . . . . . 3.61 1.50 4.83 3.01 3.97 3.08 ________ -_ 2.71 5.35 1906 . . . . . 4.52 2.66 4.49 4.76 4.82 2.27 2.72 1.99 5.07 —-_-.. 1907 . . . . . 8.33 2.70 5.89 3.14 4.99 4.95 6.78 3.58 3.87 2.57 3.04 3.67 53.51 1908 . . . . . 2.31 3.55 5.86 3.53 5.62 2.03 4.56 2.86 1.42 1.29 0.80 3.25 37.08 1909 . . . . . 3.76 5.04 ‹ 3.90 5.34 3.67 5.18 3.12 3.00 1.44 2.19 0.71 2.93 40.28 1910 . . . . . 7.02 2.75 0.16 2.32 4.64 3.11 4.02 2.07 4.98 1.51 2.53 2.59 37.70 Меап . . . 4.24 2.49 4.00 4.15 4.20 4.13 4.37 3.29 2.81 2.17 2.17 3.18 40.47 Morgantown, W. Va. Year Jan. Feb March April May June July I Aug Sept. Oct Nov. Dec. Annual 1873 . . . . . 3.34 5.31 4.01 2.18 4.11 5.68 7.61 4.71 3.52 5.76 3.54 2.09 52.76 1874 . . . . . 3.17 2.27 3.45 7.20 1.25 4.55 5.75 2.16 5.05 0.14 4.72 5.30 45.11 1875 . . . . . 3.12 2.74 5.41 2.90 1.69 4.09 7.89 5.58 5.10 3.57 4.18 3.99 50.26 1876 . . . . . 4.25 3.85 4.97 2.80 3.26 3.00 9.35 3.77 7.16 1.63 2.17 1.95 48.16 1877 . . . . . 4.26 1.09 3.98 2.51 2.25 6.70 5.80 4.65 2.54 3.53 4.52 1.62 43.45 1878 . . . . . 3.95 1.20 3.82 2.80 2.87 4.35 3.74 2.50 3.24 3.87 5.95 4.84 43.13 1879 . . . . . 3.41 2.38 4.56 1.47 1.35 4.64 7.10 6.62 1.27 1.62 2.24 6.70 43.36 1880 . . . . . 5.77 4.53 5.10 4.30 2.24 6.66 3.80 7.25 3.18 3.07 1.99 3.99 51.88 1881 . . . . . 3.08 3.56 2.12 2.30 3.28 4.77 5.61 0.41 2.78 4.55I 3.19I 5.93 41.58 PRECIPITATION. ` 65 М organtown, W. Va.-( C ontínned. ) Year Jan. Feb. March April I May I June July Aug.- Sept. Oct. I Nov. Dec. Annual 1882 . . . . . 6.78 5.41 7.18 3.36 4.51 3.39 3.64 7 72 7.23 1.86 2.28 1.92 55.28 1883 . . . . . 4.93 7.07 4.01 1885 . . . . . 4.75 2.62 1.60 3.31 _.——__ 6.18 2.78 7.43 1.45 5.07 2.75 2.39 _---_ 1886 . . . . . 4.01 2.26 3.15 4.50 6.46 7.00 4.29 5.55 3.51 1.51 4.02 _ _ _ _ _ _ _ _ .._ 1887 . . . . .‘ 1.33 6.28 1.32 3.35 1.16 3.08 2.96 4.32 3.19 0.81 1.37 1.55 30.72 1888 . . . . . 6.85 2.34 3.77 2.39 5.82 3.73 7.29 8.70 5.03 7.14 4.90 1.92 59.88 1889 . . . . . 2.75 2.68 3.09 4.97 6.37 4.47 5.12 1.61 3.91 3.34 7.87 2.85 49.03 1890 . . . . . „ 5.83 5.87 5.84 4.13 8.10 6.83 3.41 7.08 , 7.71 8.20 2.67 3.87 69.54 1891 . . . . . 3.93 6.31 4.15 2.72 3.20 6.08 7.52 7.45 3.20 2.59 3.68 3.82 54.65 1892 . . . . . 3.64 2.05 4.68 3.02 5.28 3.15 6.97 1.81 1.42 1.30 2.89 2.38 38.59 1893 . . . . . 2.97 5.05 1.02 5.46 3.38 1.94 1.66 1.34 2.20 2.89 2.38 2.14 32.43 1894 . . . . . 2.45 3.56 1.57 2.95 1.03 1.70 3.07 1 77 2.52 3.14 3.47 3.83 31.06 1895 . . . . . 4.74 1.45 1.77 2.48 1.39 5.55 2.82 2.18 1.25 1.02 1.65 1.85 28.15 1896 . . . . . 0.96 3.74 3.35A 1.68 3.57 -4.16 9.80 1.91 3.78 3.08 4.17 1.36 41.56 1897 . . . . . 2.35 3.94 3.88 3.80 4.91 5.77 5.55 3.04 1.23 0.29 5.24 2.77 42.77 1898 . . . . . 5.78 1.68Y 6.20 4.86 4.78 5.17 4.01 7.91 2.79 5.56 2.67 0.71 52 12 1899 . . . . . 4.37 5.67 6.63 1.94 4.72 6.43 3.38 1.78 2.26 0.50 1.35 3.50 42 53 1900 . . . . . 1.59 2.96 3.59 1.51 2.14 5.39 6.93 4.33 0.48 3.91 5.06 1.54 39 43 1901 . . . . . 1.96 0.55 3.67 6.15 6.10 2.34 1.86 7.37 3.68 0.36 3.02 5.57 42 63 1902ŕ . . . . . 3.63 2.48 3.92 3.48 1.72 7.16 8.42 4.87 3.24 3.95 2.24 6 12 51 23 1903 . . . . . 2.87 6.47 4.28 3.55 4.12 5.21 5.46 1.34 1.21 3.21 2.26 1 70 41 68 1904 . . . . . 2.70 2.02 4.32` 2.86 2.91 5.55 4.50 2.18 1.38 1.74 0.15 2.56 32.87 1905 . . . . . 3.48 1.75 5.13 3.38 3.63 3.94 5.36 4.16 1.96 4.98 2.48 3.85 44.10 1906 . . . . . 3.92 1.58 3.73 4.10 3.14 4.52 3.57 2.93 2.85 3.14 1.62 5 48 40.58 1907 . . . . . 7.51 2.24 6.97 2.79 4.06 4.33 9.36 2.62 4.97 3.44 3.05 3.04 54.38 1908 . . . . . 2.23 3.19 6.04 3.28 6.04 2.74 3.55 1.29 0.70 0.53 0.82 2.26 32.67 1909 . . . . . 4.07 3.85 2.48 5.20 2.80 5.18 3.11 2.52 1.32 2.55 0.83 2.00 35.91 1910 . . . . . 6.70 2.63 0.36 2.06 3.69 4.89 4.08 2.32 3.34 1.77 2.24 2.13 36.21 Mean . . . . 3.88 3.37 3.92 3.38 3.62 4.73 5.19 4.03 3.20 2.93 3.04 3.13 43.04 No records for 1884. Mt. Morris, N. У. Year I Jan. I Feb. March April May June July I Aug. Sept Oct Nov. Dec Annual 1885 . . . . . 2.99 4.26 2.59 3.92 0.45 2.92 1.54 _ _ _ _ _ _ . _ .._. 1886 . . . . . 2.95 3.00 1.95 2.25 3.12 2.40 2.85 3.30 _ _ _ . _ _ _ _ __ 1887 . . . . . 2.46 2.35 2.37 3.04 1.36 1.26 1888 . . . . . 2.80 2.40 1.95 2.25 -3.25 '2.85 3.00 _ 1889 . . . . . _ _ _'_ _ _ _ _ __ 1.40 2.15 2.93 7.30 3.09 2.80 1890 . . . . . _ _ _ _ _ _ _ _ ..._ 1.64 3.39 5.20 4.74 1.43 2.49 6.43 3.46 2.07 — — _ _ — _ _ _ -_ 1891 . . . . . 2.00 3.40 1.90 1.41 1.01 2.04 2.95 3.66 0.74 1.83 2.23 2 92 26.09 1892 . . . . . 0.64 4.90 4.77 2.05 5.34 1.18 1.33 1893 . . . . . 3.08 5.62 0.87 1.97 5.20 2.95 1.88 1.10 2.09 _.——__ 1894 . . . . . 2.58 2.78 1.97 4.13 6.27 2.08 1.51 2.27 4.28 2.57 0.54 ________ __ 1895 . . . . . " 1.62 1.48 2.67 1.74 3.41 1.84 0.84 2.60 2.50 _-——__. 1896 . . . . . 2.60 5.35 1.92 0.46 1.66 2.82 4.91 1.85 3.94 1.41 2.60 1 50 31.02 1897 . . . . . 1.40 1.00 2.70 2.10 2.55 2.10 2.20 0.20 1.00 0.60 2.20 1 80 19.85 1898 . . . . . 2.85 1.40 0.15 1.80 2.63 2.40 2.10 4.56 1.55 3.00 1.74 1 60 25.78 1899 . . . . . 1.20 0.65 1.40 1.50 3.05 0.02 3.07 0.05 1.74 0.24 1.20 3 22 17.34 1900 . . . . . 1.68 1.00 3.20 Mean . . . . 2.04 2.23 1.81 2.16 3.21 2.82 2.43 3.01 2 34 1 94 1.92 2 23 28 14 No records’ after 1900. New Martinsville, W. V a. Year I Jari. I Feb. I MarchI April I May I June July I Aug I Sept. I Oct I Nov I Dec IAnriual I | M 1592 . . . . . _ _ _ __ ' __-_- I ________ -_ I _---_ I---" 4 40 2.04; 2.60 o.61-___- 2.93 _-___ 1893 . . . . . 2.9-li 6.30 | 0.89 5.06Í 6 15} 4.11 2 59 3.49É 1.67 5.12§ 1.80 2.57 42.69 1894 . . . . . 2.48 I 3.26 I 2.77 3.51I 3 40 2.41 1 74 1.88 1.25 2.40I 1.98 3.60 30-68 I ‚ RAIN FALL TABLES. N ew M a7'tins7/I'-lle, W. Va.- ( С ontinned . ) l No records for June, 1855 to December, 1857; for 1860; or for August, 1871 to July, 189 Values for 1855 to 1871 are for New Lisbon, about 9 miles southwest of New Waterford. Jan. Feb. April I May June July I Aug. Sept. I Oct. Nov. I D€C­ Annual 1895 . . . . . 4.76 0.70 2.39 2.84 1.84 2.27 4.14 3.32 1.98 1.72 2.70 3.93 32.59 1896 . . . . . 1.91 2.78 3.90 2.07 3.06 6.81 15.09 2.26 4.28 2.18 3.32 2.20 49.86 1897 . . . . . 1.48 5.91 3.32 3.79 3.21 4.16 7.33 1.89 0.55 0.18 6.69 4.39 42.90 1898 . . . . . 5.70 1.88 3.67 3.53 4.54 2.34 6.33 7.56 2.04 5.27 3.22 2.79 48.87 1899 . . . . . 3.88 2.81 5.70 1.75 3.17 3.57 4.29 1.40 6.35 1.56 2.55 3.41 40.44 1900 . . . . . 3.29 4.26 3.36 1.42 3.47 3.38 3.84 3.30 0.34 1.45 5.38 1.82 35.31 2.07 0.47 3.44 6.31 5.07 3.87 4.96 2.49 2.72 0.39 2.76 4.28 38.83 190;. . . . . . 2.65 1.62 3.71 4.12 1.34 5.59 4.91 2.64 2.88 2.70 3.08 5.32 40.56 1903 . . . . . 3.00 6.38 4.85 3.95 2.95 4.02 3.44 1.26 1.05 2.05 2.30 2.37 37.62 1904 . . . . . 1.95 1.93 5.14 2.67 1.97 4.47 3.45 1.54 1.92 2.01 0.12 3.09 30.26 1905 . . . . . 2.42 1.94 4.77 3.76 4.47 2.94 3.20 3.69 2.69 4.70 3.29 3.92 41.79 1906 . . . . . 3.31 1.52 4.43 3.46 2.95 5.11 3.77 3.61 2.58 2.79 1.78 5.42 40.73 1907 . . . . . 6.69 1.92 8.50 3.78 5.26 4.92 6.91 2.70 5.71 2.98 2.71 3.50 55.58 2.35 3.45 5.89 5.17 6.39 1.55 6.79 0.92 1.69 2.31 0.99 3.03 40.53 1909 . . . . . 3.73 6.17 3.40 35.61 4.30 4.88 4.05 3.83 2.32 2.09 0.85 2.40 43.63 1910 . . . . . 5.98 3.95 0.12 3.11 3.79 1.55 4.75 1.09 2.22 2.09 1.44 2.92 33.01 3.33 3.15 3.90 3.66 3.74 3.77 5.05 2.68 2.47 2.35 2.61 3.36 40.33 Estimated from surrounding stations. New Waterford, Ohio. J an Feb. April May June July Sept. Oct. Nov Dec Annual 1850 . . . . . 1.90 1.00 2. 1.10 3.00 _-..__ 1858 . . . . . 0.55 3.30 1. 4.12 7.44 4.76 4.12 3.84 1.30 3.01 3.48 5.45 42.45 1.49 4.02 3. 4.56 1.37 3.11 2.85 3.38 4.62 3.13 3.96 4.39 40.18 2.17 1.44 1. 2.71 3.00 2.75 2.02 9.59 2.68 1.84 4.05 1.34 35.28 4.71 2.57 3. 2.70 2.16 3.35 1.38 0.18 1.07 1.22 2.92 3.46 28.76 ._____ 2.41 3. 0.88 1.41 2.98 2.15 1.89 2.44 2.98 1.04 3.83 _-___ 1864 . . . . . 1.72 1.34 2. 2.21 2.24 0.93 1.87 4.74 5.97 2.18 1.63 2.32 30.11 1865 . . . . . 3.50 2.03 5. 3.72 2.26 6.27 3.70 2.79 6.75 1.15 ` 1.04 2.72 41.37 1866 . . . . . 1.33 1.88 4. 2.78 1.46 11.19 4.10' 3.42 7.68 2.22 2.56 3.62 46.99 1867 . . . . . 3.59 2.70 4. 3.99 4.88 3.45 3.13 3.53 0.21 2.74 1.15 2.90 37.18 2.69 1.55 3. 2.84 4.53 1.85 4.80 2.88 2.38 1.24 2.58 2.21 32.69 3.44 1.89 4. ..-___ 1870 . . . . . _ _ _ __ 3.10 4.09 _--__ 2.73 _---_ 1871 . . . . . _ _ _ _ . _ _ _ -._ 2. 1.53 2.08 4.77 6.43 _..-___ 1894 . . . . . 0.58 4.27 2.20 1.98 3.49 _-___ 1890 . . . . . 6.90 0.54 0. 1.76 1.44 2.39 3.36 5.00 1.52 1.42 3.50 5.50 34.23 1.74 3.07 3. 4.52 1.98 8.09 8.11 3.24 4.46 1.39 1.54 2.46 43.73 1897 . . . . . 1.88 4.81 4. 3.40 2.60 4.10 8.88 2.09 1.59 0.21 5.72 4.49 43.79 6.43 3.30 6. 1.83 4.18 5.57 3.70 6.50 1.95 3.82 4.34 3.48 51.20 1899 . . . . . 2.68 2.67 4. 1.61 5.69 3.20 3.44 2.08 4.09 1.85 1.96 3.36 36.78 1900 . . . . . 2.24 3.75 2. 1.42 2.94 3.58 7.69 3.83 1.52 2.11 5.71 2.13 39.76 2.12 1.20 3. 6.96 4.58 4.21 2.65 7.21 3.85 0.29 3.51 3.24 43.81 1902 . . . . . 3.05 1.85 3.' 2.26 3.15 6.05 5.53 2.30 2.09 2.74 1.84 6.11 40.18 1903 . . . . . 2.61 5.42 5.34 2.87 2.20 6.51 4.07 5.72 0.32 3.43 2.25 2.41 43-.15 1904 . . . . . 4.40 3.98 4. 5.72 3.71 5.23 3.70 3.53 0.72 0.95 0.68 3.21 40.22 1905 . . . . . 1.25 0.69 3. 2.68 3.79 6.31 4.21 3.30 3.20 3.11 2.29 2.38 36.46 1906 . . . . . 1.84 1.23 3. 2.42 2.16 3.36 4.17 5.44 2.89 3.06 2.42 3.73 36.58 1907 . . . . . 5.63 1.66 6. 4.08 3.50 3.92 3.12 1.77 3.77 1.91 1.71 2.85 40.82 1908 . . . . . 2.07 3.00 5. 3.08 5.24 2.91 2.25 2.73 0.04 2.51 1.52 3.17 34.30 1909 . . . . . 4.58 4.70 3. 4.96 2.58 5.34 2.86 0.76 0.65 1.73 1.69 1.93 35.37 1910 . . . . . 5.86 3.50 . 2.68 3.26 2.12 1.83 2.26 4.03 2.58 2.88 1.35 32.55 3.05 2.57 3.05 3.17 4.12 3.93 3.28 2.82 2.08 2.59 3.32 38.72 4. PRECIPITATION. 67 Nunda, N. Y. Year Jan. I Feb. IMarch April I May June July I Aug. I Sept. Oct. I Nov. I Dec. Annual I ___ 1898 . . . . . 3.85 1.55 _-___ 3.85 5.45 6.78 189 7.29 2 05 4.00 з 63 2 зз _____ 1899 . . . . . 1.61 1.98 2.86 2.35 4.37 1.22 2 05 2.03 2 83 2.09 1900 . . . . . 3.17 5.63 4.27 2.21 3.48 0.75 ________ -_ 1 87 3.78 _____________ __ 1901 . . . . . 2.56 6.97 5 67 __________________ __ 2.30 5 18 _-___ 1902 . . . . . 2.93 1.60 1.35 2.22 2.29 5.16 9 93 1 25 3.05 3.86 1.60 2 51 37 75 1903 . . . . . 1.04 2.10 4.17 3.63 0.56 4.01I 314 ___.__ 2.04 2.34 _____________ __ __ 1 __ . _ No records 3_1fte1‘ 1903.-- Óaklcmd, Md. Year I Jan. Feb. March April I May I June July I Aug. Sept. Oct. I Nov. Dec. IAnnua1 1903 . . . . . _ _ _ ..- 2.28 2.96 2.15 _ _ _ _ _ _ _ _ __ 1904 . . . . . 2.07 2.31 2.32 2.27 4.00 3.13 4.78 1.52 2.96 1.53 0.82 4.00 31.71 1905 . . . . . 2.97 3.72 1.42 2.22 4.28 4.87 7.61 4.47 2.43 4.91 3.40 2.59 44.89 1906 . . . . . a4.00 0.80 5.18 4.17 1.97 5.95 4.29 2.98 3.74 2.33 1.50 7.16 44.07 1907 . . . . . 6.55 2.23 3.85 3.21 5.19 5.20 7.91 3.99 3.80 2.59 4.32 3.84 52.68 1908 . . . . . 3.11 4.61 6.48 3.89 11.60 2.72 4.95 3.51 0.48 0.70 1.00 3.65 46.70 1909 . . . . . 2.92 4.58 3.74 6.16 3.74 7.01 3.06 4.97 3.56 4.41 1.34 2.78 48.27 1910 . . . . . 5.35 2.78 0.95 3.11 3.43 6.34 3.19 2.36 3.65 1.75 2.94 2 35 38 20 Mean . . . . 3.85 3.00 3.42 3.58 4.90 5.03 5.11 3.40 2.86 2 65 2 18 3.77 43 79 ` `aÍ“11is/1151211651 from A86141-6u_n<1ir`1§éiiatióìisî ` I Ofi! City, Ра. Year Jan. Feb. March April I May I June July Aug. Sept. Oct Nov Dec Annual 1877 . . . . . 2.55 1.20 5.09 1.03 0.64 6.51 3.43 1.81 2.99 3.20 5.90 2.22 36 57 1878 . . . . . 4.58 2.97 3.17 2.87 4.40 4.44 5.53 2.65 6.34 2.45 4.67 4.78 48 85 1879 . . . . . 4.42 4.58 3.94 2.88 1.97 2.93 3.88 1.90 2.97 3.61 6.22 5.82 45 1.2 1880 . . . . . 4.55 2.80 2.25 4.55 2.82 4.62 1.73 2.68 2.68 3.40 2.50 2.30 36 88 1881 . . . . . 4.78 4.33 2.80 2.29 3.53 9.10 1.43 0.72 2.33 4.84 4.84 5.60 46 59 1882 . . . . . 3.61 4.53 3.72 2.53 6.09 5.23 3.27 4.97 6.07 2 17 2.41 4.10 48 70 1887 . . . . . 1.40 7.04 1.27 2.15 2.22 --...._ 5.53 4.61 2.24 3.77 2.56 1.76 -........ 1888 . . . . . 4.57 0.79 2.30 3.24 1.30 2.58 1.24 0.71 1.29 0.54 2.98 1.26 22.80 1889 . . . . . 1.81 0.29 1.50 3.98 3.85 7.04 4.30 1.65 3.43 3.17 2.12 1.63 34.77 1890 . . . . . 1.60 2.46 2.75 1.31 8.50 4.91 2.24 5.56 7.31 3.97 2.58 1.96 45.15 1891 . . . . . 2.16 5.24 3.23 1.91 1.08 5.13 8.63 2.59 1.50 1.70 2.85 2.18 38.20 1892 . . . . . 1.32 2.07 1.32 0.78 7.56 4.07 4.83 3.45 2.74 1.14 2.84 0.95 32.07 1893 . . . . . 3.29 8.11 2.92 4.92 6.15 3.99 4.52 3.04 2.39 4.02 1.99 4.63 49.97 1894 . . . . . 3.48 2.94 1.90 3.17 5.04 1.62 1.95 0.41 6.51 2.43 2.22 2.65 34.32 1895 . . . . . 4.63 1.49 1.64 2.68 4.22 2.58 3.65 3.09 5.15 1.24 5.11 5.32 40.80 1896 . . . . . 1.66 3.56 3.18 2.96 2.73 6.88 6.69 2.16 4.40 2.15 2.50 2.10 40.97 1897 . . . . . 2.59 2.91 5.36 3.54 4.12 4.05 7.97 5.07 1.53 0.37 6.37 3.63 47.51 1898 . . . . . 5.32 2.53 5.74 2.13 4.64 4.56 4.45 6.73 2.11 5.18 4.33 2.90 50.62 1899 . . . . . 2.57 2.61 4.63 1.58 5.14 3.18 5.39 1.28 4.47 1.72 2.31 4.85 39.73 1900 . . . . . 2.77 3.58 3.89 1.40 1.77 3.84 6.39 2.65 2.96 1.73 5.22 1.63 37.83 1901 . . . . . 2.55 1.76 4.34 5.99 5.14 5.37 3.42 4.11 6.61 0.39 3.96 4.31 47.95 1902 . . . . . 1.88 1.63 3.12 2.90 3.65 7.24 10.66 2.02 3.06 2.74 1.78 4.80 45.54 1903 . . . . . 3.82 5.07 5.06 3.44 2.62 7.08 7.04 4.32 2.04 2.92 2.67 2.82 48.90 1904 . . . . . 5.45 3.51 6.10 4.50 4.39 2.30 3.42 4.02 2.66 1.64 0.92 2.80 41.71 1905 . . . . . 3.46 2.64 3.49 ‘ Mean . . . . 3.36 3.34 3.44 2 87 3 90 4 75 4 61 3 01 3.57 2 52 3 41 3 21 41 99 No reco1­d8 1883-1886. _ щ Olean, N. У. Year I Jan. Feb. IMa1~chI April May June I July I Aug. Sept. Oct. I Nov. I Dec. IAnnua1 1909 . . . . . 3.18 5.07 3.20 6.21 3.43I 3.97I 2.72 3.03 3 56I 3 00: 1.64;I 1.64ì 40.59 1910 . . . . . 5.70 4.29 0.72 4.97 3.70I 2.08 I 3.34 2.62 5 26) 3 27! 3.86; 2.59I 42.40 1 Q_ ____ L_ ‘ _„Af _ 68 RAINFALL TABLES. \ Orange?/ille, Ohio. Year I Jan. April Мау June July I Aug. Oct. Nov. Annual I . 1 1889 . . . . . 3.20 1.30 2.60 2.60 2.70 3.35 1.80 1.80 2.30 1.95 2.85I 30.25 1890 . . . . . 4.30 4.20 2.60 3.15 7.70 2.85 1.80 3.90 5.50 2.55 2.75‘ 46.35 1891 . . . . . 2.05 5.15 3.35 1.50 1.95 3.00 2.55 1.15 1.20 3.45 2.503 29.90 1892 . . . . . 2.55 2.80 3.10 1.55 6.95 5.90 2.35 2.70 0.95 2.30 1.051 35.10 1893 . . . . . 2.90 5.55 3.10 4.45 7.00 2.20 2.20 2.80 _-..__ 1.50 3.15í _---_ 1894 . . . . . 2.20 1.60 2.05 3.05 2.05 0.45 2.40 0.77 5. 1.35 1.55 1.80I 24.97 1895 . . . . . 3.75 0.40 0.60 0.95 1.80 3.55 1.90 3.35 3. 1.03 3.25 4.15‘ 27.73 1896 . . . . . 1.35 3.00 2.35 2.35 2.10 5.52 3.60 1.75 3. 0.63 1.75‘ 1.95I 29.95 1897 . . . . `. 1.84 2.10 3.80 2.08 4.00 3.17 8.07 3.88 1. 0.18 5.61 2.46 38.36 1898 . . . . . 4.06 2.25 4.49 1.68 3.09 2.55 2.53 5.01 3. 3.85 3.15 2.20 37.96 1899 . . . . . 2.05 1.35 3.30 0.92 4.16 3.25 1.55 2.60 2. 1.55 0.75 2.90 26.85 1900 . . . . . 2.22 2.30 2.29 0.45 2.95 1.50 3.93 1.15 1. 1.40 3.27 1.20 23.76 1901 . . . . . 1.21 1.20 3.10 3.50 4.07 2.32 2.75 2.03 4. 0.30 2.88 3.50 31.71 1902 . . . . . 1.55 0.90 2.02 3.05 3.42 4.48 6.28 0.46 2. 0.97 1.40 3.55 30.25 1903 . . . . . 1.93 3.22 4.67 4.28 1.31 5.72 6.87 6.34 1. 2.82 2.88 2.92 44.85 1904 . . . . . 4.34 4.33 2.96 3.75 4.15 2.83 5.36 4.07 1. 1.23 1.10 1.45 37.52 1905 . . . . . 1.62 0.50 2.43 2.16 3.52 5.11 6.99 4.70 3. 3.68 2.03 1.70 37.93 1906 . . . . . 1.55 0.85 3.20 2.05 2.10 2.01 2.56 3.25 2. 3.27 1.59 2.15 27.12 1907 . . . . . 2.46 0.75 2.88 ————————————— _— 2.00 2.36 _...___ 1908 . . . . . 2.58 4.65 2.77 4.34 3.33 2.32 8.01 2.11 2. 1.23 1.58 3.65 38.71 1909 . . . . . I 4.84 _____ 1\Iea11 . . .I 2.60} 2.52 3.60 3.27 3.87 2.83 1.86’ 2.33 33.07 Station discontinued February 1, 1909. Otto, N. У. Year I Jan. April May June July Aug’. Oct. I Nov. I Annual 1902 . . . . . — _ _ _ _ _ _ _ _._ 1.74 2.24 ..-___ 1903 . . . . . 2.06 3.23 2.78 5.16 4.22 4.79 4.29 2.08 1.43 36.24 1904 . . . . . 3.62 3.05 3.88 3.47 5.94 1.63 3.22 0.63 1.46 35.70 1905 . . . . . 2.11 _--.___ 2.75 5.58 3.67 2.34 4.24 0.96 1.05 -..__- 1906 . . . . . 0.43 - 1.97 2.44 1.96 ..-___ 2.44 5.09 2.43 3.06 ..-___ 1907 . . . . . 2.39 -__._.. 0.79 5.51 3.48 1.73 _-___ 1.11 1.13 _--.__ 1908 . . . . . 2.89 2.11 5.55 2.41 3.95 ..-___ 0.97 0.80 1.37 _-___ 1909 . . . . . 1.69 2.47 3.61 4.37 ________ __ 2.92 2.74 0.81 _-..___ 1910 . . . . . 2.45 3.17 3.44 1.00 _-___ Меап . 2.20 2.67 3.15 3.68 4.25 2.58 3.45 1.56 1.57 _..-__ Pafrkers Landing, Po. Year I Jan. I Feb. I April I May I June July I Aug. I Oct. I Nov I Annual 1885 . . . . . 6.49 1.22 0.70 3.00 4.56 4.20 7.40 9.26 2.78 4.47 2.11 1.90 48.09 1886 . . . . . 2.60 1.68 2.14 4.12 1.34 3.68 2.86 2.01 4.06 0.68 4.43 2.92 32.52 1887 . . . . . 1.50 7.43 2.08 2.71 2.42 3.04 3.80 3.41 2.13 0.94 2.61 1.18 33.25 1888 . . . . . 5.20 1.76 2.09 2.19 5.45 3.22 3.53 1.76 _-___ 1889 . . . . . 3.07 1.88 2.03 2.92 1.78 4.42 5.24 3.06 3.79 3.28 4.00 4.06 39.53 1890 . . . . . 4.96 5.33 4.24 4.55 8.44 2.08 1.96 5.92 6.68 7.04' 2.18 3.91 57.29 1891 . . . . . 2.49 6.04 3.73 2.29 1.62 7.07 7.38 3.16 2.20 1.64 3.15 3.87 44.64 1892 . . . . . 3.47 2.41 3.73 2.78 9.06 5.35 2.41 2.73 3.87 0.85 3.33 1.63 41.62 1893 . . . . . 2.70 7.80 3.18 5.40 5.28 6.41 2.68 4.58 2.53 4.38 2.47 4.09 51.50 1894 . . . . . 3.16 2.72 2.09 4.35 4.75 3.63 3.30 1.10 9.82 2.74 2.64 3.54 43.84 1895 . . . . . 4.16 0.84 2.20 2.95 2.33 3.76 4.54 2.97 2.77 0.75 4.00 4.30 35.57 1896 . . . . . 1.62 3.26 3.46 2.04 3.10 4.11 6.99 5.01 4.24 2.21 2.52 1.68 40.24 1897 . . . . . 2.24 3.64 4.95 3.42 3.41 3.69 7.23 3.82 1.39 0.77 5.39 3.38 43.33 1898 . . . . . 5.50 2.52 7.17 1.99 3.92 5.89 2.13 6.36 1.23 5.05 3.18 1.99 46.93 1899 . . . . . 2.03 1.73 3.92 1.54 4.49 5.58 6.18 0.86 4.18 1.64 3.20 4.06 39.41 1900 . . . . . 2.67 3.88 4.35 1.51 3.52 4.57 5.17 3.30 1.63 2.24 4.20 1.37 38.41 1901 . . . . . 2.75 1.02 4.66 7.57 5.25 4.57 2.39 7.88 4.32 0.75 4.53 4.86 50.55 1902 . . . . . 2.26 1.50 3.22 3.30 2.87 6.14 7.08 2.24 1.82 3.54 1.35 5.56 40.88 1903 . . . . . 3.38 5.16| 5.52 3.40 3.02 6.28 5.22 4.80 2.62 2.48 3.94 1.80‘ 47.62 PRECIPITATION. 69 Parkers Landing, Pd.--(Continued.) Year Jan. I Feb. I MarchI April May June I July Aug. I Sept. I Oct. I Nov. Dec. I Annual 1904 . . . . . 3.84 3.10 6.08 6.42 3.40 4.02 3.72 3.96 1.24 2.18 0.78 3.12 41.86 1905 . . . . . 2.92 1.54 2.94 2.48 3.80 5.02 7.42 5.10 4.22 4.02 2.56 3.84 45.86 1906 . . . . . 2.72 0.64 3.00 2.22 3.22 5.04 2.94 6.90 4.26 3.64 2.12 3.48 40.18 1907 . . . . . 4.40 1.54 5.76 3.38 2.95 7.24 4.78 1.28 3.40 2.62 2.33 2.62 42.30 1908 . . . . . 2.86 5.16 5.88 4.50 5.52 2.70 4.90 2.88 0.82 1.06 1.06 3.74 41.08 1909 . . . . . 4.18 5.52 4.62 7.28 3.00 5.64 2.96 »1.82 1.94 2.56 1.60 2.84 43.96 1910 . . . . . 6.08 6.64 0.24 3.10 3.14 1.80 2.94 2.16 6.08 2.04 3.18 3.56 40.96 Mean . . . . 3.43 3.31 3.61 3.51 3.91 4.64 4.54 3.86 3.36 2.57 2.94 3.12 42.86 Parsons, W. Va. Year Jan. I Feb. IMareh April May June July Aug. Sept Oct. Nov. Dec Annual _ 1899 . . . . . 4.25 4.24 5 70I 3.00 6.93 3.47 4.63 2.37 3.95 1.10 1.75 1.22 42.61 1900 . . . . . 1.90 3.75 3.00 2.05 1.70 5.90 3.70 3.10 0.50 2.50 4.00 3.00 35.10 1901 . . . . . 2.60 1.10 0.90 2.50 2.50 3.37 3.50 5.10 1.90 0.75 1.75 7.50 33.47 1902 . . . . . . 2.80 1.62 5 60 4.00 2.90 3.00 3.30 1.30 3.43 0.90 2.60 6.25 37.70 1903 . . . . . 2.80 6.30 4 00 3.90 2.56 10.70 3.75 "3.25 2.46 3.04 2.17 2.05 46.98 1904 . . . . . 3.65 3.52 4 60 3.44 4.46 3.84 1.83 1.23 2.77 2.91 0.66 4.40 37.31 1905 . . . . . 4.12 310 4.87 2.63 4.70 4.27 5.66 3.33 2.47 5.78 2.96 1.57 45.46 1906 . . . . . 4.40 2.55 6.16 5.41 2.09 4.02 3.32 7.50 4.41 3.43 2.00 5.26 50.55 1907 . . . . . 8.33 4.16 6.20 4.14 4.75 5.42 11.82 2.00 3.00 3.79 4.50 4.80 62.91 1908 . . . . . 5.76 5 47 4.75 5.55 9.33 3.53 2.60 2.69 0.81 0.40 0.99 2.61 44.49 1909 . . . . . 5.22 3 37 4.64 5.98 1.80 7.13 5.88 5.10 7.22 4.35 0.70 4.19 55.58 1910 . . . . . 9.01 2 20 0.98 2.97 4.87 11.27 3.89 0.92 2.18 1.50 2.35 5.15 47.29 Mean . . . . 4.57 3.45 4.28 3.79 4.05 5.50 4 49 3.16 2.93 2.54 2.20 3.57 44.93 Philippi, W. Vo. Year Jan. Feb. March April May June July Aug. Sept. I Oct. Nov. Dec Annual 1892 . . . . . _ _ _ _ _ _ _ _ __ 3.35 5.22 5.43 2.59 3.54 3.40 3.05 1.45 3.65 2.90 ..-___ 1893 . . . . . 4.99 4 58 1.08 4.78 3.41 2.65 3.15 .2.56 1.70 3.71 216 1.72 36.49 1894 . . . . . 1.90 3 08 1.75 4.16 4.62 3.04 2.48 1.35 1.45 2.65 210 5.35 33.93 1895 . . . . . 3.36 140 3.90 3.77 2.26 2.62 5.15 2.87 1.33 0.95 2 50 2.40 32.51 1896 . . . . . 2.00 3 00 5.53 >3.00 3.63 4.71 15.70 2.70 8.26 2.20 4.33 2.39 57.45 1897 . . . . . 2.09 7 29 3.99 7.10 5.66 7.89 5.80 5.75 4.00 1.50 5.50 5.50 62.07 1898 . . . . . 6.00 2 50 7.67 4.31 5.84 3.50 3.91 11.57 2.79 5.19 3.80 2.49 59.57 1899 . . . . . 5.29 4.87 5.37 1.49 6.68 4.42 7.92 1.90 4.28 1.01 2.67 3.83 49.73 1900 . . . . . 1.82 4.18 4.56 1.15 2.71 4.98 4.28 2.18 '1.08 4.67 5.62 3.23 40.46 1901 . . . . . 3.55 0 82 3.26 7.03 5.58 4.58 1.76 3.33 2.70 0.51 3.07 6 00 42.19 1902 . . . . . 1.95 1 00 4.75 3.50 4.00 7.06 4.40 2.71 3.03 2.35 3.01 7 34 45.10 1903 . . . . . 4.72 5 86 5.36 4.24 3.92 5.03 3.74 2.40 2.29 3.00 3.41 2 49 46.46 1904 . . . . . 3.11 2 12 4.03 2 37 2.47 5.71 3.61 2.79 2.82 1.74 0 46 4 29 35.52 1905 . . . . . 3.02 2.48 4.98 3.54 6.31 6.12 8.56 3.91 2.14 5.31 3 07 3 31 52.75 1906 . . . . . 4.17 1.88 5.09 6.16 2.45 5.53 4.21 4.20 3.58 3.47 2.49 6 27 49.50 1907 . . . . . 9.08 3.07 5.61 3.24 4.76 4.76 7.39 5.13 4.56 3.67 312 3 56 57.95 1908 . . . . . 3.43 4.99 6.92 3.78 7.47 2.97 5.72 2.56 1.25 0.55 1 00 3 49 44.13 1909 . . . . . 3.53 4.72 4.22 5.73 2.46 8.45 3.89 4.44 3.83 4.21 1.13 2.71 49.32 1910 . . . . . 7.02 4.21 0.67 2.34 3.32 4.45 5.12 2.14 4.27 1.68 2.98 2 24 40.44 Mean . . . . 3.94 3.44 4.32 4.05 4.36 4 79 5.27 3.57 3.08 2.62 2.95 3 76 46.42 70 RAINFALL TABLES. Pickens, W. Va. Year I Jan. I Feb. ‘Мать April May I June July I Aug. Sept. I Oct. I Nov. Dec, Annual 1877 . . . . . 5.87 0.94 4.96 2.99 3.64 6.12 4.76 2.51 4.05 3.76 6.29 2.47 48.36 1878 . . . . . 5.27 2.00 4.38 4.01 5.69 4.84 7.31 4.89 2.84 4.65 7.98 5.14 59.00 1879 . . . . . 3.13 3.15 5.48 1.09 3.70 4.57 6.13 3.64 2.63 1.64 3.07 6.44 44.67 1880 . . . . . 4.30 5.51 6.57 5.77 3.47 6.45 5.57 5.54 3.35 3.88 0.59 451 55.51 1881 . . . . . 3.80 4.51 3.75 4.15 4.58 6.99 9.48 1.45 1.37 4.51 3.23 8.81 56.63 188;. . . . . . 9.50 6.95 6.65 4.26 7.15 8.27 7.65 12.60 7.04 1.30 2.76 3.27 77.40 1883 . . . . . 5.26 8.18 5.37 6.72 4.38 6.55 7.84 1.73 3.09 5.21 2.05 5.15 61.53 1884 . . . . . 6.00 5.24 4.96 2.70 5.51 5.69 5.12 4.30 0.92 2.45 2.66 4.30 48.85 1885 . . . . . 5.90 2.65 2.54 5.04 3.50 4.66 4.41 3.14 1.43 5.80’ 4.06 3.19 46.32 1886 . . . . . 3.45 2.71 4.46 3.44 7.08 5.46 4.82 3.77 4.37 1.35 4.53 4.57 50.01 1887 . . . . . 3.75 7.68 3 02 4.91 3.65 8.14 2.86 3.96 3.49 1.20 1.24 2.18 46.08 1888 . . . . . 4.32 2.79 4.38 2.61 5.85 2.81 6.28 4.67 2.77 8.14 2.97 3.05 50.64 1902 . . . . . _ _ _ _ _ _ _ _ _ _ _ _ _ __ 6.13 6.09 6.38 7.28 1.71 3.44 2.82 4.03 9.95 _-___ l903 . . . . . 6 45 9.58 6.11 6.19 5.70 7.39 3.60 5.85 2.78 2.71 4.98 3.30 64.64 1904 . . . . . 5 82 4.55 6.10 5.52 `4.84 5.00 4.70 4.16 2.83 2.00 2.20 5.91 53.63 1905 . . . . . 4 98 3.66 4.75 5.57 6.24 4.76 6.48 4.10 1.91 2.46 2.23 3.38 50.52 1906 . . . . . 3 53 1.57 6.96 5.39 5.48 7.31 4.52 10.72 5.44 5.41 4.34 9.61 70.28 1907 . . . . . 1154 4.83 7.10 6.66 3.84 8.69 13.36 6.83 3.43 4.71 5.42 4.45 80.86 1908 . . . . . 819 4.80 6.01 6.88 8.82 4.94 7.53 5.03 1.22 1.28 1.16 4.80 60.66 1909 . . . . . 6 27 6.48 6.19 8.57 3.34 7.71 6.01 5.79 6.77 5.09 3.85 4.00 70.07 1910 . . . . . 1010 6.56 1.52 4.65 5.26 10.60 6.74A 3.67 5.46 2.96 4.41 6.93 68.86 I Mean . 5 87 4.72 5 06 4.92 5 14 6.35 6.31 4 76 3.36 3.45 3.53 5.02 55.45 Records incomplete, 1889-1901. Pittsburgh, Pa. Xear Jan. Feb, March April May June July Aug. I Sept. Oct Nov Dec lnnual 1840 . . . . . 1.33 1.33 3.47 2.18 2.93 3.70I 1.57 3.89I 2.12 2.68 1.71 1.73 28.64 1841 . . . . . 2.74 0.07 4.77 3.82 2.40 4.97 1.73 4.01I 1.85 2.31! 2.77 3.41 34.85 184'.. . . . . . 2.75 2.88 3.75 4.64 2.86 4.96I 4.90 3.91 2.20 2.09 1.72 3.79 40.45 1843 . . . . . 2.70 3.31 3.27 2.33 4.05 3.83 1.87 2.32 6.44 3.46 2.87 2.26 38.71 1844 . . . . . 2 20 0.93 3.04 1.79 4.89 4.02 2.44 4.47 2.57 2.85 1.85 1.50 32.55 1845 . . . . . 2 85 1.50 3.04 2.51 1.18 4.04 3.74 3.06 3.39 3.37 2.02 1.19 31.89 1846 . . . . . 2 92 2.73 2.02 3.76 4.62 4.05 7.15 6.05 1.95 4.78 2.60 5.16 47.79 1847 . . . . . 3 01 2.86 3.47 2.55 3.64 5.32 4.18 3.26 3.92 4.76 4.27 4.98 46.22 1848 . . . . . 1 31 0.50 3.20 2.45 5.51 3.03 3.69 2.27 2.08 2.11 3.11 4.88 34.14 1849 . . . . . 2 43 1.31 3.85 0.83 5.83 2.84 1.26 3.26 1.26 3.86 3.97 4.11 34.81 1850 . .‚. . . 3 76 3.45 2.74 2.59 3.30 2.62 2.82 1.27 3.62 4.29 2.19 4.76 37.41 1851 . . . . . 0 35 3.01 1.43 2.83 3.57 2.04 4.30 2.66 2.62 1.45 3.67 1.71 29.64 185'.. . . . . . 1 80 3.34 2.03 9.27 3.84 2.76 2.55 2.76 3.09 2.24 2.67 5.01 41.36 1853 . . . . . 1 56 3.53 1.11 4.16 3.27 1.32 2.74 6.56 2.34 2.04 2.90 2.10 33.63 1854 . . . . . 2 23 2.33 2.82 4.21 2.24 2.06 1.45 1.13 1.76 2.89 1.88 1.67 26.67 1855 . . . . . 2 15 1.77 3.08 2.60 2.33 7.58 5.57 3.57 4.79 1.54 5.07 3.28 43.33 1856 . . . . . 2 64 1.80 1.73 2.29 2.52 3.99 2.71 1.60 1.95 2.05 1.97 1.34 26.59 1857 . . . . . 1 86 1.56 1.03 2.50 6.34 5.14 2.89 4.65 2.20 3.66 3.52 3.61 38.96 1858 . . . . . 1 15 2.78 0.99 4.29 6.60 4.30 3.60 1.90 1.03 2.40 2.37 4.77 36.18 1859 . . . . . 0 43 2.67 3.83 4.79 2.00 3.02 1.87 5.00 2.74 3.00 1.69 4.77 35.71 1860 . . . . . 1 75 1.25 1.19 6.56 3.69 2.17 3.09 3.82 1.81 4.45 3.96 2.04 35.78 1861 . . . . . 1 96 2.65 1.80 3.48 2.70 1.75 4.69 3.00 5.70 _____ 1.81 0.44 _-___ 1862 . . . . . 3 60 1.20 2.87 2.79 2.49 4.00 2.60 1.20 1.51 3.45 2.10 1.57 29.30 1863 . . . . . 3 91 2.33 2.69 2.17 2.11 3.38 1.42 2.26 2.72 3.43 2.45 2.75 31.62 1864 . . . . . 1 48 1.77 4.82 3.24 4.46 2.10 2.55 8.29 8.25 --_..- 3.93 2.75 _-___ 1865 . . . . . 275 1.37 4.83 3.20 5.36 5.48 6.26 5.54 7.56 3.21 1.48 3.46 50.50 1866 . . . . . _ _ _ _ — _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ — .._ 7.50 4.90 4.46 2.75 _-___ 1867 . . . . 2 58 4.11 4.30 2.90 ' 1871 . . . . . _ _ _ __ 2.64 1.03 2.04 0.98 4.77 3.24 5.65 1.56 2.66 3.30 1.25 _-..__ 1872 . . . . 1 85 1.03 1.38 1.09 2.66 2 69 7.71 2.79 2.57 4.11 0.83 2.88 31.59 1873 . . . . .‚ 3 16 3.08 3.87 3.04 3.21 2 15 3.44 5.19 1.94 6.21 1.72 3.46 40.47 1874 . . . . . 2 92 3.15 2.94 7.20 2.37 1 84 7.68 1.98 2.56 0.06 3.36 3.30 39.36 1875 . . . . .1 2 17 1.57 3.45 2.07 2.79 2.85 5.27 2.19I 2.56 2.36 2.96 3.79 34.03 1876 . . . . . 359 2.83 5.80 2.04 3.35 1.47 5.86 2.72 7.35 1.14 2.03 0.83 37.01 1877 . . . . . 2991 1.43 5.31 2.88 1.66I 3.54 3.98i 2.10 1.90I 2.76 4.48 1.69 34.72 1878 . . . . . 2 52) 1.14 2.42 2.60 1.751 5 18 5.151 1.29; 5.55 2.99 4.20 3.96 35.70 1879 . . . . . 1 54 1.74 2.991 1.63 1.20 456 7.78 5.56 1.01 0.65I 3.36 5.00 37.02 YNo records 101: 1Е1у,_1867‚ to January, 1871, i1Tclu»sive. PRECIPITATION. 71 Pittsburgh, Po.- ( С ontinned) 1 7037108597186470586536216996782 0 m 0361811983626815307877287128118 1 m 2783449191082787455350283514031 6 A 3334333434533322433324333333333 3 . 54.@0741967452000742494154223407 7 œ 99.AßßßßßßßßßjlßßA929ßJ5ßß5ß9ßß 8 D 2313411113531233131214312323122 2 .. 3670871771411604614240802059942 8 w JßßßlßßßßßlßßAßßůlßdßßßßßßßßßßß J N 1221124134121112252231120101001 2 . 0543 9696663 22 635048989844569 7 М 8774m2034065M27H218123J80596ßßß 5 О 2312241032510311203220222321021 2 . 6 7 963 40 683756616145105160 1 Ш R7@4Ü680WW29M868160609203412775 8 „ы 3042112212412131411211212233005 2 i 280 445668 02439989744116169837 5 М 3043252271412204424204142321232 3 56 2 .5 5 6 626324462185726 3 Щ 18%5Mß5m%ß%6%œ1H955148967019022 9 J 2315425945275512842332252344511 3 и 2543167023705716978251976487426 8 u 5917761529391862799724727601199 6 J 3644125424334202423334555643141 3 5408860835537037109640078989414 8 M 2383425714827569979238364707852 3 О О I C C I О ¢ О O U О О I О ¢ Q О O Q О O I О O O О 0 в О О 0 M 1255333546533441323315213221313 3 - 9 7 3 40 5 0 27099 1 8 A 2113124413412431331218223211352 3 h 7581145912619713305759591354247 5 Ш 2332312122332121435323445335530 3 1| 35427092482954879008615901%4970 0I n ¿AJ9ßßßßJßßßßJßJßßßßßßAßßA.JßAß 5 И 2334411611561420241220132110243 2 . . 25822312708З96263401М89З164850З 0 П 05528029151423010344 940053850100 7» C I О О О О C O I I O Q O O O O I О О C О O I О I O O I I I O I „М 3543443102423224113311122215135 2 l О с 0 в О О О с О О О О О и 0 o o o ¢ о » o u о « — ¢ о ¢ д c с ¢ ¢ о » n o o 0 o в ¢ n n Ш е 0123456789012345678901шЗ4567890 & Y 8888888888999999999900 00000001 I 8888888888888888888899999999999 В 1111111111111111111111111111111 Ridgway, Ра. 13962609. 3 75279511” 6 47969082. 8 43332434. 3 14730rÜ17 50620341" 8 41333132“ 2 05555159. 9 98369445“ 8 32212242“ 2 96087191. 5 22337953" 3 31220205“ 2 `B46304566 Ll 348724514 9 121525213 2 239225034 7 551154818 P0 344122273 3 1 9879071 3 О 4654788 4 4 Feb. IMarehI April I May I June July I Aug. ISept. I Oct. I Nov. I Dec. ‚Алины I Jan. Year 048256794 855135587 114332311 013321973 747552480 232LL&3&4 .743665375 140307138 525212211 031446244 853487700 0 ~ c » ¢ ¢ ¢ в с 2.83 2.68 3.28 2.68 4.21I 3.64 O О I O I . I О I 0 Q 0 О D n 0 в в Blean . . . . Station discontinued in October, 1899. Rowlesbnrg, W. 17 а. 1 5482465 M 0123740 m 3972569„ A 3134354A 7380583 e 3181029_ Щ 0011335“ . 977532ы; w 7436821Ñ N 20214241 7079629„ L 00533661 Щ 6011242 I iw . 5300692 _ т. 70/~1.~.083n0 & 0145241 . 78907M9 Q 83366 4 A 3235155 6740720 и зАоЁдлл Л 2025524 е 5152079 М 3617367 J 1351543 0802595 Щ 9583002 M 1434284 1 5905340 ‚Ш 1980212 M. 3142364 h 720456@ „Ш 3FÍ3794 Ш 2224044 ‚ 8230642 b 9525556 Щ 2022155 . 9455192 n 8931765 O O I О Í О M 4036242 I с О О О C O r O I Í O . I I a O I I О . I O е Y 5 7 2 RAIN FALL TABLES. Ro‘wlesbn1'g, W. Va.- ( C ontìnned ) M 1649œ43408949833338 4 9237 33668684651002 8 u I О I I I О O I . I O O I O I I O O I I n 9651194761191552156 4 M 3343444434544557554 4 . 7085148020196438995 5 œ 217829131902162282 6 D 2262172317734374433 3 ‚. 4645002970936930232 8 m 99AJ2J5AJß28JA5J880 9 А 4132262333320325013 2 . 5175358013235500362 7. Щ 5A21964805532323381 5 O 1321202020432534042 2 t 3842959568147315582 8 р JJßAAßßßeßßßß5ßßsJß ß & 2120311212314243034 2 iw 8099820681357609242 4 g 30281579S3563706007 6 М 2221145244232555351 3 1 6294473003400854026 7 Lu. .nu893145771716668059- 6 M 3334H41423544752543 4 11 е `_/7.воо.|..н‚ё7воипо0710602.етьпО114цд8 О Ш .ßßAßßßßßßeßßßßJoo¿ 5 J 3323642764574655388 4 ‚ 7808103261687764089 6 Щ 8440267737248685123 2 M 5472334512332425w34 4 Ц 4018077152848306021 4 .N 87870073 0025648288 О А 4544144215443363553 4 h 5616692871Q66407078 7 К A072727750 01151637 1 Щ 3124146644455657840 4 . 8489182024956987100 6 .D ß899101395651938201 2 N 2330352331263213553 3 . 2438502405741847003 0 ш 9169626980936960733 О J 222212632344334N348 4 ш o с Q с o o o ~ I с I о ¢ » 0 ¢ e ц ц n .e 2345678%w1234567890 М 1 9999999 0000000001 8888888899999999999 М 1111111111111111111 Заеуетгошп, Ра. _1 207580430943824284. 3 Щ A69942650ß96ß39ßJ5„ 5 m 191712071858624882_ 4 M 543345534444444434. 4 _ 0194199093113534266 2 œ 97340403831643993ß4 3 D 2324233523422233423 3 . 7411 8550385930690 ш 9О62ПЫ7О98О92298ЛА5 Ы N 33243642532213231M5 3 3018500978975816033 3 t 9035252782901075472 0 с О . О . O . O . . I . O I . . O I U C I О 2321204021353464115 3 . 4241151513181275985 8 Ш A714ß532ß56Aßßß3710 6 & 3065413526313365024 3 . 6083935445152477223 0 щ Л29О2625719О5О16288 2 A 4506368017183632121 4 У 0375812475844785643 9 Щ jJAJAßßßJ22ßßJeJß6ß ß J 32135M3542954533324 4 е 3599782433150149073 3 n 72569511J6189764997 6 Л 7310635235643457271 4 У 592О65Ш582612185Ю87 8 а 989669 976372007.83 8 M 8843134524426433733 4 .mmÑ052848314271039_ Щ 745492035824902114„ œ М 142122211443333345„ 3 ‚Ь 7444Ш9ОЗ111М677О698 6 m 2971 536ß2A.A458J8ß 2 Щ 2211334325246233420 3 . 430801236498872289_ 1 w 22731400ß745292447„ 4 F 40022429026114311144“ 3 ..О672367712З8О4З93О4 6 М 0059328675486162035 3 J 5423134222224215335 3 О I О О O O I I O I I I О I О I I О I О r . I U О I I I O I О I C I I О C О C О О ы о о o ¢ ь ¢ ¢ » ¢ ‹ ¢ » о ¢ Q о ~ n ц n Y 2345678901234567890 w 9999999900000000001 I 8888888899999999999 L 11111111111111111111 Estimated from surrounding stations. а. Saltsburg, Pa. -72 -383 о „„20„725Ш0 _ -2 -38355 ..2%_45433 3620291894 0377269640 4001235423 83rnU037396 412548856 1142251221 _76З80967|9 _959ЗЗ8257| 300426202 9 4 6714739602 О I О O I I . C С I Year I О ¢ О O D О О О 1 а U m M a е D W. N L C О _ _ . .7 Ш „58З . 8 & „232 36111 . .363 970-026 % „902 70577 A „522 25222 .586 33261 Щ „355 00060 J „412 32642 e _690536769 n „207499781 М „816242244 _820608114 W „881244009 M „514455444 3300470490 Ш 8876665244 М 0012144224 h _ _99514321 m „„ß72956ß7 Щ „„10325320 . 557766703M Ф 354332323. F 4002126724 . 2165398345 n м O О I O I О I O I I C D О Q I O Ц O о в PRECIPITATION. 73 .S`a.ltsbu1’g, Pa.- ( C 0ntz`1meJ) Year Jan. I Feb. Iìlarch I April May I June July Aug. I Sept, I Oct. I Nov. I Dec. Annual 1894 . . . . . 2.55 3.29 2.10 2.56 4.46 1.99 1.86 1.54 6.58 1.93 2.14 4 47 35.47 1895 . . . . . 4.83 1.35 2.30 4.22 2.11 2.77 6.16 3.70 3.34 1.00 2.04 _ _ _ _ — _ _ _ -_ 1902 . . . . . 2.62 1.75 4.16 3.82 1.49 4.94 4.98 2.10 2.02 3.43 1.00 4 69 37.00 1903 . . . . . 3.00 4.04 3.97 3.42 1.15 4.78 _-___ 3.77 3.88 2.90 2.67 1 92 _-___ 1904 . . . . . 3.40 3.34 5.44 5.17 3.56 4.12 4.88 3.39 1.79 2.24 0.56 2.73 40.62 1905 . . . . . 3.20 1.54 3.63 4.24 3.21 4.75 5.20 4.24 3.20 3.83 _-___ 3.24 _-___ 1906 . . . . . 1.54 0.86 2.96 1.05 2.39 5.14 4.80 7.76 2.64 2.81 0.99 3.26 36.20 1907 . . . . . 5.66 1.59 5.50 1.74 .2.08 4.08 6.08 3.28 5.62 2.70 2.50 3.43 44.26 1908 . . . . . 2.80 3.88 6.38 3.66 6.00 2.65 5.15 2.44 0.68 0.74 0.76 3.40 38.60 1909 . . . . . 2.99 4.71 3.88 6.04 2.81 4.42 1.66 6.42 2.86 2.74 1.14 2.59 42.26 1910 . . . . . 7.87 3.98 0.56 3.69 2.59 2.25 2.29 2.04 6.41 1.82 1 90 3.06 38 46 Меап . . . ‚ 3.50 3.04 3.25 3.08 3 54 4.01 3 85 3.51 3.29 2.54 2.09 3.08 38.66 ~_I\*<Íre@ 51 Claysvílle, Pa . PRECIPITATION. 79 ANNUAL PRECIPITATION RECORDS AT STATIONS ON THE ALLEGHENY AND MONONGAHELA BASIN S.-- ( Continued.) . v Fun years Rainfall in inches Station Pîëäîgdof ìrîìlgsräf of record Maxi. Mini- Mean mulïl mum Colebrook, О. . . . . . . . . . . . . . . . . . . . . . . . . . .. 1858-1909 I 24 13 44-70 28-02 34-30 Confluence, Pa. . . . . . . . . . . . . . . . . . . . . .. 1875-1910 30 34 00-19 31-38 44-09 Creston, XV. Va. . . . . . . . . . . . . . . . . . . . . . . .. 1900-1910 11 10 47-07 23-44 38-43 Davis Island Dam, Pa. . . . . . . . . . . . . . . . . .. 19024910 9 9 38-44 31-30 35-52 Deer- Park, Md. ....................... .. 1894-1910 17 12 50-59 23-59 `44­‘10 Derry, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1890-1910 15 13 5149 3457 4395 D111)01S, Pn. ........................... .. 1891-1897 7 6 48-99 34-54 49-54 Elkins, W. Vn. ....................... .. 1894-1919 17 17 65-87 88-82 48-51 E1\VO0(1 Je., Pa. ...................... .. 1992-1998 7 7 43-99 86-12 89-58 вне, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1873-1910 38 37 55-04 26-72 87-97 Fairmont, W. Va. . . . . . . . . . . . . . . . . . . . . .. 18924910 19 19 50-08 32-02' 42-54 Franklin, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . .. 1809-1910 30 31 59-72 31-70 40-94 F1-nnidinville, N. Y. ................... .. 1896-1919 15 13 49-99 31-34 41-19 Freeport, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . ..1877-1910 ‘ 34 31 57-93 30-83 42-20 F1-iendenip, N. Y. ..................... ., 1667-1909 I 19 9 48-89 95-88 85-47 Glenville, W. vn. . . . . . . . . . . . . . . . . . . . . . .. 1887-1919 94 93 68-64 89-25 47-26 Grafton, IV. Va. . . . . . . . . . . . . . . . . . . . . . .. 1892-1910 ‘ 19 18 58-99 38-77 44-40 Grnntsville, Md. ...................... .. 1894-1919 ' 17 15 56-89 26-89 49-88 Greensboro, Pa. . . . . . . . . . . . . . . . . . . . . . . . .. 1889-1910 I ‹ 22 22 05-15 33-70 42-50 Greensburg, Pa. . . . . . . . . . . . . . . . . . . . . . . .. 19084910 I 3 2 - - - - - - - - - - - - - -- Greenville, Pa. . . . . . . . . . . . . . . . . . . . . . . . . .. 1888-1910 17 10 49-99 28-43 40-08 Grove City, Pa. . . . . . . . . . . . . . . . . . . . . . . . .. 1997-1910 I 4 4 49-79 35-95 39-86 Hnskinvilie, N. Y. .................... .. 1895-1919 I 16 15 37-95 27-79 82-69 Herr Island Dam, Pa. . . . . . . . . . . . . . . . . .. 1903-1910 ‘ 8 8 38-70 32-90 35-93 nemen.-ey, N. Y. ..................... .. 1663-1902 1 20 19 59.-19 30-70 44-­-15 Hunt, N. Y. . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1904-1910 I 7 6 37-14 27-64 32.90 Indiana, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 19034910 8 7 47-79 40-07 42-78 Irwin, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1902-1910 I 9 8 49-02 31-41 40-53 Jamestown, N. Y. . . . . . . . . . . . . . . . . . . . . .. 1850-1908 20 18 52-72 34-43 43-55 Johnstown, Pa. . . . . . . . . . . . . . . . . . . . . . . . .. 1885-1910 20 24 57-39 37-55 45-10 Loek No. 4, Pe. ....................... .. 1886-1910 25 95 99-75 94-88 39-93 Lost Creek, Va. . . . . . .. . . . . . . . . . . . . .. 1896-1909 14 14 53-74 33-50 43-90 Lycippus, Pa. . . . . . . . . . . . . . . . . . . . . . . . . . .. 1893-1910 18 18 51-51 31-8-­’ 42-03 Mahoning, Pa. . . . . . . . . . . . . . . . . . . . . . . . . .. 1885-1895 I 11 9 I 51.38 28.84 37.80 Mnnnnn.-;ton, w. vn. „„„„„„„„„„„„„ ,_ 1901-1910 10 5 1 53.51 33.76 40.47 Mo1­gentown, W. vn. ‚‚‚‚‚‚‚‚‚‚‚‚‚‚‚‚ _, 1673-1910 37 34 69.54 26.15 43.04 Mt. Moi-rie, N. Y. .................... .. 1885-1900 16 5 31-99 17-34 98-14 New Martinsville, W. Va. . . . . . . . . . . . . .. 1892-19101 19 16 55.58 30.26 40.33 New Waterford, 0. ................... .. 1655-1910I 62 25 46.99 26.76 36.72 Nunda, N. Y. . . . . . . . . . . . . . . . . . . . . . . . . .. 1898-1903 I 6 1 . . . . . . . . . . . . . .. oakland, Md. ........................ .. 1903-1910 I 5 ' 6 52.66 31.71 43.79 011 oity, Pe. .......................... .. 1677-1905 25 23 50.62 22.50 41.99 olean, N. Y. .......................... .. 1909-1910 2 2 . . . . . . . . . . . . . .. 01-onge-111e, 0. ....................... .. 1669-1910 I 21 18 46 35 23-76 38-07 otto, N. Y. .......................... .. 1902-1910 ' -9 2 . . . . . . . . . . . . . .. Parkers Landing, Pa. . . . . . . . . , , . . , , , , , , , , 1885-1910 I 26 25 57.29 32.52 42.86 Parsons, W. Va. . . . . . . . . . . . . . . . . . . . . . ._ 1899-1910 I 12 12 62.91 33.47 44.93 Pnnippi, W. va ........................ .. 1692-1910 д 19 15 62.07 32.51 46.42 Pgekene, W. vn. ..................... .. 1677-1910 j 21 20 50.56 44.67 55.45 Planner-,-_,-h, Ра. ....................... .. 1540-1910 i 68 . 68 50-61 25-78 86-19 Ridgway, Pn. ........................ .. 1691-1699 I 5 7 44.71 29.92 36.63 110W1eSb111'g. W. va ................. .. 1665-1910i 26 26 72.13 19.14 44.6-II Saegerstown, Pa. ..................... .. 1692-1910 I 19 17 52.20 31.97 44.531 sa1_tsb1n­g. Pa. ........................ .. 1664-1910I 21 15 55.25 22.27 36.661 slndmore, Pa. ........................ .. 1904-1910 I 7 5 41.64 30.42 35.261 sme1nno1­t, Pn. ....................... .. 1639-1904 I 20 5 49.45 30.65 41.561 snnthfield, W. Vn. .................... .. 1906-1910 I 5 6 51.77 40.05 47.61I soniei-set, Pa. ........................ ._ 1640-1910 I 32 29 66.26 51.45 46.50 south onnieteo. N. Y. ................. .. 1669-1909 I 21 20 63.63 31.23 41.431 spencer-, W. vn. ...................... .. 1692-1910 l 19 11 52.76 29.94 40.531 spnngdale, P5. ....................... .. 1905-1910 I 6 5 42.70 35.77 39.251 st. 11151-ye, Pn. ........................ .. .1902-1910 з 9 3 44.65 36.57 41.431 Ter-rn Alta, W. vn. ................... .. 1699-1910 12 9 75.51 42.44 57.90I Uiiiontown, Pa. . . . . . . . . . . . . . . . . . . . . . . .. 1888-1910 23 19 70,68 31,94 46.76; Volusia, N. Y. . . . . . . . . . . . . . . . . . . . . . . . . .. 1899-1910 I 12 11 47,10 25,08 33,76 wat-ren, Ра. .......................... .. 1699-1910 I 12 12 55.22 33.54 43.551 Westfield, N.Y. ...................... .. 1696-1910 1 15 15 43.64 61.39 36.121 west Newton, Pn. ........... ....... .. _1902-1910 ‘ 9 9 46.23 35.37 40.63I weston, W. va. ...................... .. 1666-1910 ‘ 23 Page APPENDIX N0. 3. STREAM-FLOW. Introduction-Methods of Study--Future Work-List of Gaging Sta- tions-Data for each Station-Relation between Rainfall and Run- off-Maximum and Minimum Discharge-U. S. Weather Bureau Stations. INTRODUCTION. One of the most important features of the work of the Flood Commission has been the collection of stream-How data. A thorough knowledge of the discharge of the main rivers and their tributaries is essential in a comprehensive study of the effect of a system of storage reservoirs on high­water and low­water How. Such information is also neces- sary in order to determine, for estimate purposes, the required storage and discharging capacity of the respective reservoir projects. When the Flood Commission began its work, there were 15 gaging stations in opera- tion on the Allegheny and Monongahela Basins. In October, 1909, through coöperation with the Water Supply Commission of Pennsylvania, 9 additional stations were establish- ed. In 1910, the Flood Commission established 3 stations in May and 3 in October. There are therefore 30 stations now in operation on the two basins, 15 of which are maintained and operated by the Flood Commission, which has also made discharge meas- urements at the other stations whenever possible. METHODS OF STUDY. To study the How of a stream, a gage is installed at a suitable cross-section, and the stage of the water is read once or twice daily, and more often during Hoods, by an ob- server living nearby. A station is generally located at or near a bridge, so that discharge measurements can be conveniently made during high water. The discharge measure- ments are made at various gage heights between extreme high and low water, generally with a current meter, and sometimes, at very high stages, by means of Hoats. When the discharge measurements at a station are sufficient in number and range, a discharge curve is plotted, using the gage heights as ordinates and the discharges as abscissae. This curve furnishes a means of graphically interpolating between the individual measure- ments, and enables the construction of a rating table giving the discharges corresponding to gage heights within the range of the Huctuations of the stage at the station. By tak- ing from this rating table the discharges corresponding to the respective daily gage heights, a table of daily discharges can be made, and a complete knowledge of the How of the stream obtained for the period during which gage heights are available. In locating a gaging station, it is important to select a point where the cross-section is of a permanent character, and the How is not affected by obstructions above or below the station. At such a station, it is evident that the same gage height always represents approximately the same discharge; and hence, after a sufficient number of discharge measurements has been made, and a complete discharge curve and rating table con- structed, it is necessary merely to continue the daily readings of the gage. sTREAM­FLow. 81 FUTURE WORK. More complete stream­flow data than now exist should be available at the time of final designs and estimates; while, if a system of reservoirs is constructed, such knowl- edge will be essential for the effective operation of the various projects both to control floods and to obtain the greatest use of the impounded water for navigation and water power. -F or this reason, it is felt that the present gaging stations should be maintained and, if possible, additional stations established. When the Flood Commission is no longer able to operate these stations, it is important that some State or National agency- be empowered to continue this work, in order that valuable long­term records may be available when needed. GAGING STATIONS. The following table shows the gaging stations at which discharge measurements have been made on the Allegheny and Monongahela Basins, together with the date of their establishment and the agency through which they are maintained. These stations are still in operation, except as noted. TABLE No. 48. GAGING STATIONS. STREAM STATION ESTABLISHED `l\/IAINTAINED BY PAGE ALLEGHENY BASIN Allegheny Aspinwall, Pa........ May, 1907 Pgh. Bureau of Filtration . . . . . . . ._ 82 Allegheny ~ - - - -- Kittanning, Pa . . . . . .. Aug., 1904 Water Supply Com. of Penna..... 84 Allegheny ~ - - - -- Red House, N. Y... Sept., 1903 N. Y. State Engr . . . . . . . . . . . . . . . .. '96 KÍSkÍII1Íne;'f&S Avonmore, Pa . . . . . . .. June, 1907 Wate'r Supply Com. of Penna..... 108 L0ya1nanna -- New Alexandria, ‘Ра. Oct., 1910 Flood Com. of Pgh . . . . . . . . . . . . . .. 117 Black Lick Black Lick, Pa. Aug., 1904(а) 'Water Supply Com. of Penna. 120 C1'O0ked - - ~ - - - -- Hileman’s Farin, Pa.. Oct., 1909 Flood Coni. of Pgh . . . . . . . . . . . . . .. 130 Mahoning Furnace Bridge, Pa.. Oct., 1909 Flood Com. of Pgh . . . . . . . . . . . . . .. 135 Red Bank ­ - ­ ­ ~­ St. Charles, Pa . . . . . .. Oct., 1909 Flood Com. of Pgh . . . . . . . . . . . . . .. 139 C13I’ï0n Clarion, Pa . . . . . . . .. .Nov., 1884 (b) 141 French - - - ­ ‚ - ~ -- Carlton, Pa . . . . Apr., 1908 Water Supply Com. of Penna..... ‘169 . 511831’ ­ ­ - - ­ ~ ~~ Wyattville, Pa . . . . . . .. May, 1910 Flood Corn. of Pgh..Y . . . . . . . . . . . 177 CnSSeWag0 Meadville,I Pa . . . . . . .. May, 1910 Flood Com. of Pgh . . . . . . . . . . . . 180 N­ Bfäneh Kimmeytown, Pa..... May, 1910 Flood Com. of Pgh . . . . . . . . . . . . . .. 183 Oil . . . . . . . . Rouseville, Pa . . . . . .. Oct., 1909 ' Flood Corn. of Pgh . . . . . . . . . . . . . .. 186 Tionesta . . . . . . .. Nebraska, ‘Pa . . . . . . .. Oct., 1909 Flood Corn. of Pgh . . . . . . . . . . . . . .. 190 Brokenstraw Youngsville, Pa . . . . .. Oct-, 1909 Flood Coni. of Pgh . . . . . . . . . . . . . .. 195 Conewango -Frewsburg, N. Oct., 1909 Flood Com. of 'Pgh . . . . . . . . . . . _ 200 Kinzua . . . . .. Dewdrop, Pa . . . . Oct., 1909 Flood Com. of Pgh . . . . . . . . . . . . . ._ 204 MONONGAHELA _ ’ BASIN ‚‚ ‹ Monongahela Lock No. 4, Ра . . . . .. I885(c) ‘П. S. Engineers . . . . . . . . . . . . . . . . .. 209 Turtle . . . . . E. Pittsburgh, Pa...:. ‘Вес, 1907 \’\/а1ег Supply Com. of Penna..... ` 210 Youghiogheny .. Connellsville, Pa..... July, 1908 Water Supply Corn. of Penna.._..-. 1217 Youghiogheny ._ Confluence, Pa . . . . . .. Sept., 1904 §Water Supply Corn. of Penna. 223 Youghiogheny .. Friendsville, M-d . . . . „Анд, 1898(с1) `U. S. G. S . . . . . . . . . . . . . . . . . ` 234 Laurel Hill Confluence, Pa . . . . . .. `¿Sept., 1904 .Water Supply Corn. of Penna..... 243 Casselman Confiuence, Pa . . . . . .. Бери, 1904 IVVate1‘ Supply Corn. of Penna..... 254 Dunkard Bobtown, Pa . . . . . . . .. ÍOct., 1909 Flood Com. of Pgh . . . . . . . . . . . . . .. 265 Cheat . . . . . . . . .. Uneva, W. Va . . . . . .. !July, 1899 U. S. G. S . . . . . . . . . . . . . . ‚ . . . . . .. 267 Shavers Fork...Parsons. “Т. Va. ......§Oct., 1910 _Flood Com. of Pgh . . . . . . . . . . . . . .. 283 82 GAGING STAT1oNs. TABLE No. 48-(Continued.) GAGING STATIONS. STREAM 1 STATION ESTABLISHED I WAINTATNED BY PAGE Buffalo . . . . . . .. IBarrackville, W. Va. June, 19o7(e);U. S G. S . . . . . . . . . . . . ‚ ‚ ‚ . . ‚ . . . .. (е) Tygart Valley .. Fetterman, W. Va... June, 1907 П}. S. G. S . . . . . . . . . . . . . . . . . . . . . .. 284 Tygart Valley .. Belington, W. Va.... June, 1907 ÃU. S. G. S . . . . . . . . . . . . . . . . . . . . . .. 291 Buckhann0n.... Hall, W. Va . . . . . . . .. Нине, 1907(f) U, S, G, S . . . . _ _ , ‚ _ ‚ , ‚ ‚ ‚ ‚ _ ‚ , , _ _ __ (Í) ‘West Fork Enterprise, W. Va... June, 1907 U. S. G. S . . . . . . . . . . . . . . . . . . . . . .. 298 Eik ........... ..lClarksburg, w. va... }o¢t., 1010 Flood Com. of Pgh ............. .. 305 (a)-Discontinued July, 1906. Reëstablished January, 1907. (b)-Gage installed and observer paid by U. S. Weather Bureau. Discharge measurements made by VVater Supply Commission of Pennsylvania and Flood Commission of Pitts- burgh. No gage heights were observed from November, 1895, to November, 1901. (c)-For Hood studies only. (d)-Discontinued December, 1904. (e)-Discontinued December, 1908. No records for this station are published here. (f) -Discontinued May, 1909. No records for this station are published here. STREAM-FLOW DATA. The following pages contain descriptions of the various gaging stations, and also, for each station, a list of discharge measurements, a discharge curve and rating table (except in a few cases where a sufficient -number of discharge measurements is not yet available), tables of daily gage heights and discharges, and tables of monthly discharges. The Flood Commission is indebted for certain of these data to the U. S. Geological Survey, the U. S. Weather Bureau, the Water Supply Commission of Pennsylvania, the State Engineer of New York, the Bureau of Filtration of Pittsburgh and to Mr. F. W. Scheidenhelm. The U. S. Engineer’s office at Pittsburgh has also kindly furnished cer- tain miscellaneous discharge measurements and gage heights. ALLEGHENY BASIN. ALLEGHENY RIVER AT ASPINWALL, PA. The following tables of estimated monthly discharge were computed by means of an approximate discharge curve and rating table, based on 23 discharge measurements of the Allegheny River, made by the _Bureau of Filtration of Pittsburgh in 1907, 1908 and 1909 at variouspoints near Pittsburgh. The gage heights used in these estimates were taken at Aspinwall and Brilliant, and during the period considered were therefore affected by backwater from Darn No. 2, Allegheny River, then under construction. No ñgures for maximum and minimum have been given, as discharges for individual days are liable to considerable error on account of these backwater conditions. ln the ñgures for average monthly and annual discharge, however, these errors are largely balanced, and, while they should be used with caution, they may be taken as reasonably approximate. The total drainage area of the Allegheny River, 11,580 square miles, has been used in computing run-off per square mile. PLATE 92 _‘E Е Ф Е > . ff 3 к ‘7 cm 4F|_c>oD coMM|ss|oN . д _ :.5 ё Р|ттзвин6н‚РЕммА. д :.:’_.;. ;'.I.; <1 . , ‹. . с К МАР $нош|м‹э‹ Е“ сэАсэше STATIONS Í ‘J Í t L Á@ AND д ’ «' ‘ \ / г ~\ THIBUTAHY WATEHSHEDS fJ°"“\ Г \ ‚ UA ' é¿\â"rAAuGu I W/ L ,Af ___f 'fs Nj. resi- Lacation of Gag/'ng .Stat/'onus flood Commission .Stat/ons Z /(ínzua С’; Kinzua, Pe. 5 Canewanga Cc, frewsburg, Af ì.’ f Bm/renstraw Ct.; Y0:/ng.s1//`//eI Pa. 5 Upper French /f/'nneytaw/1, Pa. 6 Cussewago Cn above /'Íeadvi//e, Pa. 8 Su ar Cr.; Wyattville, Pa. 9 01° Cr., Housew’//e, Pa. I0 T/'onesta Cn, Nebraska, Pa. I 2 Redbanlr Cfr, б! С/юг/ев, Рд. I5 Mahoning Cr.I Ma/whiny, Ра. Н‘ 15 cmo/.ed cr., Hf/ewan'. farm Pa. I8 Loyal/7a/ma С’; Newń/exanoÖ‘i'a, Pa. 26 Dun/fard Cn, ßobtawn, Pa. 30 E/lr С’; Clarksburg, Ж Va. " .32 Shavers Fark River; Parsons, И! .'/a U. 5. G. S. and W. S. C. of Pa. Stations I A//eghah H’/'ver Hed ŕ/oase, hf Х 7 French ., Car/ton, Pa. /I Clarion Hiver; C/ar/on, Pa. ' /4 .4//ci/zany /î/'ver /fiŕtanning, Pa. /6 ŕfis im/’netas É/`vef,‘Avo/îmore/à. . I 7 6/ac/r L/'c/r Cr:J Black L/'c/f.. Pa. "/ /9 Turtle Cr, ¿Í Pìtlsóurg, Pa. Z0 Monongahela H/'ve/,“ ./.ac/r На‘; /ia. Z/ Y0!/gf.’/'og/7en H., Canne!/sw'//e, „ ‹ _ _ V 22 Laure/ H/'// .‚ Conf/q_e¿nce`, Pa. ‘э ‚‚ ‘ Y ` - ‘Ё д" '-(Bb ‚ 25 Vaag/7/‘ogheny Н, Conf/ue'nce,Pa. 8 \\ _ , 1 Z4 )gasse/mag H/°vcr,£.`fc_:n1‘7aenc}.;.3.P¿ld . ` ’ 25 ои9/н'0 en y R., rîendsw' eM . I В 52111913 L/_ _ 27 C/veat /il?/en Morgan town, ш I/a. 28 ‚шва! for/f Hiver fnterpr/se, M( Ma. 2.9 7Zygart Hiver, etter/nan, ш Va. 3! ygart/?/ver, Be//’ngton,Wl/a. \ f . / Scale in Miles “" И} / Ъ / ч,“ Io o zo 20 ‘ъо 4o Yso TH! LORD BALTO.PR€l3. lALT‘.`I.l4U. STREAM-FLOW. 83 * Drainage area at mouth. Estimated М oníhly Disclzarge of Allegheny R77/er at Aspimoall, Pa. [Drainage arca, 11580 square n1iles.] * ц Run­olf Month disL<:IlE1É;]ge Second feet . De thin second-feet pcllâäëare inghes 1903 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22300 1 .930 2.225 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53100 4.590 4. 780 Магс11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63700 5.500 6. 341 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30600 2.640 2.945 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9500 0. 820 0.945 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18800 1 . 620 1 . 807 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 20100 1.740 2.006 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21800 1 .880 2.167 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25300 2.180 2.432 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26000 2.250 2. 594 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21300 1 .840 2.053 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9500 0,820 -0,945 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26750 2.310 31 240 Y 1904 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28400 2.450 2 .825 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24000 2.080 2.243 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 70000 6.050 6.975 April . . . . . . . . . . . . . . . . . ........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36200 3.130 3.492 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28100 2.430 2.802 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24200 2.090 2 .332 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24200 2.090 2 .410 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20000 1 . 730 1.994 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _. 21100 1 .820 2 .031 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . 23700 2.050 2.363 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20700 1 . 790 1 .997 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17000 1. 470 1.695 The year ...................................................... „Í 28100 2.420 33.159 1905 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10000 0.860 0.991 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3500 0.300 0._312 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62200 5.380 6.203 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21400 1.850 2.064 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10300 0.890 ' 1 .026 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16100 1 .390 1 .551 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . 15600 1 .350 1.556 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16500 1 .430 1 . 649 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9100 0.790 0.881 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17800 1 .540 1 . 775 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‚ 19600 1 . 690 1 . 886 December ...................................................... . 38500 3.320 3.828 The year ...................................................... 20000 1.730 23.722 1906 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36400 3.140 3. 620 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Н 9800 0.850 0.885 March .......................................................... ..! 23800 2.060 2.375 April ........................................................... ..! 37800 3.260 3.637 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14100 1.220 1 .407 June ............................................................ . . I 10900 0. 940 1 . 049 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 5800 0,500 0.576 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 17000 1 ,470 1 .695 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 5100 0.440 0.491 October . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Í 27200 2,350 2,709 ' November . . . . . . . . . . . . ........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . „д 36000 3.110 3.470 December . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47800 4,130 4.761 'rne year . . . . . . . ............ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..| 22100 1,910 26,675 I 84 ALLEGHENY RIVER АТ ASPINWALL. 9 Estimated Monthly Discharge of Allegheny River ot Aspinwall, Pa. ­-­(Co11tinued.) - Run­oiï clish<:i1îä1I‘1 e Second feet Month second-fîet per nfîlgliêare lîâgltlìêsln 1907 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 55400 4.780 5.511 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8620 0.750 0.781 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56900 4.910 5 .661 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20800 1.800 2.008 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ 24600 2.120 2.444 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 21000 1.810 2.019 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9700 0.840 0 . 968 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A 5000 0.430 0.496 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. K 6500 0.560 0.625 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13400 1. 160 1.337 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . „ 19100 1.650 1.841 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , 27100 2.340 2.698 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22800 1 .970 26.389 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23500 2.030 2.340 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‚ . . . . . . . . . . . . . . . 35300 3.050 3.289 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71000 6.140 7 .079 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32300 2.790 3.113 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41400 3.570 4.116 June ............................................................ .. 10800 1 0.930 1.088 ALLEGHENY RIVER AT KITTANNING, PA. This station, which is located at the Market Streetß bridge, a live-span, steel high~ way bridge, 45 miles above the mouth, was established August 18, 1904, by R. J. Taylor, of the U. S. Geological Survey. ln 1907 the station was taken over by the Water Supply Commission of Pennsylvania. I . A standard chain gage, 38.62 feet from marker to bottom of weight, is bolted to the upstream handrail in the ñrst span from the left bank. The west corner of the top course of left abutment is 33.83 feet above zero of the gage. 'The initial point for soundings is at the left end of handrail, on downstream side of bridge. The channel is straight for 500 feet above and 100 feet below the station. The banks are high and do not overñow. The bed is composed of gravel and is permanent. The deepest part of the river is at the Iright hand channel. I There is a marked difference between the discharge at a given high gage height for rising and falling stage, due to incre'ase`and decrease of slope. This difference in some cases amounts to as much as 15 percent. The extreme range of gage heights is from 29.3 feet, in 1865, 10 1.3 feet, in' September, I9o9. The задав read daily by S. B. Cochrane. The drainage area above the station is 9,010 square miles. Discharge Mea8urem_e1zts of Allegheny Ri?/er at Kittamzing, Pa. 'n Dàt@ ч fI1°ê11?<>_gfaPhsf ÍQÄ Width ЁЁЁЁЁЁ väiâîiiy iiîïiëit Discharge 1904 ч ' Í l I Feel Sq» ft. Fì’eìf’e” Feet Sec.­ft. Ang. 18 ‘R.‘J. Taylor .... ....... ........ .. ' 020 2615 0.82 2.40 „ 2140 Sept. 19 E..o. Murphy ............. ....... .. 608 „2602 0.70 2.26 . 2046 Sept.I 29 N.'C. Grover . . . . . . . . . . . . . . . . I72_0 I ' 1.77 4.42 « 7087., 1005 _ " ’ ‘ ‘— 3181г." 18 Grover and Morse .......... 800Il 10480 4.11 12.00‘ 43090 Маг. 18 do ....................... .. 869 10840 4.27 11.85 44150 STREAM-FLOW. 85 Discha1'ge Measurements of Allegheny Rivel' at Kittanning, Pa.-­(C01'1tz'nued.) ‚ М 181292; 9152119 Feet Sq. ft. F 2610’ т” Feet Sec.­ft. Mar. 19 N. C. Grover . . . . . . . . . . . . . . . . . . . . . . . . . . . . 869 14570 6.92 16.55 100800 Liar. 19 Grover and Morse . . . . . . . . . . . . . . . . . . . . . . . . 869 15500 7.27 17.59 112700 Liar. 19 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 16380 7.66 18.57 125500 Liar. 19 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 17210 7.93 19.48 136400 Liar. 19 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 18270 8.41 20.66 154600 Liar. 19 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 19770 9.08 22.33 179500 Liar. 19 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 20450 9.20 23.08 188100 Liar. 20 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 25330 9.29 28.50 235300 Liar. 20 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 25470 9.30 28.69 236900 Liar. 20 dc) . . . . . . . . . . . . . . . . . . . . . .... 869 25510 9.48 28.71 241800 Liar. 20 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 25540 9.48 28.74 242000 Liar. 21 <10 . . . . . . . . . . . . . . . . . . . . . . . .. 869 22540 8.43 25.40 190000 Liar. 21 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 21860 8.13 24.65 177800 Liar. 21 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 21440 8.28 24.18 177500 Liar. 22 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 19740 7.16 .22.29 141400 Liar. 22 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 19200 7.20 21.69 138400 Liar. 22 _ »do . . . . . . . . . . . . . . . . . . . . . . . .. 869 18790 6.91 21.24 129800 Liar. 23 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 17000 6.57 I19.25 111700 Liar. 24 do . . . . . . . . . . . . . . . . . . . . . . . .. „ 869 14510 5.92 16.48 85960 Liar. 25 do . . . . . . . . . . . . . . . . . . . . . . . .. 869 14110 5.94 16.04 83840 Apr. 10 А. Н. Horton . . . . . . . . . . . . . . . . . . . . . . . . . . .. 809 5000 2.37 5.54 11860 ` Apr. - 11 (10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 860 6106 2.94 6.83 17970 Apr. 14 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 835 5552 2.58 6. 17 14320 Apr. 20 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 791 4919 2.24 5.45 11040 June 2 R. H. Bolster . . . . . . . . . . . . . . . . . . . . . . . . . . .. 680 \ 3597 1.45 3.73 5222 Aug. 30 E. C. Murphy . . . . . . . . . . . . . . . . . . . . . . . . . .. 666 3442 1.39 3.53 4794 Líov. 3 df» . . . . . . . . . . . . . . . . . . . . . . . . . . .. 768 ` 4654 2.13 5.10 9941 1906 May 23 Robert Follansbee . . . . . . . . . . . . . . . . . . . . .. 719 4030 1.66I 4.40 6700 1907 May 30 А. Н. Horton . . . . . . . . . . . . . . . . . . . . . . . . . . .. 861 7270 3.48 8.00 25300 Sept. ~ 11‘ _ do ..., . . . . . . . . . . . . . . . . . . . . . . .. 648 3320 1.25 ì 3.24 4150 1908 Aug. 23 R. H. Bolster . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 613 2710 0.99 2.67 2690 Sept. 25 (3- EL lîyder . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 466 1710 0.49 1.37 847 Rating Table for Allegheny R77/er at Kittannifzg, Pa. Hcäiëät Discharge Í Hcgâëât Discharge Il Il Hîîgglît Discharge i Íggêât Discharge ` Hcgîêât ä Dischalge Feet See.­jt. Feet Sec.-ft. Feet See.­ft. Feet Sec.­f't. 1 Feet See.­ft. 1.30 775 4.10 6105 6.90 18410 9.70 36500 r 12.50 56840 .40 880 .20 6380 7.00 19000 I .80 37200 [ .60 57630 .50 990 .30 6660 .10 19590 .90 37900 g .70 58420 .60 1100 .40 6955 .20 20190 10.00 38600 .80 59210 .70 1220 .50 7260 .30 20790 .10 39310 1 .90 60000 .80 1340 .60 7600 .40 21400 .20 40020 13.00 60800 .90 1465 .70 7985 .50 22025 .30 40730 ¿ .10 61600 2.00 1605 .80 8375 .60 22650 .40 41440 ; .20 62410 .10 1755 .90 8775 .70 23275 .50 42150 У .30 63220 .20 1920 5.00 9200 .80 23900 .60 42860 l .40 64040 .30 2085 .10 9635 .90 24525 .70 43570 ’ .50 64870 .40 2260 .20 10080 8.00 25150 .80 44280 .60 65700 .50 А 2445 .30 10525 .10 25800 .90 44990 .70 66540 .60 2640 .40 10980 .20 26450 11.00 45700 l .80 67390 .70 2850 .50 11440 .30 27100 .10 46420 .90 68240 .80 3060 .60 11900 .40 27750 .20 47140 14.00 69100 .90 3270 .70 12370 .50 28400 .30 47860 1 .10 69970 3.00 3490 .80 12840 .60 29050 .40 48590 .20 70840 .10 3715 .90 13315 .70 ^ 29700 .50 . 49320 Ё .30 71720 .20 3940 6.00 13800 .80 30350 .60 50050 Ц .40 ' 72600 .30 4165 .10 14285 .90 ‚ 31025 _ .70 50780 1 .50 а 73490 .40 4390 .20 14770 ' 9.00 31700 I .80 . 51520 .60 74380 .50 4620 .30 15260 I .10 32375 . «.90 52760 1 .70 75270 .60 ‘ 4850 .40 15755 1 .20 33050 12.00 53000 ‚ .80 76170 .70 ‹ 5080 .50 16250 „ .30 33725 Í .10 53750 W, .90 77080 .80 _ 5335 'I .60 16760 .40 "З4400 5 T20 54510 15.00 78000 .90 ` 5580 1 .70 17290 .50 35100 .30 55280 1 .10 78930 4.00 5840 | .80 17840 .60 35800 .40 56060 1 .20 79870 чЁЧЭ QEÈE Utooœm. кво‘ *mul 6.550 vmkmâoîû . ‚а. 2. Е а 4 ь ‚ч av \\. _„ 4 .. \ .V \ A COQo0mm.....\uo..`0.ul \3\oo\b.4 м‘ м ‚г, 2. а. 2. \ «м. а. ьэёы ЁЗ 8_5 зад SÉ SP2 âì ЗЁ ЗЁ 88 S8 2. За а $091 »Lnb Um... amo.; \ ‘г... un nu un 2 \ Ъ‘ :HWI \ . «Mu ‚ч об. .>o z -\ \ _ .\ Q oz zz_& >ZmI0m|_._< mOn_ N \ \\.:. m>„„_DO uOr_<ïOw_n_ \ Ä? .<1 ._î0œDmm._.._._m .zO.œw 2200 OOO.-.__ \ A \\ Q Ё . \ 4....» . . щ ‘2- е газы и‘ 4.446/GH 9569 vn ‘- и ‘и à xr OO kno »-20 и E И nu \kmo Ä O o.. nu _ . ь . \ . Q .SÉ \ «N1 NN SNN v Ё \ o ы `м . \\\ вы" \ .Su o . \ S..È....oQ ...S.œ.ì..œ E S.ö..b Q93 «SC2 \ .r.....\\ been 85-ä4<..s 33.8. Ё @SEI ue» ë 85...., 8.8 ‘ё Q \ 54.5.6 ...E tu мачты S м ЁоЕо 002.: bQ..ìQo.„..`.o to o.\b` Ni.. ‘к I\\ \ „I uN. . Q e..`, _ _ _ N . D Gage Dis- Gage Dis- Gage Dis- Gage Dis­ Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- 1~It. charge Ht. charge llt. charge Ht. charge Ht. Charge Ht. Charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge llt. charge lveet see.- Ifcei sec.- Fm. see.- Feet sec.- Feet seo.- Еве‘ seo.- М“! seo.- Feet sec.- Fee,-t sec.- Feet secj- Feet вы» Feet sec.- ft. ft. ft. fr. ft. fr. ft. ft. jt. ft. ft. ft. 1 8.10 25800 9.80 37200 . . . . ..10.50 40400 5.30 10535 3.80 5335 4.40I 6955 7.65 22960 3.10 3715 3.30 4165 4.70 798512.80 59210 2 7.40 21400 9.60 35800 . . . . . . . . . .. 8.90 30500 4.90 8775 3.70 5080 4.80 8375 6.30 15260 3.10 3715 3.40 4390 4.60 760010.80 44280 3 7.90 24525 9.60 35800 9.40 34400 7.70 23275 4.80 8375 3.60 4850 5.10 9635 5.30 10535 3.10 3715 3.60 4850 4.50 726014.90 77080 4 8.50 28400 9.60 35800 . . . . . . . . . .. 7.30 20790 4.50 7260’ 3.40 4390 5.40 10980 4.70 7985 3.10 3715 5.00 9200 5.00 9200 14.80 76170 5 7.40 21400 . . . . . . . . . .. 7.00 19000 4.20 6380 3.30 4165 6.80 17840 4.30 6660 2.80 3060 4.30 6660 5.10 9635 12.20 54510 6 6.30 15260 . . . . . . . . . . . . . . .. 6.80 17840 3.60 4850 6.60 16760 3.90 5580 2.80 3060 3.80 5335 5.30 10535 10.70 43570 7 6.10 14285 9.50 35100 . . . . . . . . . .. 6.40 15755 4.30 6660 7.00 19000 3.80 5335 2.80 3060 3.60 4850 6.20 14770 9.00 31700 8 6.20 14770 11.60 50050 5.90 13315 7.00 19000 9.20 33050 3.80 5335 2.60 2640 3.20 3940 7.00 19000 8.20 26450 9 6.30 15260 ' . . . . . . . . . . . . . . .. 5.60 11900 6.80 17840 7.70 23275 3.80 5335 2.50 2445 2.80 3060 8.00 25150 7.70 23275 1() 6.40 15755 9.00I3l700 . . . . . . . . . .. 5.50 11440 5.5 11440' 6.30 15260 7.40 21400 3.90 5580 2.50 2445 2.80 3060 7.60 22650 7.30 20790 11 6.60 16760 . . . . . . . . . . . . . . .. 6.40 15755 5.00 9200 5.90 13315 5.90 13315 4.00 5840 4.85 8575 3.00 3490 7.40 21400 7.00 19000 12 10.40 41440 I . . . . . . . . . . 6.20 14770 4.70 7985 5.60 11900 6.00 13800 3.60 4850 7.40 21400 4.10 6105 6.80 17840 6.60 16760 13 12.30 55280 . . . . . . . . . . . . . . .. 6.20 14770 5.50 11440 5.20 10080 7.30 20790 5.40 10980 6.80 17840’ 5.50 11440 6.60 16760 6.40 15755 14 13.60 65700 9.0031700 . . . . . . . . . .. 5.80 12840 6.50 16250 5.20 10080 8.10 25800 6.20 14770 5.50 11440 5.30 10535 6.50 16250 6.00 13800 15 15.40 81750 I . . . . . . . . . . . . . . .. 5.50 11440 6.90 18410 4.70 7985 8.60 29050 5.80 12840 5.00 9200 5.50 11440 6.30 15260 5.80 12840 16 16.10 88400 . I . . . . . . . . . . . . . . .. 5.40 10980 7.10 1959() 4.50 7260 8.10 25800 6.00 13800 4.70 7985 5.40 10980 6.10 14285 5.20 10080 17 16.10 88400 8.7012970() . . . . . . . . . .. 5.30 1.0535 7.20 20190 4.50 7260 7.60 22650 6.50 16250 4.50 7260 5.25 10300 5.90 13315 4.70 7985 18 14.60 74380 . . . . , . . . .. 13.00 64500 5.30 1.0535 6.70 17290 5.00 9200 7.00 19000 5.60 11900 4.50 7260 4.80 8375 5.80 12840 4.50 7260 19 14.40 72600 ` 18 20120000 5.10 9635 6.30 15260 6.10 14285 6.40 15755 4.80 8375 4.50 7260 5.60 11900 5.60 11900 4.40 6955 20 14.40 72600 I £128.20- 235500 5.30 10535 11900 7.40 21400 6.10 14285 4.20 6380 4.60 7600 6.20 14770 5.50 11440 4.30 6660 21 14.40 72600 8.-'10,27750 24.80183500 6.90 18410 5.10 9635 8.30 27100 5.80 12840 4.20 6380 4.50 7260 9.50 35100 5.20 10080 5.60 11900 22 13.80 07390 I 2180187800 9.20 38050 4.70 7985 10.00 38000 5.40 10980 4.50 7200 4.40 0955 8.20 20450 4.80 8375 7.80 23900 .23 13.10 61600 . I 18.4010370010.60 42860 4.50 7260 9.60 35800 4.20 6380 4.80 8375 4.10 6105 7.40 21400 4.70 7985 9.70 36500 24 12.30 55280 8.10I25800 16.50 86500 9.40 34400 4.20 6380 9.30 33725 3.80 5335 5.20 10080 3.70 5080 7.30 20790 4.60 7600 9.60 35800 25 11.40 48590 . . . . 1 . . . . . 16.00 82000 8.80 30350 4.00 5840 7.80 23900 3.60 4850 4.80 8375 3.50 4620 7.30 20790 4.60 7600 8.10 25800 26 10.60 42860 I 15.80 80500 .7.20 20190 3.90 5580 6.70 17290 3.50 4620 4.60 7600 3.20 3940 6.70 17290 4.50 7260 7.20 20190 27 10.10 39310 15.00 73400 6.80 17840 4.20 6380 6.40 15755 3.40 4390 4.20 6380 3.10 3715 6.30 15260 4.80 8375 6.90 18410 28 10.00 38600 9.10I32375 14.30 67300 6.20 14770 4.20 6380 5.70 12370 3.30 4165 3.80 5335 3.10 3715 5.80 12840 6.00 13800 8.90 31025 29 9.90 37900 I 13.70 62600 5.90 13315 4.40 6955 5.00 9200 3.10 3715 3.60 4850 3.10 3715 5.30 10535 9.20 33050 9.90 37900 30 9.90 37900 I 12.60 54400 5.60 11900 4.40 6955 4.60 7600 11.40 48590 3.40 4390 3.20 3940 5.10 9635 12.00. 53000 11.20 47140 31 9.80,37200 11.80 48750 4.20 6380 .....10.60 42860 3.20 3940 4.90 8775.....I..... 11.30 47860_ River frozen Jan. 12 to l\1Í:Ir.ŕl8. Ice gorge Jan. 12 to Feb. 12 approximately. tl. Мах. 28.80 :240210 sec.­1"t. 68 Daily Gage Н elghts Ó and Discharges of Allegheny River at Kittaizning, Pa., for 1906. January February` March April `May June July August September October 1\Iovember December >z _1 _‚ ы _ \ д .Gage Dis- Gage Dis- _Gag Dis- Gage Dis- Gage Dis- Gage D1's­. Gage Dis­. i Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- ш. charge Ht. charge Ht. charge Ht. charge Ht. enarge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge - Foei Весь Feet Берн Feet S90-V F605 S60.- Feet SeG.~ Feet Sec.- Feet See.- Feet Sec.- Feet Sec.- Feet Sec.- Feet 800.- Fectl Soc.- .’ ft. ft. fi. ft. ft. ft. ft. ‚ ft. fr. fr. fr. fl. 1 9.70 36500 6.30 152601 4.50 726013.20 624101 4.70 7985 4.80 8375 2‚.50 2445 A2.20 19202.60 2640 2,50 2445 7.70 23275‘ 5.60 119010 2 8.80 30350 5.80 12840 4.80 837511.80 51520 4.80 8375 4.60 „7600 2.30 2085 2.30 2085 3.10 3715 3,80 5335 7.40 21400 5,20 10080 3 8.90 31025 5.10 9635 ‚5.50 1144010.00 38600 4.80 8375i 4.50 72602.30 2085 2.10 1755 3.50 4620 4,10‘ 6105 7.60 22650 5.10 9635 4 9.10 32375 4.40 69551 5.90 13315 9.40 34400 6.30 15260 34.20 ..6380 2.40 _2260 2.10 1755 3.40 4390 4.20 6380 6.20 14770 5.00 9200 5 10.20 40020 4.50 7260 6.20 14770 8.60 29050 6.70 17290 3.90 55802.40 _2260 2.00 1605 3.50 4620 3.80 5335 5.80 12840’ 5.30 10535 6 9.80 372004.40 6955 6.90 18410 9.50 35100 6.70' 17290‘ 3.70 5080 _2.40 2260 2.00 1605 3.60 4850 3.20 3940 5.60 11900 5.80 12840 7 8.60 29050 4.30 6660 6.20 1477010.20 40020 7.10 19590 9.30 33725 2.40 2260 2.10 17-55 3.20‘ 3940 3.40 4390 5.40 10‘98013.80 67390 8 7.30 20790 4.20 6380 5.90 13315 9.50 35100 5.60i 11900 7.35 21095 2.40 ,2260 3.70 50180 2.90 3270‘ 6.00 13800 5.10 91635 13.00 60800 9 6.70 1.7290 4.10 6105 5.70 12370 8.80 30350 5.70 12370‘ 5,60 119002.40 2260 4.90 8775 2.60 21640 7.20 20190 4.80 837511.60 50050 10 5.40 10980 4.00 5840 5.50 1144011.20 47140 5.60 11900 5.10 9635 2.30' 2085 4.10 6105 2.40 2260 6.90 18410 4.60 7600 7.90 24525 11 6.00 138003.90 5580 5.40 1098013.20 62410 5.40 10980 4.70 7985 2.30 2085 5.50 114402.20 1920 6.90 18410 4.50 726010.50 42150 12 5.70 123703.90 5580 5.30 1053512.20 54510 5.40 10980 4.10 _ 6105 2.30 2085 5.20 10080 2.40 2260 7.20 20190 4.50 726011.50 49320 13 6.40 15755 3.90 5580 5.10 9163510.30 40730 5.40 10980 3.80 53352.20 -1920 4.80 8'375 2.50 2445 6.90 18410 4.60 760010.10 39310 14 5.70 123704.00 5840~ 4.80 8375 9.50 35100 5.30 10535 3.60 4850 2.10 1755 3.90 5580 2 40 2260 6.80 17840 5.10 9635 8.90 31025 15 5.70. 123704.00 5840 4.70 7985 9.90 37900 5.40 10980 3.30 4165 2.00 1605 3.50 46202.90 3270 6.80 17840 5.20 10080 8.30 27100 16 5.50 11440l4.10 6105 4.60 7600 9.70 36500‘ 5.40 10980 3.10 37151.90 1465 3.20 3940 2.30 2085 6.90 18410 5.20 1008012.00 53000 17 6.10 14285 4.10 6105 4.40 6955 9.30 33725 5.30 10535 3.00 3490 2.20 ‘1920 2.90 3270 210 1755 6.10 14285 5.10 963511.90 52260 18 7.30 20790 4.10’ 6105 4.30 6660‘ 8.80‘ 30350 5.40 10980 3.30 4165 2.40’ 2260 2.50’ 2445 2.10 1755 6.70 17290 5.40 1098011.90 52260 19 7.70 23275- 4.10 6105 4.10’ 6105 7.90’ 24525‘ 5.30‘ 10535 3.20 3940 2.40 22-60 8.00 25150‘ 2.00‘ 1605 5.10 9635 8.60 29050 9.20 33050 20 7.50 22025 4.10 6105 3.80 5335 7.20 20190 5.30 10535 3.20 3940 2.40 2260 7.00 19000 2.40' 2260 5.70 12370 9.40 34400 8.20 26450 21 8.00 25150 4.20‘ 6380’ 4.00 5840 6.901 18410 215.00‘ 9200 3.30 4165 2.20 1920 5.20 100802 70 2850 5.80 12840 9.80 37200 7.20 20190 22 9.65 36150 4.40 6955 4.10 6105 6.50 16250 a4.70‘ 7985 `3.40 4390 2.10 1755 4.80 8375 3 00 3490’ 6.10 1428510.10 39310 6.80 17840 23 12.20 54510 4.60 7600 4.00 5840 6.30’ 152601 4.40 6955 3.30 4165 2.40 2260 4.20 6380 3 00 3490‘ 6.70 17290 9.50 35100 6.30 15260 24 13.00 608004.70 7985 4.00‘ 5840 6.00 13800‘ 214.25 6520 3.10 3715 2.50 2445 4.80 8375‘ 2 80 3060 5.20 10080 8.60 29050 5.60 11900 .25 12.30 55280 5.40 10980 3.90 5580 5.70 12370 4.10 ‘6105 2.90 3270 2.30‘ 2085 4.20 6380 2.80‘ 3060 5.00 9200 7.50 22025 5.70 12370 26 11.20‘ 471405.80 12840 4.10 6105 5.60 11900 4.00 5840' 2.90 3270 2.00 1605 3.80 5335 2.90‘ 3270 5.80 12840 ‚6.80 17840 5.10 9635 27 9.60 358005.20 10080 6.60 16760 5.40 10980 4.60 7600 2.80 3060 1.90 1465 3.60 4850 2.30 2085 6.80 17840 6.30 15260 5.30 10535I 28 8.30 27100 4.90 ‚ 877513.80 67390 5.50 ‘11440 4.70 7985 2.70 2850 2.30 2085 3.30 4165 2.40 2260 6.80 '17840 6.00 13800 6.50 16250 29 7.50’ 22025 14.00‘ 69100 5.30 10535 4.80 8375 2.80 3060. 2.20 1920 3.10 3715 2.50 2445 6.90 18410 5.20 10080 5.90 13315 30 6.00 13800 . . . . .. 12.60 57630 4.90 8775 4.90' 8775 2.70 2850 2.20' 1920 2.90 3270 2 50 2445 7.50 22025 5.70 12370 5.50 11440 31 6.50’ 16250‘ 13.60 65700 . . . . .. 5.00 9200 2.10 1755 2.70 2850 . .. 7.90 24525 7.40 21400 а . Iliterpolatetl. Day |_@[_QL\Q,.._¿\._.i»­­J.­­¢|-lt--l­.a..­­|_.|\­­a l\'ì»­­‘O€.OCD°`IOb‘U1s-l>~\`.«0l\D1­­­‘CD2D<‘ß`1¢à:Jlr­P~L»â[O~‘ 23 NJ д; 25 26 27 28 29 30 31 January February March April May June July August September Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge] Ht. charge Ht. charge Ht. Charge Feet See.- Feet Sfete.- Feet Sec.- Feet See.- Реж Sec.- Feet Sec.- Feet See.- Feet Seo.- Feet See.- 8.40 27750 5.10 9635 4.20 6380 9.40 34400 8.00 25150 5.90 13315 4.70 7985 2.80 3060 1.70 1220 10.50 42150 5.20 10080 4.60 7600 8.30 27100 7.50 22025 6.00 13800 6.90 18410 2.80 3060 1.90 1465 9.60 35800 5.40 10980 5.80 12840 7.60 22650 7.20 20190 7.50 22025 7.00 19000 4.60 7600 2.40 2260 9.50 35100 5.60 11900 6.00 13800 6.90 18410 7.80 23900 8.30 27100 6-30 15260 4.00 5840 2.00 1605 12.90 60000 5.00 9200 6.10 14285 6.70 17290 8.50 28400 7.90 24525 5.60 11900 2.40 2260 2.20 1920 12.40 56060 5.10 9635 6.80 17840 6.70 17290 9.00 31700 8.80 30350 5.20 10080 3.20 3940 2.00 _1605 11.20 47140 4.80 8375 5.60 11900 6.60 16760 8.70 29700 9.90 37900 4.60 7600 2.80 3060 1.90- 1465 10.90 44990 4.50 7260 5.20 10080 6.40 15755 8.00 25150 9.30 33725 4-40 6955 2.70 2850 1.80 1340 13.70 66540 4.30 6660 4.80 8375 6.20 14770 8.60 29050 8.00 25150 4.00 5840 2.60 2640 2.00 1605 12.80 59210 4.40 6955 4.70 7985 6.30 15260 8.10 25800 6.90 18410 3.80 5335 2.40 2260 2.00 1605 11.30 47860 4.70 7985 4.60 7600 6.10 14285 7.30 20790 6.30 15260 3.70 5080 2.30 2085 3.00 3490 10.30 40730 4.50 7260 4.70 7985 5.90 13315 6.80 17840 7.00 19000 3.70 5080 2.30 2085 4.00 5840 10.00 38600 4.80 8375 8.60 29050 5.90 13315 6.30 15260 6.40 15755 3-80 5335 2.00 1605 3.80 5335 9.70 36500 4.30 6660 14.00 69100 5.60 11900 6.20 14770 7.90 24525 6.00 13800 2.10 1755 3.50 4620 10.90 44990 4.20 638015.90 86500 6.20 14770 5.60 11900 7.50 22025 5.30 10535 1.80 1340 2.90 3270 10.10 39310 5.00 920014.20 70840 5.90 13315 5.90 13315 6.60 16760 4.50 7260 1.80 1340 2.70 2850 9.20 33050 4.50 7260 13.00 60800 5.70 12370 7.30 20790 5.80 12840 3.90 5580 2.00 1605 2.70 2850 8.10 25800 4.60 760013.10 61600 5.60 11900 7.20 20190 5.30 10535 4.40 6955 1.80 1340 3.30 4165 9.40 34400 4.60 760012.70 58420 5.50 11440 6.60 16760 4.80 8375 4-30 6660 1.90 1465 3.90 5580 13.50 64870 5.10 963513.80 67390 5.30 10535 6.40 15755 4.60 7600 3.90 5580 1.80 1340 3.60 4850 13.60 65700 5.50 11440 13.30 63220 5.20 10080 7.20 20190 4.50 7260 3.50 4620 1.70 1220 3.50 4620 12.70 58420 5.50 1144011.80 51520 5.00 9200 6.80 17840 4.60 7600 3.00 3490 1.70 1220 3.60 4850 10.30 40730 5.60 11900 10.60 42860 4.80 8375 6.30 15260 4.80 8375 3.00 3490 1.80 1340 3.40 4390 8.10 25800 5.00 920010.80 44280 6.20 14770 5.90 13315 4.60 7600 3.00 3490 1.80 1340 3.10 3715 7.00 19000 4.60 760010.30 40730 9.50 35100 5.60 11900 5.00 9200 3.20 3940 1.70 1220 2.80 3060 6.50 16250 4.00 5840 9.40 34400 9.90 37900 5.40 10980 5.60 11900 3.10 3715 1.90 1465 2.50 2445 6.70 17290 4.40 695510.40 4144012.00|53000 5.90 13315 5.40 10980 4.20 6380 1.90 1465 2.30 2085 5.90 13315 4.20 638012.80 5921010.90 44990 10.00 38600 5.30 10535 3.70 5080 1.80 1340 2.30 2085 5.60 11900 13.50 64870 9.60 35800 9.1.0 32375 4.80 8375 3.40 4390 1.50 990 2.80 3060 5.60 11900 12.50 56840 8.50 28400 7.70 23275 4.60 7600 3.30 4165 1.80 1340 3.30 4165 5.30 10535 . 10.80 44280 . . . . . . . . .. 6.60 16760 3.00 3490 1.60 1100 Daily Gage Heights and Discharges of Allegheny River at Kittahmhg, Pa., for 1907. l December October November Gage Dis- Gage Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Feet See.- Feet Sea.- Feel .Sjaa- 3.20 3940 5.20 10080 4.10 6105 3.20 3940 4.90 8775 4.80 8375 3.20 3940 6.10 14285 4.60 7600 4.20 6380 9.80 37200 4.10 6105 7.35 21095 9.30 33725 4.20 6380 6.60 16760 9.30 33725 4.00 5840 6.70 17290 8.90 31025 3.90 5580 6.80 17840 8.20 26450 3.70 5080 5.80 12840 8.60 29050 4.60 7600 6.90 18410 8.40 27750 5.20 10080 6.90 18410 8.30 27100 6.00 13800 5.50 11440 8.10 25800 7.10 19590 5.00 9200 7.80 23900 8.00 25150 5.60 11900 7.60 22650 6.60 16760 6.20 14770 7.50 22025 6.40 15755 5.90 13315 7.40 21400 6.10 14285 5.30 10535 7.00 19000 6.10 14285 4.70 7985 6.60 16760 6.00 13800 4.20 6380 6.20 14770 5.90 13315 3.90 5580 5.80 12840 5.80 12840 3.60 4850 5.40 10980 4.50 7260 3.70 5080 5.10 9635 4.70 7985 3.80 5335 4.70 7985 5.70 12370 3.70 5080 4.50 7260 15.00 78000 3.70 5080 4.40 6955 15.30 80810 3.50 4620 4.20 638013.20 62410 3.40 4390 4.10 6105 11.60 50050 4.40 6955 4.30 6660 10.20 40020 5.90 13315 4.50 726011.40 48590 6.40 15755 4.90 8775'11.20 47140 5.90 13315 11.10 46420 .I6 Daily Gage Heights and Discharges of Allegheny River at Kíttanning, Pa., for 1908. January February March April May June July August September October November December й ____; N д Ga ‘е Dis- Ga Dis- Ga e Dis­ ‘a Di ­­ ‘a ' ­ ‘ ’ ­ ' _ ‘ - о‘ ‘ _ ' . ~ ' _ 0113186 H0- Clla1`8'f‘ 1120» Cllafge G1112e 01191786 GHâe 0110111726 (1215.e (Езда 012%? cïâîge Glìäe c11)z1î'ge cllîàîge G1115.e Clîzliîge Glalîe I c11.117'g‘e 6.1217.e clîzllîge „е; Sec__ рев‘ Sec.- Feet See.- Feet See.- Feel See.- Feet Sec.- Feet Sec.- Еве‘ I Sec.- Feet See.- Feel S(»(»_- Feet Sea- Feet See.- ‚д д, ft. ft. ft. ft. ft. ft. ff. f1. ft. ft. 1 10.40 41440 6.90 18410 5.40 1098010.90 44990 7.40 21400 8.30 27100 3.70 5080 3.50 4620 1.77 1305 1.57 1065 1.57 1065» 1.77 1305 2 9.80 37200 8.20 2645012.50 56840 9.00 31700 8.40 27750 7.90 24525 3.60 4850 3.20 3940 1.67 1185 1.67 1185 1.57 1065 1.77 1305 3 8.40 27750 8.20 2645014.70 75270 8-00 29050 10-20 40020 7~10 19590 3.90 5580 3.00 3490 1.57 1065 1.67 1185 1.57 1065 1.87 1430 4 7.60 22050 8.20 2645012.10 53750 8.20 26450 10.80 44280 6.60 16760 3.70 5080 3.00 3490 1.57 1065 1.67 1185 1.47 955 1.87 1430 5 7.10 19590 8.20 2645011.40 48590 7-80 23900 11-00 45700 0-00 13800 6.90 18410 2.80 3060 1.47 955 1.57 1065 1.47 955 1.87 1430 6 6.80 17840 8.30 2710012.90 60000 7.30 20790 11.00 45700 5.30 10535 5.00 9200 2.60 2640 1.37 850 1.57 1065 1.37 850 1.87 1430 7 6.20 14770 8.30 2710016.40 91280 7-00 22050 11-20 47140 5-20 10080 4.50 7260 3.00 3490 1.47 955 1.57 .1065 1.37 850 1.87 1430 8 5.30 10535 8.20 2645014.90 77080 8.60 29050 13.10 61600 5.00 9200 4.20 6380 3.30 4165 1.57 10‘65 1.47 955 1.37 850 1.87 1430 9 5.30 10535 8.10 2580013.50 64870 9.60 35800 12.60 57630 4.90 8775 3.80 5335 3.30 4165 1.67 1185 1.47 955 1.47 955 1.87 1430 10 5.20 10080 8.00 2515011.80 5152010.20 40020 11.00 45700 5.20 10080 3.30 4165 3.30 4165 1.77 1305 1.47 955 1.47 955 1.87 1430 11 4.10 6105 8.00 25150 9.80 37200 9.60 35800 10.30 40730 4.80 8375 3.40 4390 3.30 4165 1.67 1185 1.47 955 1.5 1065 2.00 1605 12 6.30 15260 £19.00 3170010.40 41440 8.50 28400 9.30 33725 4.80 8375 3.60 4850 3.00 3490 1.67 1185 1.47 955 1.57 -1065 2.00 1605 13 7.20 20190 2110.00 3860012.90 60000 8.2026450 8.80 30350 4.60 7600 3.60 4850 2.90 3270 1.57 1065 1.47 955 1.67 1185 2.00 1605 14 10.90 44990 11.00 4570014.50 73490 8.00 25150 7.90 24525 4.60 7600 3.50 4620 2.60 2640 1.57 1065 1.47 955 1.77 1305 2.10 1755 15 9.60 35800 18.9011690015.40 81750 8.10 25800 7.10 19590 4.40 6955 3.70 5080 2.20 1920 1.47 955 1.37 8-50 1.67 1185 2.10 1755 16 8.50 28400 24.3019021016».80 95130 8.40 27750 8.50 28400 4.20 6380 3.70’ 5080 2.10 1755 1.47 955 1.47 955 1.57 1065 2.20 1920 17 7.50 22025 18.7011473016.50 92240 8.20 26450 12.10 53750 4.20 6380 4.60 7600 2.00 1605 1.47 955 1.47 955 1.67 1185 2.40 2260 18 6.80 17840 15.40 8175016.90 96110 8.00 25150 10.55 42505 4.00 5840 5.20 10080 2.00 1605 1.47 955 1.47 955 1.67 1185 4.90 8-775 19 6.40 15755 12.80 5921018.70 114730 8.60 29050 10.60 42860 3.80 5335 5.30 1.0535 2.30 2085 1.47 955 1.47 955 1.67 1185 6.40 15755 20 6.00 13800 10.90 4499017.60 103200 9.90 37900 12.10 53750 3.60 4850 5.40 10980 2.60 2640 1.37 850 1.47 955 '1.67 1185 6.50 16250 21 5.80 12840 9.80 3720013.90 6824010.40 41440 11.20 47140 3.40 4390 5.20 10080 2.70 2850 1.37 850 1.37 850 1.77 1305 5.00 9200 ‘Z2 5.60 11900 8.30 2710011.20 47140 9.10 32375 10.10 39310 3.50 4620 4.90 8775 3.10 3715 1.37 850 1.37 850 1.77 1305 4.10 6105 23 6.00 13800 7.50 2202510.40 41440 8.50 28400 9.60 35890 3.80 5335 6.80 17840 2.70 2850 1.37 850 1.37 850 1.77 1305 3.60 4850 24 6.30 15260‘ 6.70 17290 9.30 33725 8.00 25150 8.30 27100 4.20 6380 8.10- 25800 2.30 2085 1.37 850 1.37 850 1.87 1430 3.20 3940 25 6.10 14285 6.30 15260 9.10 32375 7.80 23900 7.60 22650 4.80 8375 7.90 24525 2.20‘ 1920 1.37 850 1.37 850‘ 1.87 1430 3.80 5335 26 5.80 12840 6.50 16250 8.80 30350 7.1019590 7.30 20790 5.20 10080 6.1014285 2.20 1920 1.37 850 1.47 955 1.87 1430 4.10 6105 27 5.60 11900 6.30 15260 8.60 29050 6.60 16760 7.10 19590 4.90 8775 5.50 11440 2.00 1605 1.37 8­50 1.47 955 1.97 1565 4.00 5840 28 7.70 23275 5.80 12840 9.50 35100 6.40 15755 10.20 40020 4.60 7600 5.00 9200 2.00' 1605 1.37 850 1.47 955 1.97 1565 3.90 5580 29 6.80 17840 5.20 1008010.90 44990 6.9018410 8.70 29700 4.20 6380 4.80 8375 1.87 1430 1.47 955 1.47 955 1.87 1430 4.10 6105 30 5.90 13315 10.90 44990 7.60 22650 9.10 32375 3.90 5580 4-40 0955 1­77 1305 1.57 1065 1.47 955 1.77 1305 4.30 6660 31 5.10 9635 .....10.80 44280 8.70 29700 3.90 5580 1.77 1305 . .. 1.57 1065 I 4.70I 7985 а. Interpolated. 86 Daily Gage Heiglits and Discharges of Allegheny River at Kittazzmïng, Pa., for 1909. ' Day 1­­»1­-«|­­­­|o-»,1­­I ‚ 1«läC0[\Dl­­‘ÖCÓf.`lJ`1C§CJl1­F>ů3[\Í3'­" 15 116 17 18, ‘ 19 20 21, 22 23 24 26 27 28 29 31 January Gage ' Htl ` /feesI ‚ 4.90 5.20 6.70 9.50 11.40 13.50 13.10 10.30 8.20 7.70 7030 6.10 5.70 5.30 5.30 5.50 5.80 5.50 5.20 5.00 4.60 6.30 8.10 13.70 15.00 12.30 10.80 8.70‘ 7.90 7.20 Dis- charge . S66.- ft. 8775 10080 17290 35100 48590 64870 61600 40730 26450 23275 20790 14285 12370 10535 10535 11440 12840. 11440 10080 9200 7600 15260 25800 66540 ' 78000 55280 44280 29700 24525 20190 6. 40I15755 a.1\Iax. 6 P. M., 17.8.-2105270 see.-ft. U b. Max. ll P. M., 23.9 : 184990 sec.-ft. ‘ ` February Gage Ht. Еве‘ 5.80 5.00 4.20 4.60 6.20 8.30 10.70 .80 .70 .60 |--‘ 1--‘ l\'ìCIJ`I'-lCßœCDO ' 1--I Ф noone charge Dis- Sco.- It 12840 9200‘ 6380 7600 14770 27100 43570 44280 36500 29050 25800 23275 22650 27750 54510 97600 86975 56840 42150 41440 52260 47860 37900 39310 59605 72160 ‹› .#11154 1.30 A. 28.7 2182290 See.-rtf C d. lìiver frozen frorn Iìeceniber 21 to 3l,inclusive. — March April May June July August September October November ~ December Gag Dis- e Dis- Gage Dis- ' Gage Dis- Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Dis- Ht. charge . charge Ht. I charge Ht.- › charge charge Ht. charge Il charge Ht. charge Ht. charge charge Feet Sec.- Sec.- Feet Sec.- Feet Seo.- Sec.- Feet Soc.- Feet Sec.- Feet i S60.- F661 S60.- Seo.- ft. ft- ft- ft- ft. ft- ` fi. 1 fi. ft. ft. 9.90 37900 7.50 22025 C22.80 168790' 4.60 7600 7600 2.40 2260 1340 1.40| 880 2.27 2035 3535 9 . 50 35100 7 . 20 2-0190 20 .85 139765 4 . 40 6955 4. 20 6380 2 . 20 1920 12210 1. 50 990 2 .18 1885 3060 8.90 31025 7.10 19590 18.15l08915 4.20 6380 3.70 5080 2.00 1605 3 1220 1.50 990 2.14 1820 2870 9.40 34400 7.00 19000 16.90 96110 4.00 5840 3.30 4165 1.90 1465 1.601100* 1.50 990 2.10 1755 2705 8 . 90 31025 7 .00 19000 14 . 30 71720 4. 20 6380 3 .20 3940 1. 80 1340 1100 1. 60 1100 2 .08 1725 2485 7 . 70 23275 7 . 10 19590 11. 70 50780I 6 .00 13800 3 . 20 3940 1. 70 1220 _1. 50 990 1. 70 1220I 2 . 02 1635 2295 7 .30 20790 8 . 70 29700 10.30 40730 6.50 16250 3 .10 3715 ' 1.60 1100 990 1.80 1340 1.95 1535 2260 7 . 60 22650 8 . 60 29050 9 . 50 35100 7 . 10 19590 3 .10 3715 1. 70 1220 990 1. 70 1220 2 .04 1665 2225 8 .10 25800 8 .10 25800 8 .OC 25150 7 .10 19590 3 . 00 3490 1 . 50 990 990 1 . 60 1100’ 2 . 10 1755 2085 10 . 30 40730 7 . 90 24525 7 . 90 24525 7 . 20 20190 3 .10 3715 1. 60 1100 880 1. 50 990 2 .18 1885 1680 11. 70 50780 7 .60 22650 I 7 . 60 22650 7 .10 19590 3 . 00 3490 1. 50 990 880 1 . 50 990 2. 24 1985 1280 10 . 70 435705 7 . 50 22025 7 . 30 20790 7 . 20 20190 2 . 80 3060 1. 60 1100 880 1. 60 1100‘ 2 .50 2445 1535 10 . 30A 40730 7 . 60 22650 6 . 80 17840 7 .20 20190 2 . 60 2640 1. 50 990 775’ 1 . 70 1220 2 .43 2315 2170 9 . 20 33050 8 . 90 310­25 6 . 60 16760 6 . 90 18410 2 . 50 2445 1. 40 880 775 2 .00’ 1605 2 . 35 2170 3445 8. 30 27100 9 . 90 37900 ' 6 . 50 16250 6 . 50 16250 2 . 30 2085 1. 50 990 ' 880 2 . 30 2085 2 . 26 2020 7395 7. 70 23275 10. 90 44990 6 . 90 18410 5 . 90 13315 2 . 20 1920 2 . 30 2085 _ . 990 2 .52 2485 2 . 20 1920 8860 7.10 19590‘ I9.20 33050' 7.50 22025 5.30 10535 2.40 2260 2.70 2850 _ . 880» 2.32 2120 2.28 2050 9725 6 . 80 17840 8 .40 27750 7 . 20 20190 4 . 80 8375 2 . 70 2850 2 . 40 2260 . 880 2 . 10 1755 2 . 32 2120 10625 6 . 40 15755 7 . 70 23275 7 .00 19000 4 . 40 6955 2 . 60 2640 2 . 20 1920 1. 30 775 1.95 12535 2 . 54 2525 12135 6 . 30 15260 7 . 60 22650 6 . 60 16760 4 .90 8775 2 . 60 2640 2 . 20 1920 1. 30 775 '2_. 05 1680 2.. 62 2680 12370 6 . 20 14770 7 . 60 22650 6 . 00‘ 13800 4 . 30 6660 2 . 50 2445 2 .10 1755 1 . 40 880 2 .11 1770' 2 . 90 3270 12605 ` 5 . 80 12840 7 . 90 24525 5 . 60 11900 3 . 70 5080 2.. 50 2445 1. 80 1340 1 . 50 990‘ 2 .31 2100 3 . 30 4165 . ‘ 12040 5 . 60I 11900 8 .10 25800 5 . 20 10080 4 . 50 7260 2 . 50 _ 2445 1.80 1340 1.40 880 2 . 22 1955 3 . 95 5710 . ‚ 11205 6 . 30ъ 15260 8 . 20 264501 5 . 00 9200 4 . 90 8775 2 . 60 2640 1. 70 1220 1. 40 880‘ 2. 20 1920 5 . 02 9285 9635 7 . 60 22650 7 . 20 20190 4 . 70 7985 5 . 30 10535 2 . 60 2640 1 . 60 1100 1 . 30 775 2 . 84' 3145 5.312 10625 9460 8 .50 28400 6. 80 17840 4 .40 69555.10 9635 2 . 2850 1. 60 1100 1. 30 775 3 .02 3535 4 . 71 8025 9375 10 . 40 41440 6 . 30 15260" 4 . 30 6660 5 . 30 10535 2 . 2640 1. 60 1100 1. 40 880 3 .15 3825 4 .13 6185 9545 9590 37900 6 . 20 14770 4 . 50 7260 6 . 20 14770 2 . 60 2640 1. 60 1100 1. 40 880 3 .06 3625 3 . 65 4965 10080 9. 40 3 4400 6 .15 14525 4 . 80 8375 5 .70 12370 2 . 2640 1. 70 1220 1 . 40 880 2 . 9’5 3380 3 . 44 4480 9420 8.70 29700 1121.30 145830 4.80 8375 5.10 9635 2. 2640 1.70 1220 1.40 880 3.01 3510 3.10 3715 8535 8.10I 25800 4.70 7985 2.50 2445 1.80 1340 2.60 2640 7830 93» ‚Ёноош отооыы „Н ты.оы .2.nH m ‚мооо ‚о ‚ыооозооооосы ‚д ‚Ртбои mmmmmHm.mH ‚оо.т mH.m .Hmmm .m mmmmm @m.mH ....@mm@H mm.m mmmH mm.H mmmH Hm.H ....mmmm mH.m mmmmm Hm.m mHmmHm.H.m Hm âmmm 5.3 @Em âmœâmm „во Зыо „Ё E2 mm.H NOE „Ё Smm „Ё «NS т; 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É Ё. ‚ты „ ‚ ё. ‚бош` »wurm ‚бот` ооод -dow mow@ ‚бош “ооыы nom@ »mmh ‚бот. _»mmh ‚бот` “ооыы ‚бот. ооощ ummm „mmh umm@ оооьо ‚бош „ооыы. ‚бот. „ооыы. ошёдо .mm оыёдо .mm шымаыыо .mm.H œ.w,:„„Ho .mm ‚шёл; .mm ошноыыо ‚от ошьодо ‚рыы ошныыыо .mm v.m.„œ:o .pm mm.„§Hu .pm w.w,„.2Ho ‚оын ошыюыыо .mm ‚шды @msm ‚шды oma@ ‚оды @maw ‚шды uma@ ‚оды @maw ‚шды @mmc ‚шды штаб -BQ @mmv ‚шгы @maw ‚оды. awww. ‚ ‚шдг mmm@ ‚оды @mmv П. vv . ‚А; ‚Бдёооооы ‚бёсрдощ ‚Бтоёо ‚Бдёойыош mwnmsd mH:m „Евы. „£2 _ ыыкыч доёд . . . Ёыгоощ mäsmmm . .OSH «PH :mm.H „mm.:§mt.Ö~ È ‚гЁЁ „Ёооыоооыд „S ëmëmämû mmm „,.:Hm.§E ооош mmm@ ’V6 Daily Gage Heights and Discharges of Allegheny R-loer at Kittanning, Pa., for 1911. January February March April May June July August September October и ‘Ч д Gage Dis» Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- H t. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge 1:1 t. charge Ht. charge Ht. charge Feet See.- Feet Sec.- Feet Sec.- Feet See.- Feet Seo.- /feet 8e<~.~ Feet See.- Feet See.- Еве‘ Sec.- Feet S60.- ft. ft. ft. ' . ft. ff. ‚ . ft. ` ft. 1 11 . 55 49685 10 .50 4215 6. 30 15260 8 .62 29180 6 .83 18011 3 .80 533 4 .00 5840 1. 55 1045 7. 90 24525 11. 10 46420 2 11.32 48004 9.50 35100 5. 50 11440 7 .81 23962 7.10 19590 3 .78 5289 3.60 4850 1.50 990 7.00 19000 e18.92 117120 3 12. 50 56840 8 . 52 28530 5 . 23 10214 7 .40 21400 7 .21 20250 3 . 75 5195 3 .35 4277 1. 85 1402 6 . 20 14770 14.45 73045 4 14 .34 72072 8 .30 27100 4. 62 7677 7. 14 19830 7 .51 22087 3 . 70 5080 3 .00 3490 1 -95 1535 5 . 10 9635 11.05 46060 5 12 .55 57235 7 .90 24525 4. 12 6160 6 .31 15310 6.85 18125 3 . 65 4965 2.50 2445 2.00 1605 4.501 7260 9 .60 3580() 6 10. 80 44280 7.20 20190 3. 92 5632 8 .93 31227 6.35 15507 3 . 60 4850 2. 10 1755 2 .50 2445 7 . 15 19890 8 . 65 29375 7 9.95 382501 6. 50 16250 3 . 89 5312 10 .94 45274 6 . 00 13800 3.60 4850 2.00 1605 2. 85 3165 8 . 48 28270 8 .40 27750 8 8 .55 2872-5 5 . 83 12982 3 . 46 4482 11 .25 47500 5. 46 11253 3 .55 4735 2 .00 1605 2 .90 3270 7 . 95 24838 9 . 85 37550 9 8 . 10 25800 5. 80 12840 3 . 17 ` 3872 10.95 45345 5 . 20 10080 3 . 55 47 35 1 . 95 1535 2 . 65 2745 8 . 85 30688 9 . 05 32038 10‘ 7 .60 22650 5.83 12982 3 . ll 3737 10.60 42860 5.02 9287 3 . 50 4620 1.95 1535 2.40 2260’ 10.10 39310 8.30 27100 11 7 .00 19000 5. 85 13077 3 . 87 5506 8 . 72 29830 4 .82 8455 3 . 50 4620 1.95 1535 2 . 25 2002 8 .58 28920 7 . 50 22025 12 8 . 77 30155 5. 30 10525 4. 62 7677 8 .35 27425 4 .80 8375 3 . 75 5195 1 .95 1535 2 . 10 1755 7 .20 20190 6 . 80 17840 13 13 .30 63220 5.30 10525 5. 28 10476 7 .99 25088 4 . 75 8080 4 . 50 7260 1 .93 1507 1 .95 1535 6 . 48 16151 6.35 15508 14 15 .75 85075 5 .50 11440 7 . 24 20430 7 .24 20430 4. 68 7793 4.95 8987 1 .93 1507 1.80 1340 5.85 13078 5 .95 13558 15 19 .00 118660' 9.00 31700 8 - 50 28400 8. 76 30090 4. 60 7600 4.90 8775 1.92 1493 1 .70 1220 b12.32 55436 6. 10 14285 16 16 . 64 93584 9 .80 37200 8 . 24 26.710 8 . 85 30687 4.52 7328 4. 80 8375 1 .92 1493 2 . 60 2640 14 .25 71280 5 .90 13315 K ’ 17 13 .19 62329 9 . 30 33725 7 .92 24650 8 . 85 30687 4.45 7107 4. 60 7600 1 .92 1493 3 . 25 4052 11. 75 51150 5 . 60 11900 18 11.30 47860 10.72 43712 7. 28 20670 8 . 15 26125 4.00 5840 4.15 6242 1 .90 1465 3 . 50 4620 10. 08 39168 9. 80 37200 19 9 .62 35940 13 . 85 67815 7 . 48 21900 8 . 70 29700 4 .32 6719 3 .90 5580 1.90 1465 3 .30 4165 8 . 20 26450 11 . 10 46420 20 8 . 52 28530 12 . 60 57630 7 . 48 21900 7 . 80 23900 4 . 28 6604 3 . 70 5080 1. 87 1427 2 . 95 3380 6 . 70 17290 9 . 60 35800 21 7 .00‘ 19000 10. 53 49539 7 . 28 20670 10 .32 40872 4 .25 6520 3 .20 3940 1. 85 1402 2 . 70 2850 6 . 00 13800 8 . 35 27425 22 7 .00 19000 9 .40 34400 7. 31 20851 9 . 82 37340 4. 20 6380 2 . 90 3270 1 . 85 1402 2 . 50 2445 5.40 10980 7 . 40 21400 23 6 .80 17840 7 .95 24837 8 . 89 30957 10 .05 38955 4.16 6270 2 . 55 2542 1.85 1402 2 . 25 2002 5 .05 9418 6 . 60 16760 24 6.50 16250 7.10 19590 8. 10 25800 9.42 34542 4. 12 6160 2.70 2850 1.90 1465 2.20 1920 4.60 7600 6.30 15260 25 5 . 801 12840 6 .90 18410 7 . 81 23962 8 . 70 29700 4 .10 6105 3 . 70 5080 1 . 85 1402 2 . 30 2085 4 . 30 6660 6 . 00 13800 216 5 . 50 11440 6.70` 17290 7 . 45 21712 7 . 82 24025 4.06 5999 3 .90 5580 1. 85 1402 3 . 70 5080 4 . 10 6105 5 .80 12840 27 5 . 80 12840 7 . 20 20190 8 . 21 26515 7 .25 20490 4 .02 5893 4 .10 6105 1 .80 1340 3 .50 4620 4. 00 5840 5 . 50 11440 28 11.55 49685 6 . 50 16250 9. 85 37550 6 . 80 17840 4 .00 5840 4 . 25 6520 1. 75 1280 5 .10 9635 4 . 60 7600 5. 25 10303 29 16.30 90320 . . . . . . . . 11 . 00 45700 6.49 16200 8.95 5710 4.25 6520 1.75 1280 8.80 30350 6.40 15755 5 .00 9200 30 14. 50 73490 . . . . . . 10. 11 39381 6.67 17131 3.90 5580 4.20 6380 1 .70 1220 :113 .90 68240 7. 50 22025 4. 70 7985 31 12.50 56840 9.35 34062 .. . . 3.85 5457 1.65 1160 9.45 34750 4.60 7600 a. Max. 10 A. M., l4.0:69100 sec.­ft. ŕ0. Мах. 0P.M., : 78000 800.41.“ 0. 1152.21; AÍ11., 130_.8î-1126040 18007-11. м STREAM-FLOW. 95 Estimated Monthly Discharge of Allegheny Riz/er at K7Ítta.nm'ng, Ра. [Drainage area, 9010 square mi1es.] I Discharge in second-feet ' Run­of`ŕ Second­feet . Month I Maximum Minimum Mean Pernîägare Digîltllêsln 1904 ’ September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7600 1605 3042 0. 338 0.377 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13800 2640 6006 0. 667 0. 769 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5335 2085 2984 0. 331 0. 369 Decembe r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56060 2085 10586 1. 175 1 . 354 1905 ' January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 88400 14285 44950 4. 989 5. 752 1\Ia1'C11 18-31 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 240250 34400 . . . — . . . . . . . . . . . Apri] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48869 9635 18769 2.083 2.324 Мау 1-5, 10-31 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20190 5580 . . . - . . . . . . . . . . . June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38600 4165 14018 1.556 1 736 July . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . 48599 3715 16653 1.848 2 131 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22960 3940 8688 0 .964 1 111 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21400 2445 6215 0.690 0. 770 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35199 3960 11216 1.245 1 435 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53000 7260 14740 1.636 1 826 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77080 6660 29373 3.260 3 758 1906 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60800 10980 27034 3 000 3.459 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15260 5580 7658 0 .850 0 .885 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 69100 5335 16694 1 853 2. 136 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62410 8775 30312I 3 .364 3.753 Liay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19590 5840 10416 1. 156 1.333 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33725 2850 . 6637 0 .737 0.822 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2445 1465 2035 0.226 0.261 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25150 1605 6133 0 .681 0.785 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4850 1605 2900 0.322 0.359 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24525 2445 13812 1 .533 1. 767 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ­. . . . . . 39310 7260 17048 1 892 2.111 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67390 9200 26871 2.982 3 .438 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . `. . . 69100 1465 13964 1.550 21. 101 1907 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66540 10535 37796 4. 195 4.837 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11900 5840 8550 0.949 0.988 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86500 6380 37872 4.203 4.846 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53000 8375 20148 2.236 2.495 Liay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38600 10980 20718 2.299 2.651 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37900 7260 16280 1.807 2.016 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19000 3490 7306 0. 811 0. 935 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 600 990 2147 0.238 0.275 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5840 1220 3114 0.346 0.386 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21095 3940 10186 1 . 131 1 .304 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37200 6105 17877 ‘ 1. 984 2.213 December. . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80810 5080 22883 2. 540 2.928 The уеа 1‘ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86500 A 990 17076 1. 895 25.874 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44999 6195 19914 2.110 2.433 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 199819 19989 40623 4. 509 4.863 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 114730 10980 59263 6. 577 7.582I April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44990 15755 27891 3,096 3,455 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61600 19590 37138 4. 122 4. 752 June . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . . . . . . . . . . . 27100 4390 9522 1.057 1 . 179 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25800 4165 9105 1.011 1 .165 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4620 1305 2743 0.304 0. 350 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1305 850 996 0. 111 0. 124 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1185 850 975 О. 108 0. 125 November. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1565 850 1175 0.130 0.145 I December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 16250 1305 4356 0.483 0.557 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 190210 850 17726 1.968 26.730 96 ALLEGHENY RIVER AT KITTANNING. ï:`.vt1`mated М ont/-ily Discharge of Allegheny Rif/er at Kittann-ing, Pa.-(Continued.) Discharge in second-feet Run~oÍf Month Maximum Minimum _ Mean Sliìciosnrâiuâîeet D I mile I 1909 I January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..‚ 78000 7600 27200 3 . 019 3 . 481 1I"eb1‘uary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .` 105270 6380 40342 4.477 4.662 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚Д 50780 11900 ' 27894 3.096 3 .569 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‘ 184990 14525 28142 3 . 123 3 .484 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 182290 6660 33898 3 _ 762 4. 337 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20190 5080 12014 1 . 333 1.487 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .’ 7 600 1920 3234 0. 359 0 .414 _August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2850 880 1421 0. 158 0. 182 September ._ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‘ 1340 775 934 0.104 0.116 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3825 880 1897 0.211 0.243 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 10625 1535 3345 0.371 О ‚414 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ 12605 1280 6596 0.732 0.844 The year ........... .._ ..................... . .I 184990 775 15576 1.729 28.188 .I ‚ 1910 ‹- January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 83650 7199 25710 2.853 3.289 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 119980 10624 17255 0.191 0. 199 11111011 ....................................... . 150090 19890 68269 7 .022 8.095 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . L . . . . . . . . . . . . .I 56684 5840 18145 2.014 2.247 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 26840 I 6926 14172 ' 1.573 1.814 J une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 13897 ) 2316 _ 7067 0. 784 0.874 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ . . . . . . . .:. . .I 3314V 1352 __ 2003 0.222 0.256 August ........................ . . ......... „I 1770 _ ___ 1100 1299 0.144 0.166 September .‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .| 13800 1196 _ 4314 0.479 ' 0.534 October . . . . . .‹ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10080 _ 1920 3960 0.440 0.507 November . . . . . . . . . . . . . . . . . . . . . . . .‚ . . . . . . . . . . . . . 31902 11348 19582 2.175 2.422 December . . . . . . . . . . . . . . . ._ . . . . . . . . . . . . . . . . . . . 75720 4390 15305 1.699 1.949 The year . . . . . . . . . . . . . . . . . . . . . . . ._ . . . . . . . . . . ‚ 150090 1100 16007 1.633 22.352 1911 ‘ ‘ January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' 118660 11440 45401 5.039 5 .810 February . . . . . . . . . . . . . ._ . . . . . . . . . . . . . . . . . . . . . . . I 67815 10525 26804 2.975 3.098 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ .Í 45700 3737 19009 2 . 110 2 . 433 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47500 15310 29098 3 . 214 3 .586 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 22087 _ 5457 9607 1 . 066 1. 229 June ........................................ . 8987 _ 2542 __ 5588 0.615 0.686 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‘ 5840 1160 _1891 0.210 0.242 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' 69100 990 _ _6811 0.756 0.872 september .................................. . . I 78000 5840 22108 2.458 2.787 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 126940 7600 27552 3 .058 3 .526 I _ 10 months . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' 126940 990 19381 2.150 24.219 ALLEGHENY RIVER AT RED HOUSE, N. Y. This station, situated on- Red House Bridge, near the station of the Erie and Penn- sylvania railroads, at Red House, Cattaraugus County, N. Y., was established September 4, 1903, by R. Е. Horton, for the U. S. Geological Survey, and is maintained by the State Engineer of New York. А standard chain gage, measuring 24.16 1001 Ifrom marker to bottom of weight, is fastened to the upstream Side of the bridge, near the middle of the left span. The elevation of 1110 corner of the downstream Sideof 1110 left abutment is' 1340.90. .The ëlevation óf the zero' of the gage is 1319.81. Ä „ .Measurements are taken _from the downstream side of bridge. The initial point for soundings is the left end 01 downstream side of bridge. _ The channel is straight for a distance of 800 feet above and below the station. The bed ofthe streaiŕi 19 of gravel and is permanent.' The Current 19 Well distributedÍ STREA M -FLOW . 97 The right bank is high and does not overflow. The left bank overñows only at Hood The greatest range of gageheights is about 11 feet. The gage is read twice daily by О. А. Gates. The drainage area above the station 18 1,640 square miles. stages. Discharge Measurements of Allegheny Riz/er at Red House, М, У. Date Hydrographer Width âëîzîigxfi Väâääy lgaziglît c1]1)aiÍge 1903 Feet Sq. ft. Fg­61ë61‘ Feet Sec.-ft. Sept. 4 R. E. Horton . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.33 1909 1904 Ap ril 10 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2807 4 .97 8 . 35 14220 July 18 C. О. Covert . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . 1198 0.99 3.68 1188 1905 ‚ Mar. 25 W. B. Freeman . . . . . . . . . . . . . . . . . . . . . . . . . . .. 368 3313 5.88 9.63 19470 Mar. 27 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 368 3412 6.25 9.91 21320 Mar . 28 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 368 3385 6 . 07 9 . 88 20570 Mar . 28 do . . . — . . . . . . . . . . . . . . . . . . . . . . . . . 368 3353 6 . 01 9 . 77 20160 Mar . 29 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 368 3168 5. 65 9 . 34 17930 Mar . 30 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 368 3007 5 . 33 8 . 88 16040 Mar. 31 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 368 2764 4. 73 8 . 24 13060 April 1 do . . . . . . . . _ . . . . . . . . . . . . . . . . . . . . 368 2489 4.09 7 .44 10170 April 1 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 368 2415 3 .89 7 .24 9386 April 2 do . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 368 2286 3 . 51 6 . 77 8029 Ap ril 3 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 368 2045 2 . 94 6 . 11 6015 Ap ril 3 do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 363 2003 " 2. 84 5.98 5681 Ap ril 4 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 363 1867 2 . 40 5 . 58 4484 April 5 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 363 1797 2.32 5.41 4161 July 31 Murphy and Covert . . . . . . . . . . . . . . . . . . . . . .. 362 1214 0.93 3.74 1135 Aug. 26 G. C. Covert . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 357 993 0.45 3.05 446 1906 Ap ril 16 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 370 2250 3 . 49 6 ­ 59 7820 1907 Ap ril 16 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 366 2390 3 . 75 7 . 00 8970 1908 Oct. 20 C. R. Adams . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 355 840 0.17 2.70 145 1909 Aug. 18a C. C. Covert . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 80 103 2.63 2.91 271 a. Wading measurement. Rating Table for Allegheny River at Red House, N. У. Éìaiëät Discharge Hìîgât Discharge Hcézilgât Discharge 1 Hîîgůt Discharge Hefeîëât Discharge Feet See.-ft. Feet Sec.-ft. Feet Sec.­ft. Feet See.-ft. 1 Feet Secfft- 2 . 70 145 4 . 40 2043 6.10 5950 7 .80 11530 1 9 . 50 18790 .80 220 ' .50 2200 .20 6245 .90 11910 д .60 19245 .90 295 .60 2365 .30 6545 8.00 12300 ‘ .70 19705 3 .00 380 д . 70 2540 . 40 6845 . 10 12705 . 80 20170 .10 470 1 . 80 2725 . 50 7150 . 20 13120 . 90 20635 . 20 560 1 . 90 2920 . 60 7460 . 30 13540 10 . 00 21100 .30 655 1 5.00 3130 . 70 7775 . 40 13960 . 20 22045 ‚40 755 1 . 10 3350 . 80 8090 . 50 14380 .40 23025 . 50 866 . . 20 3580 . 90 8410 . 60 14800 . 60 24045 .60 978 1 . 30 3820 7 . 00 8740 . 70 15225 . 80 25105 . 70 1095 1 . 40 4065 . 10 9070 . 80 15660 11 .00 26200 .80 1216 ê . 50 4315 . 20 9400 .90 16100 .20 27320 .90 1341 | .60 4750 .30 9735 9.00 16540 .40 28840 4 . 00 1471 ‚ . 70 4830 . 40 10080 . 10 16985 . 60 29560 .10 1605 1 .80 5100 .50 10430 .20 17430 .80 30880 .20 1745 « .90 5375 .60 10790 .30 17880 12.00 31800 .30 1891 1 6.00 5660 .70 11155 .40 18335 эбеэ \\ к и. `N> \=„. ‚ц/б/ЭН „Awww ...O \\ 2 .vm m._.<|_n_ S Б‘ QSE» Ё?“ З Ё „осевой ...rvq *vœu* o.ì\G bu..\œ$um..Z шюэотбшш .r< имён. ìzm10U._._< œOn_ Ä ~ ыёэо „бшёошб \ ‚Е Loœnmäftm 20.00 :zoo ooo._.._ l ~ \ 8 ;\ ‚та; ч‘ Щ 663 Day QD C»l­4­I.6l\'.ì*­­‘ Jaluuiry (Бар Dis- llh charge Í"ŕ76t See.- ` fl. 4.50 2200 4 ‚50 2200 4.50 2200 4.50 2200 4.50 2200 4.50 2200 4.50 2200 4.50 2200 4.50 2200 4 .50 2200 4.50 2200 4.50 2200 4 . 50 2200 4.60 2365 7.00 8740 9.95 20868 9.40 18335 8.95 16320 8.10 12705 6.90 8410 6.45 6998 6.10 5950 5.40 4065 5.001 3130 Daily Gage Heíglzts and D-isclmrges of fllleg/iveizy River ,Í at Red House, N. 1/., for 1904. February 1)is- charge Gage H t. See» ft 2540 2200 1967 1471 1891 2043 14800 24570 20402 16540 12705 8740 5660 4265 2920 2283 2043 1891 1605 1406 2332 2013 1471 1406 1279 1605 ‘ о . О Ф Gage llt. March Feet `| See.- в. в. .50 .88 ‚00 .2.8 .75 .50 ‚10 .05 .82 .75 .12 .50 .I2 .85 ‚во ‚вз .70 .48 .88 .55 .25 .85 .98 .10 .70 ‚во .20 .25 .88 p_|1._a )-41-I C>"lU3CD©P­­‘CßCÑœO1UlCJ1l­Ãb­P~1‘P~PÃU1U1C3Ób`~lCDOOCD°Qœœœ 1 10. 85 Dis- charge ff. 5950 8230 14380 15140 12300 9668 15443 23530 21570 16763 11606 7933 6009 4315 3396 2823 2365 2505 2540 4190 5320 4443 13330 15880 16452 26760 24570 18790 13120 9568 8346 .. Apńl ÍMay June Gage 1Ns~ Gage lhs- Gage IHS- 111‘. charge Ht. charge Ht. Charge I .Feet SGC# Feet Secß Fwœt See: f1. ft. ft. 7.30 9735 6.30 6545 7.32 9804 8.35 13750 5.90 5375 6.55 7305 7.85 11720 5.55 4443 6.05 5805 7.28 9668 5.25 3700 5.55 4443 6.88 8346 4.98 3088 5.32 3869 6.55 7305 4.82 2764 5.05 3240 6.25 6395 4.60 2365 4.85 2823 6.12 6009 4.48 2169 4.60 2365 7.80: 11530 4.40 2043 4.60 2365 8.32 13624 4.25 1818 4.42 2074 7.78 11455 4.20 1745 4.25 1818 7.50’ 10430 4.12 1633 4.00 1471 7.10 9070 4.05 1538 3.95 1406 6.50, 7150 3.90 1341 3.80 1216 6.001 5660 4.05 1538 3.80 1216 5.501 4315 4.22 1774 3.75 1156 5.70’ 4830 4.15 1675 3.55 922 5.80 5100 4.20 1745 3.50 866 5.65 4700 6.15 6098 3.50 866 5.35` 3943 6.20 6245 3.48 844 5.20 3580 5.72 4884 3.52 888 5.20 3580 5.35 3943 3.62 1001 5.00 3130 5.15 3465 3.80 1216 4.82 2764 5.80 5100 3.65 1037 5.22 3628 5.90 5375 3.48 844 5.35 3943 5.65 ' 4700 3.40 755 5.20 3580 6.60 7460 3.28 636 5.801 5100 6.45 6998 3.20 560 6.30' 6545 5.78 5046 3.20 560 5.651 4700 3.201 . 7 6.70 .nl 7775 .50' 1 10430 560 July August September October November December Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag@ DiS~ IIL eharge 111. charge I1t. charge lit. charge llt- charge 11i- Charge Feet Sec.- Feet! S60.- F661 860.- Feet Бес: Feet Sec.- Feet), See.- ft. ft. ft. jt. ft. 1 ft. 3.25 608 3.32 675 3-45 811 4.50 2200 3.90 1341 3.401 755 3.55 922 3.28 636 3.38 735 4.18 1717 3.85 1279‘ 3.40` 755 3.55 922 3-20 560 3-45 811 4.05 1538 3.80 1216 3.40 755 3.40 755 3.20 560 3.70 1095 4,00 1471 3.72' 1119 3.40 755 3.48 844 3.20 560’ 3.45 811 3.88 1316 3.62 1001 3.90 1341 3.82 1241 3.20 560 3.40’ 755 3,78 1192 3_50» 866 3,35 705 3.90 1341 3.20 560 3.32 675 3.70 1095 3.50 866 3.32 675 3.75 1156 3.12 488 3.30 655 3.70 1095 3.50 866 3.30 655 . 3.60 978 3.10 470 3.22 579 3.80‘ 1216 3.50 866 3.30 655 6.05 5805 3.00 380‘ 3.20 560 4.00 1471 3.50 866 3.35 705 6.00 5660 3.00 380 3.20 560 4.70 2540 3.45 811 3.52 888 5420’ 3580 3.00 380 3.20 560 5.00 3130’ 3.40 755 3.60 978 5.45 4190 3.00 380V 3.12 488 5.10 3350 3.50 866 3.60 978 4.95 3025 3.00 380' 3.10‘ 470 5.00 313О- 3.50‘ 866 3.55 922 4.40 2043 3.00 380 3.10 470 4.70‘ 2540 3.45 811 3.50 866 4.15 D675 3.00 380l 3.10' 470 4.45 2122 3.45 811 3.50 866 3.95« 1406 3.00 380 3.20 560 4.25 1818 3.40 755 3.50 866 3.80 1216 3.00 380‘ 3.25» 608 4.10 1605 3.35 705 3.50 866 3.70 1095 3.00 380 3.22 579 3.95 1406 3.30 655 3.50 866 3.50 866 3.15 515 3.12 488 3.78 1192 3.30“ 655 3.50 866 3.48 844 3.60 978 3.05 425 3.68 1072 3.30 655 3.52 888 3.381 735 4.00 1471 3.00 380 4.15‘ 1675 3.30 655 3.60 978 3.30 655 4.35 1967 3.00 380 5.10 3350 3.30 655 3.62 1001 3.58 956 4.40' 2043 3.05 425 5.10 3350 3.30 655 5.25 3700 3.45 811 4.15 1675 4.20 >1745 4.90 2920 3.30 655 5.75 4965 3.32 675 3.90 1341 4.75 2633 4.60‘ 2365 3.25 608 5.45 4190 3.30 655 3.90 1341 4.70 2540 4.60 2365 3.40 755 6.05 5805 3.30 655 4.00 1471 4.45 2122 4.50 2200 3.30 655 8.05 12503 3.68 1072 3.70 1095 4.151 1675 4.30 1891 3.20 560 6.90 8410 3.65 1037 3.52 888 4.50 2200 4.20 1745 3.25 608 6.20 6245 3.45‘ 811 3.45 811 .... .... 4.00 1471 ... 1 ... 5.45 4190 . 1 OOI Daily Gage Heights and Discharges of Allegheny River at Red House, N. Y., for 1905. January February March April May June July August September October November December Ё v . "" Gage Dis- Gage Dis- Gage Dis- Gage Die- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Die- Gage Dis- Ht. charge Ht. Charge Ht. Charge Ht. charge Ht. Charge Ht. Charge Ht. Charge Ht. charge Ht. Charge Ht. Charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Beet See.- Feet See.- Feet Sec.- Feet Sec.- Feet See.- Feet See.- Feet Sea.- Feet See.- . ft. " . ft. . ft. ~ ft. ft. ft. ft. ft. ft. 1 5. 52 4366 4.50 2200 4.43 2090 7 .35 9908 4.45 2122 3.48 844 3.95 1406 3.81 122 2.95 338 2 .80 220 3 .85 1279 7 .00 874 2 5.76 4992 4.85 2823 4.43 2090 6.45 6998 4.30 1891 3.40 755 4.02 1498 3.58 956 2.95 338 2-80 220 4.10 1605 5.10 3350 3 5.86 5265 4.95 3025 4.43 2090 6.00 5660 4.25 1818 3.30 655 4.08 1578 3.44 799 2.92 312 2.90 295 4.00 1471 6.55 7305 4 4.46 2137 4.75 2633 4.43 2090 5.55 4443 4.18 1717 3.30 655 4.05 1538 3.31 665 2.90 295 3.00 380 4.00 1471 7 .15 9235 5 5.16 3488 4.74 2614 4.43 2090 5.35 3943 4.00 1471 3.30 655 4.60 2365 3.14 506 2.90 295 3.12 488 4.00 1471 6.65 7618 6 5.16 3488 4.69 2523 4.43 2090 5.18 3534 4.00 1471 3.45 811 5.00 3130 3. 11 479 3.00 380 3.15 515 4.80 2725 6.30 6545 7 4.91 2941 4.54 2266 4.43 2090 5.00 3130 4.25 1818 5.20 3580 5.40 4065 3.26 617 3.00 380 3. 10 470 5.00 3130 5.85 5238 8 . . . . . . . . 4.54 2266 4.43 2090 4.85 2823 4.35 1967 5.25 3700 5.85 5238 3 .38 735 3 .00 380 2.88 280 5.00 3130 5.50 4315 9 4 .34 1952 4 . 54 2266 4 . 58 2332 4 . 60 2365 4 . 18 1717 4 . 85 2823 5 . 30 3820 3 . 36 715 2 . 90 295 2 . 80 220 5 . 20 3580I 5 . 25 3'700 10 4.21 1760 4.52 2233 4.83 2784 4.55 2283 4.00 1471 4.35 1967 4.45 2122 3.31 665 2.85 258 2.72 160> 5.20 3580 5.05 3240 11 4.26 1833 4.44 2106 5.02 3174 4.50 2200 3.90 1341 4.45 2122 4.45 2122 3.26 617 2.95 338 2.75 183 4.60 2365 4.85 2823 12 4.26 1833 4.44 2106 5.22 3628 4.65 2453 3.80 1216 4.70 2540 4.85 2823 3.48 844 3.70 1095 3.50 866 4.60 2365 4.75 2633 13 5.06 3262 4.44 2106 5. 17 3511 4.90 2920 3 .80 1216 4.50 2200 5. 10 3350 3 .46 822 3.72 1119 4.50 2200 4.50 2200 4.55 2283 14 5.46 4215 4.44 2106 4.92 2962 4.70 2540 3.80 1216 4.30 1891 5.25 3700 3.61 990 3.58 956 4.25 1818 4.38 2013 4.35 1967 15 5.01 3152 4.39 2028 4.92 2962 4. 60 2365 3.80 1216 4.02 1497 5.20 3580 3.56 933 3.35 705 3.95 1406 4.30 1891 4.15 1675. 16 4.81 2745 4.39 2028 4.92 2962 4.60 2365 3.72 1119 3.92 1367 4.60 2365 3.54 911 3.30 655 3.75 1156 4.30 1891 3.85 1279 17 4.71 2559 4.39 2028 4.92 2962 4.50 2200 3.70 1095 4.40 2043 4.25 1818 3.46 822 3 .30 655 3 .55 922 4.20 1745 3 . 50 866 18 4.64 2435 4.39 2028 6.52 7212 4.50 2200 3.70 I1095 5.25 3700 4.05 1538 3.38 735 3 .50 866 3.40 755 4.20 1745 3 .60 978 19 4.50 2200 4.36 1982 11.42 28552 4.55 2283 3.68 1072 5.50 4315 3.98 1445 3.28 636 3.30 655 . 4.05 1538 4.00 1471 3.85 1279 20 4.37 1997 4.34 1952 11.57 29392 4.85 2823 3.60 978 5.30 3820 3.82 1241 3.21 570 3.20 560 4.60 2365 4.00 1471 3.55 922 21 4.27 1847 4.34 1952 11.67 29952 7 .00 8740 3.60 978 5.60 4570 3.68 1072 3.16 524 3 .20 560 4.90 2920 3. 70 1095 4.10 1605 22 4.23 1789 4.33 1937 11.12 26872 7.65 10973 3.55 922 7.18 9334 3.56 933 3.14 506 3.12 488 5.00 3130 3.45 811 6.40 6845 23 4.15 1675 4.33 1937 9.94 208-21 6.40 6845 3 .50 866 6.90 8410 3.38 _ 735 3.06 434 3 .02 398 5.00 3130 3 .45 811 6.20 6245 24 4.10 1605 4.33 1937 9.64 19429 5.65 4700 3.48 844 6.30 6545 3 .26 617 3.01 389 3.00 380 4.85 2823 3 .45 811 5. 75 4965 25 3.85 1279 4.33 1937 9.64 19429 5.35 3943 3.40 755 5.60 4570 3.51 877 2.96 346 2. 92 312 4.60 2365 3 .65 1037 5.55 4443 26 3 .40 755 4.33 1937 9.70 19705 5 . 12 3396 3.40 755 5.15 3465 3.51 877 2.98 363 2.90 295 4.35 1967 3 .35 705 5 .15 3465 27 3.35 705 4.33 1937 9 .92 20728 4.90 2920 3.40 755 4.85 2823 3.31 665 3.00 380 2.90 295 4. 15 1675 3 .40 755 4.85 2823 28 4.10; 1605 4.41 2059 9.76 19984 4.70 2540 3.58 956 4.45 2122 3.26 617 2.98 363 2.85 258 3.95 1406 3.45 811 4.65 2453 29 4.20* 1745 . . . . . . . . 9.30 17880 4.60 2365 3.50 866 4.25 1818 3.88 1316 2.95 338 2.80 220 3.75 1156 6.40 6845 6.00 5660 30 4.40 2043 8 .80 15660 4.60 2365 3.50 866 4.05 1538 4.16 1689 2.95 338 2.80 220 3 .62 1001 7.30 9735 7 .50 10430 31 4.45 2122 8.15 12913 3.50 866 3.94 1393 2.95 338 3.60 978 6.65 7618 \ January, February and March subject to error on account of ice. IOI Day QOCO'-IGäCJ'lHÄOJE~'Dt-I Daily Gage Heights and Discharges of Allegheny км” at Red House, N. Y., for 1906. January February March April May June July August 1 September October November December l I G8. e DiS- Ga е Dis- Ga е Dis- Ga e Dis- Ga i ~ ' ­ ' ­ ° ~ ° - ' — ’ . ' — charge charge charge charge Häe cll1)a1S'ge Gââe c111)9îIS‘ge G1115: cI]121]1'sge Glîïiäe сайте Glîlïîe c}11);1s'ge Gâîîë cllîaîîge Gâlîe chnallgge Glîllë. Cllïzîîge Feet j Sec.- Feet See.~ Feet See.- Feet Sec.- Feet Seo.- Feet Sec.- Feet See.- Feet Seo.- Feet see.- Feet See@ Feet Sec.- Feet Sec.- jt. ft. ft. ft. ft. ft. jt. ft. ft. ft. ft. jt. 6.20 6245 4.55 2283 3.60 978 7.15 9235 4.25 1818 4.75 2633 3.00 380 3.00 380 3.00 380 4­10 1605 5-25 3700 4.20 1745 5.80 5100 4.35 1967 3.60 978 6.80 8090 4.30 1891 4.45 2122 3.00 380 2.95 338 3.00 380 3.75 1156 4.95 3025 4.30 1891 5.25 3700 4.15 1675 3.65 1037 6.25 6395 5.50 4315 4.25 1818 3.10 470 2.90 295 3.05 425 3.50 866 4.90 2920 4.20 1745 5.70 4830 4.20 1745 4.75 2633 6.10 5951 5.25 3700 4.05 1538 3.10 470 ‘2.90 295 3.40 755 3.50 866 4.90 2920 4.00 1471 6.05 5805 4.00 1471 4.75 2633 6.65 7618 5.35 3943 3.85 1279 3.05 425 3.55 922 3.45 811 3.50 866 4.80 2725 4.05 1538 5.50 4315 3.90 1341 4.25 1818 6.75 7933 5.30 3820 4.15 1675 3.10 470 3.30 655 3.30 655 4.00 1471 4.70 2540 5.60 4570 5.20 3580 3.85 1279 4.20 1745 6.70 7775 4.85 2823 4.10 1605 3.10 470 3.30 ’ 655 3.05 425 6.00 5660 4.45 2122 8.60 14800 4.80 2725 3.80 1216 4.10 1605 6.25 6395 4.75 2633 3.95 1406 3.00 380 3.60 978 3.00 380 5.85 5238 4.25 1818 7.25 9568 4.55 2283 3185 1279 4.00 1471 5.95 5518 4.60 2365 3.80 1216 2.90 295 3.60 978 2.90 295 5.50 4315 4.15 1675 6.45 6998 4.30 1891 3.80I 1216 3.85 1279 6.65 7618 4.80 2725 3.70 1095 2.90 295 3.70 1095 2.80 220 5.25 3700 4.00 1471 6.15 6098 4.55 2283 3.75 1156 3.80 1216 7.10 9070 4.80 2725 3.65 1037 2.90 295 3.80 1216 2.80 220 5.10 3350 4.10 1605 6.90 8410 4.35 1967 3.80 1216 3.80 1216 6.40 6845 4.70 2540 3.55 922 2.90 295 4.00 1471 2.70 145 5.00 3130 4.20 1745 6.40 6845 4.30 1891 3.65 1037 3.70 1095 6.60 7460 4.55 2283 3.40 755 2.85 258 3.75 1156 2.80 220 5.00 3130 4.35 1967 6.55 7305 4.20 1745 3.70 1095 3.60 978 6.45 6998 4.65 2453 3.30 655 2.80 220 3.50 866 3.00 380 5.40 4065 4.20 1745 6.65 7618 4.15 1675 3.75 1156 3.60 978 6.30 6545 4.75 2633 3.30 655 2.80 220 3.40 755 3.00 380 5.15 3465 4.10 1605 8.80 15660 4.55 2283 3.75 1156 3.60 978 6.45 6998 4.50 2200 3.30 655 2.80 220 3.30 655 3.00 380 4.85 2823 4.00 1471 8.80 15660 4.75 2633 3.65 1037 3.50 866 6.35 6695 5.45 4190 3.30 655 2.80 220 3.15 515 2.90 295 4.55 2283 4.05 1538 6.20 6245 4.70 2540 3.50 866 3.50 866 6.00 5660 5.35 3943 3.30 655 2.80 220 3.00 380 2.80 220 4.30 1891 4.75 2633 6.65 7618 4.60 2365 3.50 866 3.40 755 5.55 4443 4.90 2920 3.60 978 2.80. 220 3.10 470 2.80 220 4.20 1745 5.75 4965 6.65 7618 4.60 2365 3.50 866 3.20 560 5.35 3943 4.60 2365 3.45 811 2.85 258 3.10 470 2.80 220 5.00 3130 5.50 4315 6.45 6998 6.50 7150 3.60 978 3.20 560 5.50 4315 4.25 1818 3.40 755 2.90 295 3.90 1341 3.00 380 5.10 3350 6.25 6395 6.45 6998 7.70 11155 3.90 1341 3.20 560 5.10 3350 4.05 1538 3.30 655 2.85 258 4.05 1538 4.00 1471 4.75 2633 6.55 7305 6.45 6998 8.10 12705 3.80 1216 3.10 470 4.70 2540 3.95 1406 3.30 655 2.80 220 3.80 1216 3.75 1156 4.65 2453 5.80 5100 6.45 6998 8.25 13330 3.80 1216 3.00 380 5.80 3820 4.00 1471 3.35 705 2.80 220 3.60 978 3.45 811 4.50 2200 5.35 3943 6.10 5950 7.60 10790 3.70 1095 3.30 655 5.20 3580 4.85 2823 3.20 560 2.80 220 3.55 922 3 .30 655 4.80 2725 5.00 3130 . . . . . . . . 7.00 8740 .3.75 1156 3.40 755 4.85 2823 4.60 2365 3.20 560 2.80 220 3.35 705 3.15 515 5.05 3240 4.75 2633 . . 6.50 7150 3.60 978 5.25 3700 4.80 2725 4.70 2540 3.20 560 2.70 145 3.20 560 3.10 470 4.70 2540 4.50 2200 5.85 5238 3.50 866 8.40 13960 4.70 2540 5.30 3820 3.10 470 2.70 145 3.20 560 3.00 380 4.50 2200 4.60 2365 5.30 3820 . . . . . . . . 7.30 9735 4.50 2200 5.35 3943 3 .10 470 2.80 220 3.20 560 3.00 380 4.95 3025 4.55 2283 4 . 95 3025 6 . 90 8410 4 . 40 2043 5 . 05 3240 3 . 00 380 2 . 80 220 3 .10 47 0 3 . 55 922 4 . 50 2200 4 . 40 2043 4.85 2823 7.75 11343 5.20 3580 3.00 380 3.10 470 5.20 3580 Daily Gage Heights and Disc/larges of Alleglzcizy Riwi' at .Red House, N. Y., for 1907. January February March April May June July August September October November December Q G-age Dis- Gag Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Ht. charge` Ht. charge Ht. charge Ht. charge I-It. charge Ht. charge Ht. charge Ht. charge Ht. I charge Ht. charge Ht. charge Ht. charge Feet' Sec.- Feet Seo.. Feet Sec.- Feet Sec.- [feet Seo.- Feet Son.- Feet See.- [feet 1560.‘ Feet R Sec.- Feet Sec.- Feet Seo.- Feet Sec.- Í ff. ff. . ft- f г. Jr. fz. fi. ft. ft. fl. п. fi. 1 . . . . 1 . . . . 4.25 1818 . . . . . . - 6.40 6845 -5.80 5100 4.40 2043 5.50 4315 3.20 560 2.70 145 3.20 560 3.60 97 3.80 1216 2 } 4.20 1745 3.50 866 5.70 4830 5.6 4570 5.15 3465 5.50 4315 3.20 560 2.70 145 3.10 470 3.60 978 3.80 1216 3 1 4. 20‘ 1745 . . . . ‚ . . 5.30 3820 5.20 3580 6.10 5950 5.30 3820 3.20 560 2.80 220 3.00 380 3.50‘ 866 3. 70 1095 4 ‘ 4.25 1818 .. . . . . . 5.00 3130 6.10 5950 5.50 4315 5. 00 3130 3.20 560 2.80 220 5.00 3130 5.20 3580 3.60 978 5 4.25 1818 . . . . . . . 5.00 3130 6.50 7150 5.40 4065 4.50 2200 З. 10 470 2.90 295 4.50 2200 5.00 3130‘ 3.50 866 6 3 .90 1341 . . . . . 4.80 2725 5.80 5100 6.60 7460 4.30 1891 3 .00 380 2.80 220 3.90 1341 4. 70 2540 3.40 755 7 4.00 1471 . . . 4.60 2365 5.40 4065 6. 30 6545 4.20 1745 3 .00 380 2.80 220 4.90 2920 4.50 2200 3.40 755 8 4.10 1605 . . . . . . . 4.50 2200 6.20 6245 5.50 4315 4.10 1605 3.00 380 2.90 295 5.50 4315 5.40 4065 3.30 655 9 3 . 85 1279‘ 3 . 20 560 4 . 60 2365 6 . 00 5660‘ 5 . 10 3350 3 . 90 1341 3 .00 380 2 . 80 220 5 . 00 3130 5 . 30 3820 3 . 50 866 10 . . . . ‚ . . . . 3. 75 1156 3 . 20 560 4 . 50- 2200 5 . 60 4570 4 . 80 2725 3 . 80 1216 3 . 00 380 2 . 80 220 5. 20 3580 4 . 80 2725 3 . 70 1095 Il 1 3.30 655 4.50 2200 5.30 3820 4.60 2365 3.60 978 2.90 295 3.00 380 5.20’ 3580 4.70 2540 5.00 3130 12’ . а . . . 3 .30 655 4.50 2200 5.10 3350 4.40 2043 5.95 5518 2. 90 295 3.30 655 4.90 2920 4.50’ 2200 5.60 4570 13 . 1 . . 3.70 1095 4.60 2365 4.90 2920 4.20 1745 5.60 4570 2.90 295 3.20 560 4.80 2725 4.30 1891 5.40 4065 14 . 1 . . . 5.55 4443 4.60 2365 4. 60‘ 2365 4.20 1745 4.50 2200 2.90 295 3 .10 470 4. 70 2540 4.20 1745 I5.30 3820‘ 15 ё 7.10 9070 4.50 2200 4.40 2043 4.20 1745 4.10 1605 2.80 220 3.00 380 4.50 2200 3.90 1341 5.20 3580 16 . . . . . . 3 .60 918 7.15 9235 4.40 2043 4.60‘ 2365 3.90 1341 3.90 1341 2.80 220 2.90 295 4. 50 2200 3.80 1216' 4.80 2725 17 5.10 3350 . . . 7.55 10610 4.40 2043 4.70 2540 3.80 1216 3.80 1216 2.80 220 2.90 295 4.80 2725 3.80 1216 4.70‘ 2540 18 4.9.) 302 ‘ 7.80 11530 4.30 1891 4.60 2365 3.70 1095 3.80 1216 2.80 220 2.90 295 4.70 2540 3.70’ 1095 4.30‘ 1891 19 5.30 3820 7 .60 10790 4.20 1745 4.60 2365 3 .70 1095 3.60 978 2.80 220 3.00 380 4.50 2200 3.80 1216 4.20 1745 20 7.10 9070 7.90 11910 4.20 1745 5.50 4315 3.70 1095 3.50 866 2.80 220 3.00 380 4.40 2043 3.70 1095 4.20 1745 21 6.90 8410 7.50’ 10430 4.10 1605 5.60 4570 3.70 1095 3.40 755 2.90 295 3.10 470 5.00 3130 3.70 1095 4.00 1471 22 6.15 6098 . . . . 7 .10 9070 4.00 1471 5.30 3820 3.70 1095 3.40 755 2.80 220 3 .00 380 4-90 2920 3-60 978 4.50 2200 123 5 . 80 5100 3 20 560 7 . 70 11155 3 . 90 1341 5 . 00 3130 4 . 40 2043 3 . 30 655 2 . 80 220 3 . 00 380 4 » 70 2540 3 ‚ 70 1095 5 . 60 4570 24 5 . 25 3700 . . 7 . 70 11155 6.85 8250 4. 70 2540 5. 10‘ 3350 3 .30 655 2 .80 220 3 . 00 380 4-30 1891 3. 70 1095 5. 50 4315 25 5.20 3580 7 .40 10080 7 .30 9735 4.50 2200 5.00 3130 3.30 655 2.80 220 3.00 380 4-00 1471 3.60 978 5.00 3130 26 5 .10 3350 7 .10 9070 7 . 40 10080 4. 40 2043 5 .00 3130 3 . 30 655 2 . 80 220 2 . 90 295 3 . 80 1216 3 . 50 866 4 .80 272.5 27 4.95 3025 7.50 10430 7. 70 11155 5.60 4570 4.60 2365 3.50 866 2.80 220 2.90 295 3-60 978 3.60 978 5.60 4570 28 4.55 2283 8.35 13750 7 .10 9070 5.90 5375 4.30 1891 3.40 755 2.80 220 2.90 295 4-00 1471 3.70 1095 7.90 11910 29 4.50 2200 7 . 95 12105 6 .60 7460 5 . 30 3820 4. 10 1605 3 . 20 560 2 . 70 145 3 . 50 866 3 . 80 1216 3 . 80 1216 7 . 50 10430 30 4.40 2043 . . . . . . . . 7 .35 9908 6.20 6245 4.90 2920 4.20 1745 3.20 560 2.70 145 3.40 755 3.80 1 1216 4.00 1471 7.20 9400 31 4.20 1745 6.80 8090 4.60 2365 3.10 470 2.70 145 . 3.70: 1095 .. 6.80 8090 1)1$011а1‘3е based onidisclîiilìgîi :it Kittanlling, Pa., and SuSqueh21n5:.1~1ï`{»i7\`fAeŕ§ŕ1'M.f1t I)isc11m'ge .Tmmmfy 1-16, 7100 sec.-ft.; February 11-28, 681 sec.-ft.; March 1-13, 477 sec.-ft. 801 Daily Gage Heights and Disc/larges of Alle gheny I\’1'1.'er at Red House, N. Y., for 1908. January 1 February March April May June July August September October November December И __. N д Gage Dis- Gage Dis» Gage Dis- Gage Dis- Gage Dis­ Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Ht. Charge Ilt. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Hf. charge Ht. charge Ht.. charge Ht. charge Feet See.- Feel Seo.- Feet Sec.- Feet Sec. Feet Sec.- Feet See.~ Feet S00.- Feet See.- Fee? See.- Feet See.- 17;( f Fem ft. т‘. ft. ft, ft. ft. ft. ft. fr ff. ft. ff. 6.40 6845 4.00 1471 5.30 3820 8.00 12300 5.10 3350 6.20 6245 3.70 1095 3.50 866 3.00 380 2.70 145 2.70 145 2.70 145 2 6.10 5950 . . . . . . . . . 5.40 4065 7 .60 10790 6.00 5660 6.00 5660 3 .60 978 3 .50 866 3 .00 380 2.80 220 2.70 145 2.70 145 3 5.90 5375 .. .. . . . 5.60 4570 7.40 10080 6.50 7150 5.50 4315 3.60 978 3.50 866 2.90 295 2.80 220 2.70 145 2.70 145 4 5.70 4830 . . . . . . . 6.40 6845 7 .00 8740 6.50 7150 5 .10 3350 4.80 2725 3 ‚50 866 2.90 295 2.80 220 2.70 145 - - - ­ ~ ­ - 5 5.40 4065 . . . . . . . 6.30 6545 6.80 8090 6.30 6545 4.80 2725 4.00 1471 3.40 755 `2.90 295 Q_ 70 145 2,80 220 2. 70 145 6 5. 10 3350 . . . . . . . 6.30 6545 6. 50 7150 6.40 6845 4.60 2365 3.80 1216 3.40 755 2.90 295 2.70 145 2.80 220 . . . . 7 4.80 2725 . . . . . . . . 6 .20 6245 6.30 6545 7 .20 9400 4.50 2200 3 .70 1095 3 .40 755 2.80 220 2 . 70 145 2.80 220 . . 8 4 .60 2365 4 . 20 1745 6.20 6245 6 .40 6845 8 . 10 12705 4. 40 2043 3 .60 978 3 .40 755 2 .80 220 2 . 70 145 2 . 70 145 . . . . . 9 4.50 2200 . . . . . . . . . 6.00 5660 6.40 6845 7.90 11910 4.20 1745 3.40 755 3.40 755 2.80 220 2.70 145 2.70 145 ' . . . . . 1.0 4.50 2200 . . . . . . . . 5.80 5100 6.30 6545 7 .60 10790 4.00 1471 3.30 655 3.30 655 2.80 220 2.70 145 2.70 1.45 . . . . . 1.1 4.40 2043 . . . . . . . . . 5.40 4065 6.30 6545 7 .00 8’740 3.90 1341 3.20 560 3 ‚30 655 2.70 145 2.70 145 2.80 220 . . . . . . 12 5 . 00 3130 . . . . 5 .80 5100 6 .20I 6245 6. 40 6845 3 . 80 1216 3 . 20 560 З .30 655 2.. 70’ 145 2 . 70 145 2 . 80 220 2 . 70 145 13 6.30 6545 . . . . . . . . 6.20 6245 5.00 3130 6.00 5660 3 .60 978 3 . 10 470 3 .30 655 2.70 145 2.70 145 2.80 220 . . . . . . 14 5.70 4830 . . . . . . . . 6.30 6545 4.90 2920 5.604 4570 3 .50 866 3.10 470 3.30 655 2.70 145 2.70 145 2.90 295 . . . 15 5 . 30 3820 10 . 20 22045 7 . 80 11530 4 . 90 2920 5 . 80 5100 5 . 65 4700 3 . 00 380 3 . 20 560 2 . 70 145 2 . 70 145 2 . 80 220 . . . 16 5.00 31.30 10.80 2-5105 11 .20 27320 5.10 3350 6.40 6845 5.50 4315 3.00 380 3.20 560 2.70 145 2.70 145 2.80 220 . . . 17 4.90 2920 9.10 16985 10.00 21100 4.90 2920 6. 60 7460 4.50 2200 3.00 380 4. 10 1605 2.70 145 2. 70 145 2.90 295 . . 18 4.80 2725 8 .90 16100 8.90 16100 4.90 2920 6.40 6845 3.80 1216 3.10 470 4.30 1891 2.70 145 2.70 145 2.90 295 . . . . . . 19 4.70 2540 8.30 13540 8.50 14380 5.30 3820 6.20 6245 3.70 1095 3.10 470 3.90 1341 2.70 145 2.70 145 3.00 380 3.70 1095 20 4. 60 2365 7 . 80 11530 9 . 50 18790 7 .30 9735 6.00 5660 3 . 60 978 3 .00 380 3 . 40 755 2.70 145 2 .70 145 3 .00 380 . . . . . . 21 4.60 2365 7.40 10080 8.50 14380 6.40 6845 6.00 5660 3.50 866 3.50 866 3.30 655 2-.70 145 2.70 145 3.00 380 . . 22 4 . 50 2200 7 . 00 8740 8 .00 12300 6 . 00 5660 5 . 60 4570 3 . 50 866 3 . 80 1216 `3 . 30 655 2 . 70 145 2 . 70 145 3 .00 380 . . 23 4 . 50 2200 6 . 60 7460 7 . 40 10080 5. 90 5375 5 . 40 4065 3 . 80 1216 4 . 00 1471 3 . 30 655 2. 70 145 2 . 70 145 2 . 90 295 . . 24 4.40 2043 6.20 6245 6.90 8410 5.80 5100 5.10 3350 6.25 6395 4.80 2725 3.20 560 2.70 145 2.70 145 2.90 295 . . 25 4.30 1891 5.90 5375 6.50 71.50 5.70 4830 5.00 3130 5.60 4570 5.00 3130 3.20 560 2.70 145 2.70’ 145 2.90 295 . . . . . . . 26 . . . . . . . 5. 70 4830 7 . 20 9400 5 . 50 4315 5 . 20 3580 4 . 50 2200 5 . 70 4830 3 . 20 560 2 .70 145 2 . 70 145 2 .90 295 3 .40 755 27 5.60 4570 7.50 10430 5~30 3820 5­60 4570 4-00 1471 5.00 3130 3.10 470 2.70 145 2.70 145 2.80 '220 3-60 978 28 5.40 4065 8.60 14800 5.20 3580 5.60 4570 3.80 1216 4.50 2200 3.10 470 2.70‘ 145 2-70 145 2.80 220 3.70 1095 29 ` 5.40 4065 8.60 14800 5.10 3350 6.00 5660 3.70 1095 4.10l 1605 3.10 470 2.70 Í 1,45 2-70 145 2-80 220 3-70 1095 30 0.00 10540 5.00 3130 6-00I 5660 3.70 1005 3.801 1210 3.00 380 2.70; 145 2.70 145 2.80 220 3.60 978 :ii . . . . . . . .. .. 8.6014800 6.20 6245 3.00i 078 3.00 380 . k2.70à 145 ‚т‘ 3.80 1216 reports. Discharge Jan. 26«31, 1400 see.-ft., Feb. 1-14, 729 see.­ft., Dec. `4-26, 228 see.-fi:` Discharge during frozen period estimated 011 basis of discharge at Kittaiiuing, Pa., and Susquehanna River dmiliage areas and c1im:1toi0gie.'ll 17012 Day CDc‘í0°\Id5ß’.>l|4>0ûl.\’­>*"“ Daily Gage Heights and Discharges of Allegheny Rt?/er at Red House, N. Y., for 1909. Januaryx February March April May June July August September October November December Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage ADis- Gage Dis- Gage) Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- 1­1L. charge Ht. charge I-It. charge 1-It. charge- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet sec.- Нева‘ Sec.- Feet See.- Feet See.- Feet Sec.- Feet Sec.- Feet Sec.- Feet See.- Feet Seo.- Feet See.- Feet See.- Feet See.- . ft. 1 ft. ft. ft. ft. . . -. ft. ft. . . 3.53 900 4.33-1 1940 7.33 9840 5.33 3890 11.91 31300 4.13 1650 3,93 1380 2,93 320 2,83 242 2,83 242 3,23 588 3,33 685 3.43 788 4.23 1790‘ 7.44 10200 5.13 3420 12.50 34600 3.93 1380 3,84 1250 2,93 320 2,83 242 2,83 242 3,23 58.8 3,33 685 3.33 685 4.1311650 6.96 8.510 4.94 2980 11.38 28300 3.84 1250 3,73 1130 2,93 320 2.83 242 2,73 138 3,13 497 3,23 588 3.43 788 5.43 4140 6.23 6340 5.73 4910 9.86 20500 3.84 1250 3,73 1130 2,83 242 2,83 242 2,73 138 3,13 497 3,23 588 5.93 5460 6.13 6040 5.43 4140 5.53 4390 8.83 15800 3.93 1380 3.63 1010 2.83 242 2.83 242 2,73 168 3,13 497 3.23 588 8.2413200» 8.0212400 4.94 2780 5.43 4140 7.63 10900 5.53 4390 3,63 1010 2,83 242 2,83 242 2,73 168 3,13 497 3,23 588 7 .9212000 7.5210500 4.73 2600 5. 73 4910 6.53 7240 5.83 5180 3 ,53 9-00 2, 83 242 2.73 168 2,73 168 3,03 407 3,01 388 5.98 5460 6.73 7870 4.73 2600 5.92 5460 6.03 5750' 5.43 4140 3,43 788 2,83 242 2 73 168 2,73 168 3,13 497 3.33 685 4.931 3000 5.93 5460 4.64 2420 5.44 4180 5.63 4650 5.23 3650 3.33 685 2.83 242 2 73 168 2,73 168 3,23 588 3.33 685 4.73 2600 5.63 4650 4.94 2'980 6.13 6040 5.23 36-50 5.33 3890 3,33 6.85 2,83 242 2 73 168 2,73 188 3,23 588 3,23 588 4.65 2420 5.63' 4650 61.43 6940‘ 5.53 4390 5.24 3670 5.73 4910 3,23 588 2,83 242 2 73 168 2,93 320 3,43 788 3,43 788 4.54 2250 5.13I 3420 6.33 6640 5.33 3890 5.63 4650 5.33 3890 3,13 497 2,83 242 2 73 168 3,73 1130 3,33 685 3,43 788 4.43 2090 4.94 2980 5.93 5460 5.33 3890 5.43 4140 5.03; 3200 3.03 407 2.83 2412 2 73 168 3,53 900 3.23 588 3.53 900 4.54 2250 4.94 2980 5.63 4650 6.13 6040 5.33 3890 5.13 3420 3.03 407 2.83 242 2.73 168 3,13 497 3,23 588 3,73 1130 4.33 1940 5.43 4140 5.23 3650 6.73 7870 5.23 3650 4.94 2980 2.93 320 2.83 242 2.73 168 2.93 320 3.23 588 ,3.73 1130 4.23 1790 8.1212800 4.94 2980 6.03 5750 5.93 5460 4.73 2600 2.93 320 2.83 242 2 73 168 2,93 320 3,23 588 3,62 1000 4.23 1790 7.5210500~ 4.73 2600 5.53 4390 6.13 6040‘ 4.63 2420 2.83 242 2.93 320 2 73 168 3.03 407 3.33 685 3.44 800 4.07 1510 6.83 8190 4.64 2420 5.43 4140 6.03 5750 4.63 2420 2.83 242 2.93 320 2 73 168 2.93 3.20 3.33 685 3.34 700 4.07 1510 7.13 9170 4.54 2250 5.33 3890 5.73 4910 4.53 2250 2.83 242 2.93 320 2.73 168 3.03 407 3.33 685 3.34 700 3.93 1380 7.33 98.40 4.54 2250 -6.03 5750 5.43 4140 4.53 2250 2.93 320 2.83 242 2.73 168 3,23 588 3,43 788 3.24 600 3.84 1250 6.73 7870 4.43 2090 6.43 6940 5.23 3650 4.73 2600 2.93 320 2.83 242 2.73 168 3.43 788 3.53 900 3.24 600 3.93 1380 6.33 6640 4.33 1940 6.13 6040 4.94 2980 5.13 3420 3.03 407 2.83 242 2.73 168 3.84 1250 3.93 1380 3.13 500 5.73 4910 6.73 7870 4.33 19410 5.83 5180 4.82 2780 5.13 3420 3.13 497 2.83 242 2.73 168 3.73 1130 4.53 2250 3.13 ‘500 7.44 10200 8.79 15600 4.94 2980 5.63 4650 4.54 2250 5.03 3200 3.23 588 2.83 242 2.73 168 3.63 1010 4.43 2090 3.13 500 8.1212800 9.63 19400 7.82 11600 5.33 3890 4.33 1940 5.03 3200 3.13 497 2.83 242 2.73 168 3.63 1010' 4.43 2090 3.13 500 7.23 9500 8.9216200 7.92 12000 5.43 4140 4.23 1790 4.94 2980 3.13 497 2.83 242 2.73 168 3.53 900 3.93 1380 3.13 500 6.73 7870 8.3413700 6.93 8510 5.43 4140 4.07 1510 4.73 2600 3.13 497 2.83 242 2.73 168 3.53 900 3.93 1380 3.07 450 5.93 5460 7.8211600 6.33 6640 5.43 4140 3.93 1380 4.63 2420 3.03 407 2.83 242 2.73 168 3.43 788 3.84 1250 3.02 400 5.43 4140 5.73 4910 5.33 3890 4.23 1790 4.33 1940 3.03 407 2.83 242 2.73 168 3.33 685 3.53 900 3.02 400 4.94 2980 .. 5.63 4650 10.74 24800 4.23 1790 4.13 1650 3.03 407 2.83 242 2.83 242 3.33 685 3.43 788 3.02 400 4.54 2250 5.43 4140 .. 4.13 1650 2.93 320 2.83 242 3.33 685 3.02 400 SOI Day CÖ­'.`lJ`1CDOll»¥äC'~9l\'JP­­' Daily Gage Heights and Discharges of Allegheny River at Red House, N. Y., for 1910. January February March April May June July August September October November December Gage Dis- (lage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage I Dis- Gage Dis- Ht. charge lit. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. cliarge Ht. charge llt. charge Feet Sec.- Feet See.-. Feet See. Feet Sec.- Feet Sec.- Feet See.- Feet See.- Feet Sec.- Feet Sec.- Feet See.- Feet See.- Feet See.- ft. jt. ft. ft. ft. ft. ft. jt. ft. ft. ft. ft. ... 10.30 23600 5.00 3130 7.00 8740 4.50 2200 2.93 320 2.93 320 2.95 337 3.03 405 4.34 1970 5.00 3130 . 13.65 41000 5.00 3130 7.00Ä 8740 4.50 2200 2.93 320 2.93 320 3.05 424 3.03 405 4.40I 2040 4.90 2920 .... .... .... .... 11.40 28400 5.00« 3130 7.50 10400 4.50 2200 2.93 320 2.76 190 3.13 500 3.03 405 4.50 2200 4.85 2822 ... .... .... .... 11.00 26200 4.80 2720 8.00 12300 4.50 2200 2.93 320 2.73 168 3.30 655 2.95 337 4.60 2360 4.60 2365 ... 5.00 3130 10.90 25600 4.50 2200 8.00 12300 4.50 2200 2.93 320 2.70 145 3.80 1200 2.92 306 4.55 2280 4.55 2282 . .. .... 10.30 22600 4.50 2200 7.00 8740 4.50 2200 2.93 320 2.70 145 5.50 4320 3.21 570 4.45 2120 4.40 2043 .... .... .... 10.50 23600 4.50 2200 7.00 8740 4.50 2200 2.93 320 2.70 145 5.62 4620 3.80' 1210 4.25 1820 4.20 1745 ... .... ,... 9.50 18800- 4.50 2200 7.00 8740 4.50 2200 2.93 320 2.70 145 4.80 2720 3.79 1200 4.00 1470 4.10 1605 9.10 17000 4.20 1750 7.00 8740 4.50 2230 2.93 320 2.70 145 4.40 2040 3.58 958 3.90 1340 4.00 1471 9.00 16500 4.00 1470> 6.50 7150 4.00 1470 2.93 320 2.93 320 4.12 1640 3.35 710 4.40 2040 4.00 1471 .... .... 9.00 16500 4.00 1470 6.50 7150 4.00 1470 3.47 825 3.03 405 3.80 1200 3.22 580 5.70 4830 3.95 1406 1 4.50 2200 8.80 15700 4.00 1470 6.00 5660 4.00 1470 3.47 825 3.03 405 3.57 945 3.13 500 5.50 4320 3.95 1406 1 . . . . . . . 8 .00 12300 4.10 1610 6.00 5660 4.00 1470 3 .47 825 2.93 320 3.48 849 2.98 362 4.60 2360 3 .90 1341 ....F .... . 7.40 10100’ 4.10 1610 6.00 5660 4.00 1470 4.00 1470I 2.93 320 3.35 710 2.93 320 4.90 2920 3.90 1341 1 ..... 6.00 5660 3.80 1200 5.50 4320 4.00’ 1470 4.00 1470 2.87 250 3.27 622 2.93 320 4.90 2920 3.90 1341 5.60 4570 3.57 945 5.50 4320 3.47 825 4.00 1470 2.87 250 3.11 481 2.93 320 4.80 2720 3.95 1406 ....ï .... 5.50 4320. 3.57 945 5.00 3130 3.47 ‘825 4.00 1470 2.87 250 3.08 452 2.93 320 4.75 2630' 3.95 1406 ... .... .... 5.50 4320 3.80 1200 4.00 1470 3.47 '825 3.47 825 2.87 250' 3.03 405 2.93 320 4.60 2360 3.95 1406 Q ... 4.50 2200 5.40 4060 3.80 1200 4.00 1470 4.00 1470 3.47 825 2.93 320 3.03 405 2.98 362 4.65 2450 3.95 1406 ....0 .... .... .... 6.00 5660 5.00 3130 4.00I 1470 4.00 1470 3.47 825 2.93 320 2.98 362 2.93 320 4.50 2200 3.95 1406 .... .... .... .... 6.60 7460 6.20 6240 4.00 1470 4.0 1470 3.47 825 2.93 320 2.93 320 2.95 337 4.45 2120 3.95 1406 5.00î 3130 ... .... 7.00 8740 6.40 6840 4.00 1470 3.47 825 3.47 825 2.87 250 2.93 320 2.86 264 4.40 2040 3.95 1406 . . . . . . . . . 7 .00 8740 6 .60 7460 4.00 1470 3.47 825 3.47 825 2.93 320 2.87 250 3.05 405 4.70 2540 3 .95 1406 » ... .. .... 7.10 9070 7.40 10100 4.50 2200 3.47 825 2.97 362 3.13 500 2.94 328 3.19 550 5.35 3940 3.95 1406 ....1 .... .. _... 7.10 9070 8.00 12300 4.50 2200 3.47 825 2.97 362 3.24 600 3.26 622 3.35 710 5.50 4320 3.95 1406 ....1 .... 5.00 3130 7.30 9740 9.20 17400 4.00 1470 2.93 320 2.93 320 3.13 500 3.35 710 3.57 945 5.65 4700 4.00 1471 . . . . 1 8.10 12700 7.30 9740 9.00 16500 4.00 1470 2.93 320 2.93 320 3.13 500 3.43 825 3.79 1200 5.60 4570 4.20 1745 ....‘ .... 9.10 17000 7.20 9400 8.50 14400 4.00 1470 2.93 320 2.93 320 3.13 500 3.35 710 4.10 1610 5.80 5100 4.40 2043 4.50 2200 .... .... 7.20 9400 8.20 13100 4.00 1470 2.93 320 2.97 362 3.13 500 3.24 600 4.34 1970 5.50 4320 4.55 2282 .... .... .... .... 7.00 8740 8.60 14800 4.00 1470 2.93 320 2.97 362 3.08 452 3.19 550 4.34 1970 5.30 3820 6.50 7150 . . . . A . . .. 6.50 7150 .... .... 4.50 2200 .... ... 2.97 _362 2.93 320 .... ... 4.25 1820 .... .... 7.30 9735 106 ALLEGHENY RIVER AT RED HOUSE. Daily Gage Heights and Díselzarges of Allegheny R­i71e1' at Red House, N. Y., .for 1911. January February March April May June July August в Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge FeetL See.- Feet Seo.- Feet See.- Feet I8'‘r>ï< January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5265 705 2459 1 .490 1.660 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3025 1937 2177 1.330 1.480 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29952 2090 10727 6.530 7 .280 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10973 2200 3941 2 .270 2.530 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2122 755 1241 0.755 0.870 .1 une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 9334 655 2905 1.770 1.980 STREAM-FLOW. 107 Esfimefed Monthly Discharge of Allegheny R­z'ï.'er at Red House, N. Y.-(Corzfinued.) Discharge in second-feet Run-olf Month Second­feet Y . -­ - ' . _ De th in .\Iai\1mum Minimum Mean pelnsëlliêaie inlêhes 1905 г’ July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5238 617 1985 1.210 1,400 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1229 338 640 0.390 0 .450 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1119 220 477 0.302 0 . 337 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3130 160 1259 0 .7 72 0.890 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9735 705 2201 1 .340 1 . 500 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10430 866 4276 2 . 600 3 . 000 Т11е year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29952 160 2857 1.730 23.377 19067 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13330 1675 4780 2 . 910 3 . 360 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2283 866 1242 0. 756 0 .790 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13960 380 2458 1 . 500 1 . 730 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9235 2043 5571 3 . 400 3 . 990 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4315 1406 2801 1 .710 1 .970 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2633 380 998 0 . 610 0 . 680 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 470 145 290 0 . 196 0 . 230 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1538 295 770 0 . 474 0 . 550 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1471 145 485 0 .308 0.340 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5660 866 2739 1 .670 1 .920 N cvember . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7305 1471 2863 1 .740 1 .940 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15660 1471 5930 3 .620 4. 170 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15660 145 2577 1 .576 21 .670 19071: January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 9070 17 45 5630 3 . 430 3 . 950 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1818 560 1000 0-010 0-040 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13750 560 6100 3 .720 4. 290 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11155 1341 4027 2 . 460 2 . 740 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7150 2043 3800 ‘2 . 320 2 . 680 J une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7460 1095» 2706 1 . 650 1 . 840 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5518 470 1723 1 . 050 1 . 210 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 560 145 303 0.185 0.210 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 866 145 360 0. 220 О . 250 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4315 380 2156 1 . 320 1 . 520 N overnber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4065 866 1710 1 . 040 1 . 160 December' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11910 655 3294 2 .010 2 . 320 The year . . . . . . . . . . . . . . . . .’ . . . . . . . . . . . . . . . . . . . 13750 145 2734 1 . 668 22.810 1908§ January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6845 1100 3000 1 .830 2 . 110 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25105 500 5890 3 .590 3.870 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 320 3820 10320 6.280 7.240 Ар1’11 ........................................ . . \ 12300 2920 5815 3 . 550 3 ­960 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 12705 3130 6340 3 .870 4.460 June . . . . . . . .V . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . .` 6395 866 2400 1 .460 1 .630 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4830 380 1285 0.787 0.910 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1891 380 743 0 . 453 0 . 520 September . . . . . . . . . . . . . . . . . . .- . . . . . . . . . . . . . . . . . 380 145 191 0. 116 0.130 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220 145 152 0.093 0. 110 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 380 145 241 0. 147 0 . 160 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1216 100 357 0. 218 0. 250 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27320 100 3061 1.866 25.350 108 ALLEGHENY RIVER AT RED HOUSE. Estimated Monthly Discharge of Allegheny River at Red House, N. Y.­(Con1§inued.) Discharge in second-feet Run-oíï Second­feet ­ Month Maximum Minimum Mean peînsícllëxare Igglàìlêslll 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13200 685 4080 2.490 2.870 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19400 1650 8000 4. 880 5 .080 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12000 1940 4960 3 .020 3.480 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24800 2980 5440 - 3.320 3.700 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Y . . . . . . . 34600 ‘1380 7500 4.570 5.270 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5180 1250 2860 1 . 740 1 .940 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1380 242 593 0 ‚362 0 .420 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320 242 257 0.157 0.180 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . —. . . 242 168 185 0.113 0.130 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1250 168 544 0 .332 0.380 November . . ‚ . . . . . . . . . . . . . . . . . . ‚ ‚ . . . . . . . . . . . . . . . 2250 407 877 0.535 0.600 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1130 400 644 0 .393 0.450 Т110 year. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34600 168 3000 1 .830 24.500 1910 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41000 4060 13700 8 .350 9 . 630 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17400 945 5270 3 . 210 3 . 580 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12300 1470 4940 3.010 3.470 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2200 320 1350 0. 823 0 .920 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1470 320 622 0 . 379 0 . 440 August . . . . . . . . . . . . . . . . . . . . . .‚ . . . . . . . . . . . . . . . . . . 600 145 319 0. 195 0.220 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4620 250 1000 0.610 0.680 October .‘ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1970 264 710 0 .433 0.479 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5100 1340 2894 1 .765 1 .969 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9735 1341 2107 1 .321 11523 10 months . . . . .‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41000 145 3291 2.010 22.911 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15660 1471 8473 5 . 167 5.957 February . .Y . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6545 1471 3117 1 .900 1 .979 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12705 1471 4419 2 . 695 3 . 107 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12705 2725 5862 3 .574 3.987 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4065 1036 1975 1 . 204 1.387 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4830 705 1509 0.920 1 .026 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‘l095 220 523 0 .319 0.368 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14800 254 1675 1 .021 1 . 177 *River frozen Jan. 1-23, Nov. 28-Dec. 26. **January, February and March subject to error on account of ice. ­tDecember discharge estimated from Kittanning, Pa. :tDischarge during frozen period, January, February and March, estimated from Kittanning, Pa., and Binghamton, N. Y. ­ §Discharge during frozen period, January, February, March and December, estimated from Kittanning, Pa., and Binghamton, N. Y. KISKIMINETAS RIVER AT AVONMORE, PA. This station, located at the highway bridge leading to the Pennsylvania Railroad station at Avonmore, 21 miles above the mouth, was established June 11, 1907, by the U. S. Geological Survey, and has been maintained since- that time by the Water Sup­­ ply Commission of Pennsylvania. A standard chain gage, 38.32 feet from marker to bottom of weight, is bolted to the downstream handrail in the first span from the right bank. The northwest corner of right masonry bridge seat is 33.267 feet above zero of gage. The initial point for soundings is the left face of downstream masonry guard fence of right bank approach to bridge. The channel is straight for 400 feet above and 3oo.feet below the station. STREAM-FLOW. 109 The right bank is high and rocky, While the left is 10W and liable to overñow. The bed of the river is soft and sandy. The gage is read daily by Ralph Fickes. The extreme range of gage heights is from 34.9 feet, in 1859, to 1.6 feet, in 1908. Т11е drainage area above the station is 1,720 square miles. Disclfzafge Measwements of Kiskiminetas Ri?/ev' at Avonmore, Pa. \ . iwidth 2:02: 3.333. 38.. 1907 Feet Sq, ‘д 1'1;èg.6’^ .Feet S60.-ft. May 29 А. Н. Horton .......................... .. 391 1100 1.62 4.36 1780 Aug. 13 do .......................... . . 312 434 1.46 2.89 635 sept. 11 <16A .......................... .. 416 3550 3.10 10.26 11000 Sept. 12 do .......................... . . 408 3140 2 . 70 9.15 8600 1908 Mar. З K. С . Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 429 5280 3 .65 13 .64 19200 Mar. 3 do .......................... .. 429 4870 3 .49 12.81 17000 Mar. 3 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 424 4760 3 .30 12.35 15700 Mar. 4 d0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 422 3880 2.96 10 .74 11500 Mal'. 4 _ (10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 419 3710 2.83 10.32 10500 Mar. 4 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 418 3580 2 .76 10 .08 9880 Mar. 4 (10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 417 3460 2 .79 9.79 9630 1VIa1‘. 5 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 417 3460 2 .79 9 .85 9660 1\/Iar. 5 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 417 3460 2 .78 9.79 9400 May 11 do .......................... . . 403 2250 2 .33 7.17 5250 May 13 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 398 1810 2.06 6.06 3770 J 111у 23 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 382 508 1 .24 2 .86 628 Aug, 23 R. H. B01Ste1‘ . . . . . . . . . . . . . . . . . . . . . . . . . . . . 384 629 1 .55 3.26 916 Sept. 25 C. E Rydel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 185 199 0.34 1 .61 68 1910 Маг. 2 к. с. Grant ........................... .. 444 6427 4.24 16.70 27224 Rating Table for Kiskímínetas R37/er at А тюптоге, Pa. Gage Dis- Gage Dis~ Gage D1s­ I Gage Dis- Gage Dis- Height Charge Height Charge Height charge Height charge Height charge Feet S60‘­ft­ Feet 560-415- Feet Sec.-ft. Feet Sec.-ft. Feet Sec.­ft. L60 65 4­30 1720 7.00 5000 9.70 9400 14.80 22240 ‚ТО 95 . .40 1820 .10 5140 .80 9595 15. 00 22775 -80 128 ­ 50 1920 .20 5280 .90 9795 .50 24112 - 90 103 ~ 00 2020 .30 5425 10 . 00 10000 16 . 00 25450 2. 00 200 . 70 2130 . 40 5570 . 20 10415 . 50 26775 . 10 240 . 80 2240 . 50 5720 . 40 10845 17 . 00 28100 . 20 282 . 90 2350 . 60 5870 . 60 11290 .50 29425 . 30 326 5 . 00 2460 . 70 6025 . 80 11750 18 . 00 30750 . 40 372 . 10 2580 .80 6180 11 . 00 12230 . 50 32050 .50 . 420 .20 2700 .90 ' 6340 .20 12710 19.00 33350 . 60 470 . 30 2820 8 .00 6500 . 40 ' 13205 . 50 34650 . 70 525 . 40 2940 . 10 6660 . 60 13715 20. 00 35950 . 80 580 . 50 3060 . 20 6820 . 80 14230 21 . 00 38625 . 90 640 ‚ 60 3180 . 30 6980 12 . 00 14750 22 . 00 41300 3 . 00 700 . 70 3305 . 40 7140 . 20 15285 23 . 00 44050 . 10 7.65 . 80 3430 . 50 7300 . 40 15820 24 . 00 46800 . 20 830 . 90 3560 . 60 7490 ` . 60 16355 25 . 00 49650 .30 900 6.00 3690 . 70 7650 .80 16890 26.00 52500 .40 970 . 10 3820 . 80 7810 13 .0 17425 27. 00 55500 . 50 1040 . 20 3950 . 90 7970 . 20 17960 28 . 00 58500 ‚60 1120 .30 4080 9 .00 8140 .40 18495 29 . 00 61620 . 70 1200 . 40 4210 . 10 8305 . 60 19030 30 . 00 64750 .80 1280 . 50 4340 . 20 8475 . 80 19565 31 . 00 67880 .90 1360 .60 4470 .30 8650 . 14.00 20100 . . . . . . . . 4.00 1450 .70 4600 .40 8830 . 20 20625 . . . . . . . . .10 1540 .80 4730 .50 9015 i .40 21170 . . . . . . . . ‚20 1630 .90 4865 .60 9205 ! .60 21705 . . . . . . . . 8 Ё À 3 А 82% 8 ‚м‘ 8 S. SS» 8 een es 2 г 2 882 8 ё ь 2. г Ъсооой .SQ ‚ВАШ 08:0 ...S..\œQoo.`Q .Ozu ‚оно. . .<ñ_ Nm_02ZO>¢„ ._r< ~1w>_œ w<.._..U7_Z_xœ_ï, ~.._Oh._ щ>шЭ0 mûr rOm_û .<._ .ro¢:nw.E._ .zo.wm._zzo... noon... \~\\ ... \\\ а \\ ё к \\‘ mm m._.<|_n_ STREAM­­FLOW. III ‘ Daily Gage Н eíglzts and Discharges of K1'ski1m'1z.etas Rivet' at Avonmore, Pa., for I907. June July August September October November December Day Gag Dis- Gage 1 Dis- Gage Dis- Gag Dis- Gage 1)is~ Gag Dis- Gage Dis- Ht. charge Ht, I charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet »S'efif.- Feet Sec.- Feet Sec.- Feet Sec.- Feet Бес: Feet Sec.- Feet Sec.- ft. ft. ft. ft. ft. ft. ft. 1 . . . . . . . . . . . . 4.60 2020 3.30 900 2.90 640 4.50 1920 3.80 1280 4. 10 1540 2 . . . . . . . . . . . . 4.20 1630 3.20 830 2. 80 580 4.00 1450 3.60 1120 4.00 1450 3 . . . . . . . . . . . . 4.00 1450 3 . 10 765 5. 50 3060 3. 70 1200 7.00 5000 3.90 1360 4 . . . . . . . . . . . . 3.70 1200 2. 90 640 6.40 4210 4.30 1720 9.40 8830 3.80 1280 5 . . . . . . . . . . . . 3.40 970 2.80 580 6.00 3690 6.40 4210 7 .70 6025 3.60 1120 6 . . . . . . . . . . . . 3.20 830 2.90 640 5.00 2460 5.50 3060 6.70 4600 3.30 900 7 . . . . . . . . . . . . 3.20 830 3.50 1040 4.30 1720 4.80 2240 9.90 9795 4.10 1540 8 . . . . . . . . . . . . 4.20 1630 3.30 900 3.80 1280 4.50 1920 11 .00 12230 4.00 1450 9 . . . . . . . . . . . . 3. 60 1120 3 . 40 970 3. 60 1120 6 . 20 3950 8 .60 7490 3. 90 1360 10 . . . . . . . . . . . . . . . . 3.40 970 3.40 970 3.50 1040 5.40 2940 7.50 5720 4.70 2130 11 . . . . . . . 4. 60 2020 4.20 1630 3.60 1120 8.80 7810 4.80 2240 6.40 4210 12.00 14750 12 . . . . . . . 8.10 6660 6. 60 4470 3.10 765 9.00 8140 4.50 1920 6.00 3690 8.70 7650 13 . . . . . . . 7 .30 5425 6.50 4340 2.90 640 6.80 4730 4. 20 1630 5. 40 2940 6.80 4730 14 . . . . . . . 13. 00 17425 5. 30 2820 2.70 525 5.40 2940 4.00 1450 5.00 2460 6.20 3950 15 . . . . . . . 10.80 11750 4.40 1820 2.60 470 4.60 2020 3.70 1200 4.90 2350 6.10 3820 16 . . . . . . . 8.20 6820 3.80 1280 2.50 420 4.10 1540 3.50 1040 4.50 1920 6.70 4600 17 . . . . . . . 6.80 4730 3.60 1120 2.60 470 3.90 1360 3.30 900 4.20 1630 6.00 3690 18 . . . . . . . 6.10 3820 4.50 1920 2.60 470 3. 70 1200 3. 20 830 4. 10 1540 5.80 3430 19 . . . . . . . 5.30 2820 5.00 2460 2.50 420 4.10 1540 3. 10 765 4.20 1630 5.40 2940 20 . . . . . . . 4.90 2350 4.20 1630 2.50 420 4.30 1720 3.00 700 4.90 2350 4.80 2240 21 . . . . . . . 4.60 2020 3.70 1200 2. 50 420 4.00 1450 3.00 700 4.30 1720 4.60 2020 22 . . . . . . . 4.30 1720 3.40 970 2.40 372 4.60 2020 2.90 640 4.20 1630 4.80 2240 23 . . . . . . . 4.00 1450 3. 20 830 2. 60 470 4.80 2240 3.00 700 4. 50 1920 6.50 4340 24 . . . . . . . 4.50 1920 5.80 3430 3. 50 1040 5.00 2460 2. 90 640 4.20 1630 17.50 29425 25; . . . . . . 4.10 1540 4.20 1630 9.20 8475 4.60 2020 2.80 580 4.40 1820 11.50 13460 26 . . . . . . . 4.00 1450 6.00 3690 6.00 3690 4.00 1450 2.80 580 4.30 1720 9.10 8305 27 . . . . . . . 4.10 1540 5.80 3430 4. 50 1920 3 .80 1280 3.00 700 4.40 1820 8.00 6500 28 . . . . . . . 3 .80 1280 4. 20 1630 3 . 80 1280 3 . 50 1040 5 . 40 2940 4 . 50 1920 7. 50 5720 29 . . . . . . . 3.50 1040 3. 60 1120 З. 50 1040 4 .70 2130 6.00 3690 4.60 2020 8.30 6980 30 . . . . . . . 3.7 0 1200 3.30 900 3.30 900 5 .00 2460 4.80 ё 2240 4.20 1630 8.50 7300 31 . . . . . .. 3.10 765 3.10 765 4.20l1630 8.00 6500 ZII Daily Gage Heights and Discharges of Kiskiminetas Rifz/er at Aeonmore, Pa., for 1908. Jzlnuary È, _'_1 ‚—__‚‚ д Gage - Dis- Мг. charge Feet See.- г ft. 1 7.10 5140 2 6.40 4210 3 5.50 3060 4 5.20 2700 5 4.80 2240 6 4.30 1720 7 4.20 1630 8 4.30 1720 9 4.70 2130 10 5.80 3430 11 6.30 4080 12 7.00 5000 13 16.00 25450 14 12.00 14750 15 8.70 7650 16 7.80 6180 17 6.90 4865 18 6.20 3950 19 5.80 3430 20 5.30 2820 21 5.00 2460 22 5.70 2305 23 6.70 4600 24 6.20 3950 25 5.50 3060 26 8.20 6820 27 10.20 10415 28 13.80 19565 29 13.50 18762 30 13.00 17425 31 11.60 13715 а. Мах. 4 Р. November Gage Ht. F667 1. 1. 1. 1. .80 .70 .70 n )_db-lid*-J)_J}-lpdpapdp-|p_|paN[Q[\'J[\'}}­dpA}­¿p_J)_J}_|}­J1-11;-­l|._| I I C I I I D I l O О I I О I I C O C О О I О О 80 80 80 80 Dis~ charge /See.- ft. 128 128 128 128 128 95 95 95 95 95 95 128 128 128 282 200 282 200 128 128 128 128 163 163 163 128 128 128 ~ 128 128 December Gage Dis- 11L charge Feet See.- ft 1.80 128 1.80 128 2.30 326 1.80 128 1.80 128 1.80 128 1.90 163 2.90 640 2.90 640 3.00 700 2.70 525 2.50 420 2.50 420 2.50 420 2.30 326 2.20 282 2.30 326 2.80 580 7.00 5000 5.10 2580 3.80 1280 3.40 970 3.40 I970 3.40 970 2.90 640 2.90 640 3.00 700 2.80 580 2.60 470 2.60 470 2.70 525 February March April May June July August September October Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht, charge Ht. charge Ht. charge Ht. I charge Ht. Charge Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- ft. f t. ft. ft. ft. ft. ft. ft. jt. 11.20 12710 4.70 2130 8.00 6500 6.30 4080 5.60 3180 2.50 420 2.20 282 1.90 163 1.80 128 10.90 11990 12.10 15017 7.40 5570 7.10 5140 5.30 2820 2.50 420 2.30 326 1.90 163 1.80 128 10.60 11290 14.10 20367 7.70 6025 6.50 4340 4.60 2020 2.50 420 2.10 240 1.80 128 1.80 128 10.80 11750 10.70 11515 6.70 4600 6.00 3690 4.20 1630 2.60 470 2.10 240 1.80 128 1.80 128 11.20 12710 9.80 9595 6.30 4080 5.60 3180 3.90 1360 2.60 470 2.20 282 1.70 95 1.80 128 11.20 12710 11.80 14230 8.10 6660 7.40 5570 3.70 1200 2.40 372 2.60 470 1.70 95 1.80 128 11.20 12710 17.80 30220 6.20 3950 9.10 8305 3.50 1040 2.40 372 2.80 580 1.70 95 1.80 128 10.90 11990 14.80 22240 5.80 3430 13.30 18227 3.20 830 2.40 372 2.70 525 1.70 95 1.80 128 10.80 11750 13.80 19565 12.10 15017 10.20 10415 3.20 830 2.40 372 2.60 470 1.70 95 1.80 128 10.40 10845 10.60 11290 9.50 9015 8.60 7490 3.30 900 2.30 326 2.60 470 1.70 95 1.80 128 10.50 11065 9.90 9795 8.90 7970 7.50 5720 4.00 1450 2.20 282 2.30 326 1.70 95 1.80 128 10.80 11750 10.20 10415 8.30 6980 6.70 4600 3.40 970 2.20 282 2.30 326 1.70 95 1.80 128 12.80 16890 10.00 10000 7.60 5870 6.00 3690 3.20 830 2.20 282 2.10 240 1)1.7О 95 1.80 128 14.00 20100 10.80 11750 6.90 4865 5.60 3180 3.00 700 2.20 282 2.10 240 1.70 95 1.70 95 20.30 36752 10.90 11990 6.70 4600 5.50 3060 2.90 640 2.60 470 2.10 240 1.70 95 1.70 95 21.40 39695 13.10 17692 7.20 5280 7.90 6340 3.90 1360 2.60 470 2.00 200 1.70 95 1.70 95 11.8014230 9.80 9595 6.70 4600 8.80 7810 4.00 1450 2.40 372 2.00 200 1.70 95 1.70 95 8.80 7810 10.6011290 5.90 3560 9.00 7970 3.50 1040 2.20 282 2.10 240 1.60 65 1.70 95 7.80 6180 2130.10 65065 12.10 15017 7.20 5280 3.70 1200 2.20 282 2.40 372 1.60 65 1.70 95 6.70 4600 17.90 30425 10.20 10415 13.40 18495 3.20 830 2.20 282 2.40 372 1.60 65 1.70 95 6.00 3690 11.90 14490 7.10 5140.10.10 10205 3.60 1120 2.20 282 2.70 525 1.60 65 1.70 95 5.60 3180 9.60 9205 6.40 4210 8.20 6820 3.70 1200 3.20 830 2.60 470 1.60 65 1.70 95 4.90 2350 8.90 7970 5.90 3560 7.80 6180 3.70 1200 3.10 765 3.30 900 1.60 65 1.70 95 5.20 2700 8.20 6820 5.50 3060 6.90 4865 3.20 830 2.80I 580 2.90 640 1.60 65 1.70 95 5.40 2940 7.70 6025 5.80 3430 6.00 3690 2.90 640 5.70 3305 2.60 470 1.60 65 1.70 95 5.20 2700 6.90 4865 5.50 3060 5.90 3560 3.00 700 4.60 2020 2.30 326 1.60 65 1.70 95 5.60 3180 7.30 5425 5.30 2820 5.30 2820 2.80 580 3.90 1360 2.10 240 1.60 65 1.70 95 4.80 2240 8.10 6660 5.10 2580 5.00 2460 2.70 525 3.20 830 2.00 200 1.70 95 1.70 95 4.00 1450 8.50 7300 4.50 1920 5.50 3060 2.50 420 2.80 580 2.00 200 1.80 128 1.80 128 10.10 10205 4.30 1720 6.60 4470 2.50 420 2.60 470 1.90 163 1.80 128 1.80 128 8.30 6980 5.60 3180 2.40 372 1.90 163 1.80 128 M. 30.8 : 67250 sec.­ft. b. Interpolated. Ice eonditionslprevaìled Jan. 30 to Feb. 14. 811 Daily Gage Heights and Discharges of Kískímínetas Riz/er at Ат/оптоге, Ра.‚ far 1909. J 01111911’ February March April May June July August September October November December й __-- _ 2_1 ai д Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis-- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gag@ DÍS­ НЁ- Charge НЁ- Charge Ht- Charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- ft­ ft- ft. ft. ft. jt. ft, jt. ft. ft. ft. ft. 1 2­60 470 3-70 1200 7­70 6025 6.7088016 180017426 2.86 610 8.46 1006 2.86 610 2.66 446 1,85 146 2.45 396 2.15 261 2 4.10 1540 3­60 1120 020 8475 6.60 8180128016890 8.80 1280 8.10 766 2.60 470 2.25 304 1,85 145 2,45 896 2.16 261 3 4-20 1630 3-80 128011-50 13460 6.60 8060 9.80 9696 8.26 866 2.86 610 2.35 849 2.16 261 1,85 145 2.35 869 2.16 261 4 4.10 1540 4.00 146018.70111-‘297 6.60 80-60 9.80 969.6 8.60 1040 2.80 680 2.20 282 2.06 220 1.86 145 2.35 869 2.06 220 5 3.60 1120 4-10 1540116013460 6.70 8806 8.70 7660 8.66 1080 2.66 446 2.06 220 2.10 240 1,90 163 2.30 326 2.05 220 6 8.70 1200 6.00 8690 8.80 7810 -6.60 8180 7.80 6180 6.06 8766 2.46 896 2.06 220 2.06 220 1.86 146 2.2-6 804 2.06 220 7 6.10 2680 6.60 4840 8-.-00 6600 104010846 7.10 6140 6.60 8180 2.60 420 2.00 200 2.06 220 1.76 111 2.26 804 2.06 220 8 4.00 1450 6.60 3180 7.50 5720 8.80 7810 6.80 4080 4.45 1870 2.35 349 1.96 182 2.06 220 1.7—5 111 2.26 804 2.26 804 9 8.60 1040 4.50 1920 7.60 6720 7.60 6720 6.80 8480 4.80 1720 2.40 872 2.00 200 1.96 182 1.76 111 2.26 804 2.66 460 10 3.50 1040 6.60 8060 8.60 7800 6.90 4866 4.70 2180 6.46 8000 2.26 804 '1.86 145 2.00 200 1.80 128 2.40 872 2.66 460 11 8.60 1040 6.10 3820 8.60 7800 6.208960 6.40 2940 119614620 2.16 261 1.86 145 1.95 182 1.85 145 2.45 396 2.75 666 12 3.70 1200 6.80 2820 7.80 6426 6.80 8480 6.20 2700 9.00 8140 2.20 282 1.90 168 1.96 182 2.15 261 2.46 896 2.76 666 18 8.60 1120 6.60 8060 6.60 4470 6.60 8180 4.70 2180 6.96 4980 2.16 261 1.86 146 1.9-6 182 4.16 1686 2.86 869 2.96 670 14 8.60 1120 6.60 4840 6.80 4080 10.60110-66 4.40 1820 6.60 4840 2.20 282 1.90 168 1.96 182 8.16 796 2.86 869 4.96 2406 16 4.70 2180 7.80 6180 6.80 8480 12.2016286 4.10 1540 6.66 3240 2.25 304 2.05 220 1.90 168 2.60 420 2.20 282 6.16 8886 16 7.80 6180 8.90 7970 6.40 2940 9.80 86-60 4.10 1640 4.96 2406 2.26 804 8.70 1200 2.06- 220 2.66 446 2.26 804 6.26 2760 17 6.20 8960 11.1012280 6.10 2680 7.90 6840 8.801280 4.60 1920 2.30 826 8.70 1200 1.86 145 2.35 869 2.26 804 6.76 4666 18 7.60 6870 7.20 6280 4.90 2860 7.00 6000 8.70 1200 4.46' 1870 2.16 261 8.66 1160 2.06 220 2.16 261 2.26 804 6.06 8766 19 7.00 6000 6.90 4866 4.60 2020 6.80 4080 8.60 1040 4.40 1820 2.10 240 8.10 766 1.96 182 2.16 261 2.26 804 6.96 8626 20 6.40 2940 7.10 5140 6.60 8180 6.80 8480 8.80 900 4.861770 2.06 220 2.86 610 1.90 168 2.80 826 2.80 826 6.46 8000 21 6.00 2460 7.60 6870 6.20 8960 8.10 6660 8.60 1040 8.66 1080 2.06 220 2.66 600 1.86 146 2.46 896 2.26 804 6.46 8000 22 4.90 2860 6.90 4865 5.50 3060 11.5013460 4.60 2020 3.501040 2.00 200 2.60 470 1.86 146 2.46 896 2.26 804 6.46 8000 28 4.80 2240 6.90 4866 6.10 2680 112012710 4.80 1760 8.26 866 2.26 804 2.86 849 1.76 111 2.46 896 2.26 804 6.46 8000 24 8.60 7800 16.70 24670 4.70 2180 9.60 9016 8.40 970 8.60 1120 8.90 1860 2.80 826 2.16 261 8.46 1006 2.26 804 6.66 3120 26 8.20 6820 14.10 20867 6.10 2680 8.60 7490 8.20 8-80 8.26 866 8.16 790 2.16 261 2.10 240 6.20 2700 2.60 420 5.55 8120 26 7.60 5870108011750 8.00 6600 8.40 7140 8.10 766 8.06 782 2.76 666 2.16 261 2.86 869 8.96 1890 2.46 896 6.66 8120 27 6.70 8806 9.20 8476 7.60 6720 8.10 6660 8.10 766 8.10 766 2.60 470 2.20 282 2.15 261 3.45 1005 2.35 869 6.66 8120 28 6.20 2700 8.60 7800 7.80 6426 7.606870 8.20 880 4.66 1970 2.86 849 2.16 261 2.06 220 8.06 780 2.86 869 6.66 8120 29 4.70 2180 6.90 4866 7.60 6870 8.60 1120 4.101640 2.80 826 2.20 282 1.96 182 2.86 610 2.26 804 6.86 2880 80 4.60 1920 6.20 2700 11.0012280 8.80 900 8.961400 2.15 261 2.05 220 1.90 163 2.65 495 2.80 826 6.06 2620 81 4.20 1630 5.10 2580 3.10 765 2.40 372 2.80 826 2.60 470 6.06 2620 114 . o... n... 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January February March April Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge H t. charge Ii t. charge | ъ Feet 8%‘:- Feet Feet 1 же: 1 8.03 д 6548 8.44 7204 6.49 4327 5.97 3651 8 . 69 1 7634 7 . 56 5810 6 . 09 3807 5 . 62 3205 10 . 20 10415 6 . 74 4652 5 .69 3293 5 .74 3350 9 . 33 8704 6 . 51 4353 5 .44 2988 5.94 3612 7 . 28 5396 6 . 56 4418 5 . 08 2456 8 . 62 7522 9.58 9167 5.96 3638’ А 5.26 2772 14.05 20233 10 .08 10164 5 .31 2832 5 . 52 3084 12 .40 15820 6.23 3989 5.34 2868- 4.92 2377 10.52 11110 5. 93 3599 5 .‘ 26 2772 5 .42 2964 9 . 67 7602 5. 73 3342 5 .01 2472 5 . 1/4; 2628 9. 44 8904 8 .06 6596 4 .52 1940 6. 79 4717 8 .37 7092 7.08 5112 4.31 1730 6.62 4496 7.46 5660 12.81 16917 4.81 2251 7.32 5454 6.77 4691 14 .88 22454 5 . 06 2532 7 . 36 5512 6 . 64 4522 15.83 2499’5 8.81 7826 7.08 5112 8.40 7140 11 . 93 14568 8 . 36 7076 6 .24 4002 7 . 67 5978 9.02 8173 7.18 5252 5.54 3108 6.94 4919 7.46 5660 7.86Y 6276 6.04 3742 6.37 4171 6 .'64 4522 9 . 20 8475 6 . 16 3898 5 . 87 3521 5 . 98 3644 8 . 31 6996 7 . 64 5932 6 . 54 3108 5 . 70 3305 7 . 36 5512 7 . 72 6056 7 . 64 5932 6 .18 3924 6 .36 4158 6 . 56 4418 7 . 34 5483 5 . 58 3156 5. 98 3664 6 .419 4327 8 - 53 7343 4. 73 2163 5 .71 3317 6 .24 4002 8 .46 7236 4. 32 1740 5 . 52 3084 5 .64 3230 7 ­ 32 5454 4. 80 2240 6 . 24 4002 5.26 2772 0 ­ 64 4522 6 .06 3768 7 .28 5396 5. 54 3108 6 . 02 3716 8.66 7586 7.51 5735 6.32 4106 5.54 3108 8.78 7778 5.69 3293 5.26 2772 13.76 19458 . . . . 1 5.72 1 3330 5-47 3024 10.93 I 12062 . 6.19 3937 October May June July August September Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Н г. charge H t. charge Ht. charge lit. charge H t. cl\a1‘8`@ КОМ 1 860.- 1 Feet I See.- l«‘e«.’t 1 See. Feet See.- .Feet See.- та‘ See.- ft. ft. ‘ ft. ft. ft. ff- 5­52 3084 3.32 ' 914 3.10 1 765 1I .92 170 7.25 5352 7.60 5870 6.06 3768 3.00 700 2.82 ’ 592 1.90 163 5.40 2940 011.05 12350 5.79 3418 2.86 616 2.68 514 2.12 248 3.74 1232 8.75 7730 5 .12 2604 2 . 74 547 2 . 55 455 2 . 08 232 3. 65 1160 7 . 68 5994 4.75 2185 2.73 542 2.42 382 2.09 236 3.29 893 7.00 5000 4.45 1870 5 .60 3180 2.38 363 2.42 382 3.65 1160 5. 95 3625 4.30 1720 5.54 3108 2.38 363 2.28 317 4.44 1860 8.95 8052 4 .06 1504 4 . 5-9 2009 2 . 72 536 2 .05 220 3 . 82 1296 9 . 08 8222 3.94 1396 3.99 1441 2.60 470 1.95 181 4.12 1558 8.01 6516 3.90 1360 3.54 1072 2.62 481 1.90 163 6.10 3820 6.10 3820 4. 00 1450 3 . 21 837 2 . 34 344 1.85 145 5 . 30 2’820 6.14 3872 3.78 1264 3.61 1128 2.50 420 1.85 145 5.30 2820 6.08 3794 3.55 1080 4.25 1675 2.60 470 1.85 145 4.30 1720 5.60 3180 3.38 956 4.00 ' 1450 2.85 610 1.82 135 3.71 1208 5.02 2484 3.25 865 3.69 1192 2.90 640 1.85 145 €114.05 20234 8.40 7140 3.16 804 3.34 928 2.45 396 1.90 163 16.80 27570 8. 38 7108 3.10 765 3.13 785 2.31 331 1.90 163 10.55 11178 7.40 5570 3.02 713 3. 14 791 2.22 291 2.05 220 8.20 6820 10.46 1.0977 2.88 628 3.19 824 2.15 261 2.00 200 6.70 4600 9.20 8475 2.85 610 3.44 998 2.12 248 1 .90 163 6.20 3950 7 .56 5810 3.00 700 3.04 726 2.15 261 1.92 170 5.38 2916 6.62 4496 3.28 886 2.74 547 2.20 282 1.88 156 6.62 4496 6.01 3703 2.70 525 2.55 445 2.45 396 1.88 156 6.18 3924 5.78 3405 2. 60 470 2.46 401 2.30 326 1.90 163 4.98 2438 5. 72 3330 3 . 10 765 2 .47 405 2 . 32 335 1.98 193 4.48 1900 5 . 28 2796 2.95 670 4.26 1684 2.30 326 2.32 335 4.35 1770 4.58 2000 2.70 525 4.39 1810 2.22 291 2.55 455 4.34 1760 4.34 1760 2.65 492 4.14 1576 2. 10 240 2. 80 580 5.80 3430 4.22 1648 2.55 445 4.31 1730 2.05 220 4.15 1585 6.05 3755 4.05 1495 3.45 1005 3.62 1136 1.98 : 193 8.24 6884 9.28 8615 3. 90 1 1.360 3.52 1 1056 1.95 1 181 6.68 4574 .. . 3.85 1 1320 _Í L71:1xî1V1‘MAY.‘LI., ÍÍ35 13080 зеЁЁгг. 1 116 KISKIMINETAS RIVER АТ AVONMORE. Estimated Monthly Discharge of Kiskinzinetas River at Avonmore, Pa. [Drainage area, 1720 square miles.] Discharge in second-feet Run-off On - . Month Maximum Minimum Mean îiîînîicâìlelâîgt Iäâgltllêsln 1907 June 11-31 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17425 1040 3949 2.296 1 .704 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4470 765 1798 1 .045 1 .204 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3475 372 1107 0.648 0.747 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8140 580 2307 1 .341 1 .496 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4210 580 1687 0.980 1 . 130 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12230 1120 3488 2.028 2.262 December . . . . . . . . . . . . . ._ . . . . . . . . . . . . . . . . . . . . . . . 29425 900 5120 2.977 3 .432 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25450 1630 6781 3 .942 4 . 544 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39695 1450 10826 6.294 6.788 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67250 2130 ' 13877 8.068 9.301 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15017 1720 5516 3 .207 3 .578 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18227 2460 6061 3 . 524 4 . 063 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3180 ’ 420 1131 0. 657 0.757 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3305 282 659 0 .383 0 .441 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 900 163 353 0.205 0.236 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 163 65 93 0 .053 0 .059 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 128 95 112 0.064 0 .074 November . . . . . . . . . . . . . . . . . . . . . . . . А . . . . . . . . . . . . 282 95 139 0.080 0. 089 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5000 128 716 0.416 0 .480 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67250 65 3855 2.241 30.410 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7300 470 2674 1 .554 1 .792 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24670 1120 5952 3.460 3 .603 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19297 2020 5601 3 .256 3. 754 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15285 3060 6661 3 .873 4 . 321 Мау . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17425 765 3579 2.080 2.398 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14620 510 2491 1 .448 1.616 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1360 200 426 0.248 0.286 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1200 ' 145 393 0 .228 0.263 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 445 111 214 0.124 0.138 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2700 111 509 0.296 0 . 341 November. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 396 282 338 0 . 191 0 . 213 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4665 220 1976 1 . 149 1 . 324 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24670 111 2568 1 .492 20.049 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35820 2500 10105 5.875 6.773 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45837 2295 12090 7.028 7 .310 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31400 1217 6835 3.979 4.587 April.Y . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15151 514 2708 1 .574 1 .756 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 3703 1040 1838 1 . 068 1 .231 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10625 942 2927 1 ,702 1 ,899 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4145 200 722 0,420 0 ‚484 August. . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 470 145 208 0.121 0.139 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3120 145 726 0,424 0,471 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 497 170 242 0, 141 0 , 163 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1740 240 405 0,235 0 ,262 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19832 830 2826 1,642 1 ‚893 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45837 145 3469 2,017 26,968 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ . . . . . . . 24995 1740 8026 4.666 5 . 379 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8475 1730 4866 2 .829 2 .946 March . . . . . . . . . . . ._ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6056 2456 3682 2, 141 2 ‚468 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20233 2772 6147 3,574 3 ,987 Мау . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3768 445 1271 0,739 0,852 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3180 401 1173 0,678 0,756 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765 181 387 0,225 0,259 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6884 135 619 0 359 0,414 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34650 893 4640 2, 698 3 ,010 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13080 1320 4932 2,867 3 ,305 s'1REAM­FLow. ' 1 17 LOYALHANNA CREEK AT NEW ALEXANDRIA, PA. This station, situated at the steel highway bridge, about 2 miles below“ New Alex- andria, Westmoreland County, Pa., was established October 7, 1910, Ьу H. P. Drake, for the Flood Commission. А 0113111 gage, measuring 24.o8 feet from marker to bottom of weight, was orig- inally installed at this station. 011 November 28,’ 1910, a new gage was installed to replace the original one, which had been stolen. The length of chain from marker to bottom of weight is 24.19 feet. The elevation of zero of the gage is 909.34. The bridge seat, west side of north abutment, has an elevation of 932.89. The top; of downstream handrail, 98 feet from the left bank, and 4.5 feet to the left of the sec- ond lateral strut from the right bank, is 28.01 feet above the surface of water when the gage reads zero. The channel is straight for about 100 feet above and 1,000 feet below the station. The bed of the creek at this point is, for the most part, solid rock, and is permanent. The right bank is high and does not overflow. The left bank will overñow at a gage height of about 10 feet. The range of gage heights is about 12 feet. The gage is read once daily by Frank Hollis. The drainage area above the station is 256 square miles. Diseharge M easurernerzts of Loyalhamza Creek at N etc' Alexandria, Pa. Dat@ Hydrogfaphef - Width Éëâiiâri vìigìiiy Hîiggů cilìiîèe 1910 Feet Sq. ft. Ftéelêßf Feet sec.-ft. (Det. 63’ 11. Ей I)rake . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 27 17 1.00 1.38 17 110V; 29 do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 120 366 1.44 3.00 527 Nov. 29 J . T . Sykes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 120 357 1.43 2 . 92 509 110V. 30 II. Ik I)rake . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 110 295 0.92 2.45 272 1300. 30 J. ЁГ. Sykes . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 146 772 3.90 6.03 3011 I)ec. 30 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 146 727 3.72 5.71 2702 1)0с. 30 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 144 690 3.78 5.53 2612 1911 Jan. 17 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 585 3.07 4.74 1798 Liar. 3 II. ЕЕ I)rake . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 119 352 1.19 2.74 418 3 . Wading measurement. Rating Table for Loyalliarma Creek at New Alexandria, Pa. Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- _Height charge Height charge Height charge Height charge Height charge Feet S6c.­ft. Feet . Sec.-ft. Feet Sec.-ft. Feet Sec.­ft. Feet Sec.­ft. 1.30 15 2.50 290 ‚ 3.70 1015 4.90 1985 6.10 3100 .40 20 .60 335 .80 1090 5.00 2070 .20 3200 .50 25 .70 385 .90 1170 .10 2155 .30 3305 .60 40 .80 435 4.00 1250 .20 2245 .40 3410 .70 60 .90 490 .10 1330 .30 2335 .50 3520 .80° 80 3.00 545 .20 1410 .40 2425 .60 3635 .90 100 .10 605 .30 1490 .50 2515 .70 3750 2.00 125 .20 665 .40 1570 .60 2610 .80 3865 .10 155 .30 730 .50 1650 .70 2705 .90 3980 .20 185 .40 800 .60 1730 .80 2800 7.00 4100 .30 220 .50 870 .70 1815 .90 2900 .... .... .40 255 .60 940 .80 1900 6.00 3000 .... 118 LOYALHANNA CREEK AT NEW ALEXANDRIA. PLATE 96 Day о I Q О 0 о I с Q . U I n I ~ o Q I I о I o n ¢ I D о О ’ U Q I О с I October G age Dis- Ht charge Feet Sca» ft. 1.38 19 1.38 19 1.38 19 1.38 19 1.38 19 1.38 19 1.38 19 1.38 19 1.38 19 1.38 19 1\’ovembe1' December Gage Dis- Gage Dis- Ht. charge Ht. charge Feet Sec.- Feet S ec.- ft. ft. 1.46 23 2.10~ 155 1.46 23 2.00 125 1.46 23 2.00 125 1.46 23 2.00 125 1.46 23 2.00 125 1.46 23 2.10 155 1.56 28 1.70 60 1.56 28 1.69 58 1.66 52 1.69 58 1.76 72 1.79 78 1.75 70 1.79 78 1.75 70 1.79 78 1.75 70 1.79 78 1.75 70 1.79 78 1.85! 90 1.89 98 1.85% 90 1.89 98 Daily Gage Heights and Disclzarges of Loyalltamta Creek at New Alexandria, Pa., for. 1910. October November December Day ч Gag Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sec.- Feet Sec.- ft. ft. Í t. 17 . . . . . .. 1.38 19 1.75 70 1.79 78 18 . . . . . .. 1.38 19 1.75 70 1.79 78 19 . . . . . .. 1.38 19 1.75 70 1.79 78 20 . . . . . .. 1.38 19 1.85 90 1.79 78 21 . . . . . .. 1.36 18 1.85 90 1.79 78 22 . . . . . .. 1.36 18 1.80 80 1.79 78 23 . . . . . .. 2.16 173 1.65 50 1.89 98 24 . . . . . .. 2.16 173 1.65 50 1.89 98 25 . . . . . .. 1.66 52 1.95 112 1.89 98 26 . . . . . .. 1.66 52 2.05 140 1.99 123 27 . . . . . .. 1.56 28 2.05 140 1.99 123 28 . . . . . .. 1.66 52 2.15 170 2.29 217 29 . . . . . .. 1.66 52 3.00 545 6.49 3419 `30 . . . . . .. 1.66 52 2.45 272 5.99 2900 31 . . . . . .. 1.46 23 ,... ... 3.89 1090 STREA M­FLOW . I I9 Daily Gage Heights and Dísclmïges of Loyalhanna Creek at New А1е‚1’аиа71’—[а‚ Pa., for 1911. January March April May June July August Day _W ."`"" ` 7 7 _ "Г ф” " “’—" Щ ` “ М " Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- à Ht. charge Ht. charge IIt. charge Ht. 'charge Ht. charge Ht. charge Ht. charge I . Feet See.- Feet Seo.- Feet See.- Р eet Sec.- Feet See.- Feet »S'ec­.- Бес! See.- ft. je. ft. ft. ft ft. jv'. 1 . . . . . . 2.88 479 2.80 435 2.70 385 2. 70 385 2.00 125 2.10 155 1 .40 20 2 . . . . .. 2.88 479 a2.80 435 2.70 385 3.20 665 2.00 125 2.10 155 1.50 25 3 . . . . . . 2. 78 425 2.70 385 2.60 335 2 .80 435 1.90 100 1 .80 80 1 .70 60 4 . . . . .. 2. 78 425 2.70 385 2 . 70 385 60 335 1.70 60 1.80 80 1 .60 40 5 . . . . .. 2 . 78 425 2.50 290 4. 20 1410 2 . 60 335 1.90 100 1.80 80 1 .80 80 6 . . . . . . 2. 68 375 2.60 335 4.70 1815 2.40 255 2.50 290 1. 70 60 1 .50 25 7 . . . . . . 2 . 68 375 2. 90 490 4. 40 1570 2 .40 255 2 .40 255 1. 60 40 1 .50 25 8 ..... . . 2. 68 375 2 . 60 335 4.10 1330 2 . 30 220 2 .20 185 2. 20 185 1 . 50 25 9 . . . . . . 2.68 375 2.80 435 4.20 1410 2.30 220 2.10 155 1.80 80 1.40 20 10 . . . . . . 2.78 425 2.90 495 4.00 1250 2.30 220 2 .10 155 1.60 40 1.30 15 11 . . . . .. 2.78 425 3.10 605 3.70 1015 2.70 385 2.00 125 1.60 40 1.40 20 1.. . . . . . . 2.88 479 3.10 605 3.30 730 2.40 255 2.30 220 1.90 100 1.30 15 13 . . . . . . 2. 88 479 3 .00 545 3 . 10 605 2 .20 185 2 .О0 125 3.50 870 1 .30 15 14 . . . . . . 2.98 535 3.00 545 2.90 490 2.20 185 2 .00 125 2.30 220 1.50 25 15 . . . . .. 5.98 2980 2.90 490 3.50 870 2. 10 155 2.00 125 2.30 220 1.60 40 16 . . . . . . 3. 98 1234 2.70 385 3.10 605 2 . 10 155 1.90 100 1.90 100 1.60 40 17 . . . . . . a3 . 58 926 2 . 50 290 2 . 90 490 2 . 10 155 1. 90 100 1.80 80 1 .60 40 18 . . . . . . a3 . 28 716 2 . 80 435 2 . 80 435 2 . 10 155 2 .00 125 1. 80 80 1. 60 40 19 . . . . .. 212.98 535 2.70 385 2.70 385 2 .О0 125 2.00 125 1.70 60 1 . 60 40 20 . . . . . . a2 . 78 425 3 . 50 870 2 . 90I 490 2 . 00 125 1.90 100 1 . 60 40 1 . 50 25 21 . . . . . . 8.2.58 326 3.10 605 3 . 10 605 2 .20 185 1.70 60 1.60 40 1 .50 25 22 . . . . .. 212.38 213 2.80 435 3.70 1015 2.10 155 1.70 60 1.70 60 1.40 20 23 . . . . . . 212.18 179 3.00 545 4.00 1250 1.90 100 1.60 40 2.00 125 1 .30 15 24 . . . . .. 1.98 120 2.70 385 3.40 800 2 .О0 125 1.60 40 1.90 100 1.30 15 25 . . . . . . 3 .08 593 2 . 60 335 3 . 20 665 2 . 00 125 1. 60 40 2. 00 125 1 .50 25 26 . . . . . . 3.08 593 2.50 290 3.00 545 2 .00 125 3 .50 870 1 .90 100 1 .70 60 27 . . . . .. 3.08 593 2. 70 385 2. 80 435 1.90 100 3 .40 800 1.60 40 2.10 155 28 . . . . . . 3 . 18 653 2. 50 290 2. 60 335 1 .80 80 3 .00 545 1. 60 40 1 .70 60 29 . . . . . . 3.18 653 2.50 290 2. 60 335 1 .80 80 2 .70 385 1 .50 25 2.20 185 30 . . . . . . 3.18 653 2.60 335 2.90 490 2.10 155 2 .30 220 1 .50 25 3.30 730 31 . . . . .. 1.70 72 2.80 435 2.00; 125 1 1.40 20 3.00 545 I _ a. Estimated. Note.-N 0 gage readings during February. Est’z`71zated Àfoffzthly Dísclzarge of Loyfzllzczmza С 7'eek at New А 1ехапдг1а, Pa. [Drainage area, 256 square mi1es.] Discharge in second-feet Run-oñ’ MOHÚ1 _ _ _ Il Second­feeL Depth in Maximum Minimum Mean pernîâiâare inches 1910 October 7-31 . . . . . . . . .` . . . . . . . . . . . . . . . . . . . . . . . . .. 173 18 38 0.148 0.171 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 545 23 91 0.356 0.397 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3419 58 329 1.285 1.481 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2980 72 567 2.214 2.552 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 870 290 436 1.703 1 .963 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1815 335 762 2.977 3.322 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 665 80 212 0.828 0.955 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 870 40 163 0.637 0.710 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 870 20 112 0.438 0.505 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 730 15 79 0.309 0.356 I 20 STREAM­FLOW. BLACK LICK CREEK AT BLACK LICK, PA. This station, situated on the steel highway bridge, И mile from the railroad station at Black Lick, Indiana Co., Pa., was established August 16, 1904, by the U. S. Geologi- cal Survey, discontinued july 15, 1906, and reëstablished January 8, 1907, by the Water Supply Commission of Pennsylvania. It is located 10 miles above the junction of Black Lick Creek and the Kiskiminetas River and one mile below Two Lick Creek. A standard chain gage, measuring 20.16 feet from marker to bottom of weight, is attached to the upstream handrail of the bridge. The upper edge of horizontal cross- plate at elevation `of guard rail on upstream side of bridge, 4.3 feet from initial point for soundings, is 14.43 feet above zero of gage. A bench mark on the heads of four spikes driven into the root of a large maple tree on the left bank, 45 feet from the edge of low water and about 190 feet upstream from the bridge, is 12.96 feet above zero of gage Measurements are taken from upstream side of bridge at ordinary stages, from coal tipple M mile above bridge at extreme high stages and by wading above bridge at lowest stages. The initial point for soundings is the first angle post on upstream hand rail, at left bank. The channel is straight for a distance of 2,000 feet above and 250 feet below the station. The bed is of gravel, sand and boulders, and is fairly permanent. The right bank is not subject to overflow, but the left bank overflows at a gage height of 11.5 feet. The greatest range of gage heights is about 13 feet. The gage is read twice daily by D. I. Walling.4 The drainage area above the station is 386 square miles. ­ Discharge Measurements of Black Lick C reek at Black Lick, Pa. Date Hydrographer Width 35551511 Vâlgâinty Hîîgglît clliaíisrge F 1904 #A _ C ‘_’ Feet Sq. jt. Fstècper Feet Sec.~ft. Aug. 12 R. J. Taylor . . . . . . . . . . . . . . 205 242 6,26 2_02 63 Sept. 20 E. G. Murphy . . . . . . . . . . . . . . 130 61 0.74 1.94 45 Sept. 30 N. 0. Grover . . . . . . . . . . . . . . 100 37 0.62 1.84 23 1905 Mar. 14a do . . . . . . . . . . . . . . 183 413 4.17 4.49 1724 Маг. 24а do . . . . . . . . . . . . . . 187 473 4.45 4.90 2108 Apr. 12a A H. Horton . . . . . . . . . . . . . . 188 558 4,33 5,45 2416 A-pr. 15a do . . . . . . . . . . . . . . 175 304 3.42 3.86 1040 June 3a R. M. Packard . . . . . . . . . . . . . 156 153 1.49 2.80 228 Sept. 1a E. C. Murphy . . . . . . . . . . . . . . 140 104 1.23 2.36 128 Sept. la L. О. Murphy . . . . . . . . . . . . . . 150 118 1.11 2,35 131 Nov. 2 E. C. Murphy . . . . . . . . . . . . . . 199 543 0.93 3 36 507 1906 May 23 Robert Follansbee . . . . . . . . . . . . 210 373 0.32 2.40 118 1907 May 27 R J. Taylor . . . . . . . . . . . . . . 201 524 0.64 3.04 336 Aug. 14 H D. Padget . . . . . . . . . . . . . . 98 177 0.27 2.22 47 Sept. 12 A H. Horton . . . . . . . . . . . . . . 207 776 1.66 A4.35 1290 1908 May 11 K. C. Grant . . . . . . . . . . . . . . 205 759 1.52 4.23 1150 July 24 do . . . . . . . . . . . . . . 199 609 ‘ 0.87 3.41 529 Aug. 22a R H. Bolster . .‚ . . . . . . . . . . . . 100 80 0.45 2.09 36 Sept. 24b C E. Ryder . . . . . . . . . . . . . . 28, 33 0.20 1.89 7 1910 Mar. 1 l K. C. Grant . . . . . . . . . . . . . . 208 1499 4.79 7.94 7175 l l I a. Measurement made from coal tipple. b. Wading measurement. PLATE 97 м /ŕ ,U /20 Ч Gage He/ghŕ In Feet“ 6 5* / F1005 :oMM|, д: Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis~ Gage Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge I-It. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- ft. ft. ' д ft. ft- ft- ft. ft. ‘. ft. ft. ft. 1 ________ —.. 3.50 580 3.25 441 3.75 780 3.50 580 2.85 259 3.45 552 2.35 105 2.10 43 3.45 552 3.10 364 2.90 278 _ 2 ________ __ 3.45 552 4.50 1475 3.55 620 3.40 524 4.15 1130 3.20 414 2.35 105 2.50 146 3.15 389 3.30 468 2.90 278 3 _...___ _-___ 4.25 1220 4.40 1370 3.40 524 3.25 441 3.60 660 3.00 320 2.30 93 3.60 660 3.00 320 5.25 2340 2.80 241 4 ________ __ 3.90 905 3.85 860 3.45 552 3.75 780 3.35 498 2.85 259 2.35 105 3.50 580 4.60 1580 4.95 1970 2.80 241 5 ________ __ 3.65 700 3.70 740 3.50 580 3.85 865 3.55 620 2.70 208 2.30 93 3.15 389 4.80 1800 4.45 1420 2.80 241 6 _-___ _-___ 3.55 629 3.65 700 3.35 498 3.70 740 3.70 740 2.65 192 2.45 132 2.95 299 4.00 995 4.20 1175 2.70 208 7 ________ __ 3.95 950 3.40 524 3.20 414 3.80 820 3.55 620 2.95 299 2.55 161 2.75 224 3.60 660 5.75 3025 2.70 208 8 4.65 1635 4.85 1855 3.55 620 3.30 468 3.70 740 3.35 498 3.10 364 2.40 118 2.60 177 4.30 1270 4.95 1970 2.70 208 9 4.95 1970 4.70 1690 3.40 524 3.35 498 4.25 1220 3.15 389 2,75 224 2.30 93 2.55 161 4,30 1270 4,65 1635 2,75 224 10 4.80 1800 4.70 1690 3.45 552 3.40 524 4.35 1320 3.00 320 2.70 208 2.50 146 2.65 192 3.80 820 4.25 1220 4.35 1320 11 4.40 1370 4.65 1635 3.45 552 3.30 468 4.10 1085 3.25 441 2.65 192 2.45 132 4.80 1800 3‚55 620 3,95 950 5,40 2540 12 6.10 2590 4.60 1580 3.65 700 3.35 498 3.75 780 4.60 1580 3.10 364 2.35 105 4.60 1580 3.60 660 3.70 740 4.40 1370 13 6.10 3590 4.60 1580 12.00 15775 3.45 552 3.65 700 4.15 1130 3.10 364 2.30 93 3.65 700 3.45 552 3.45 552 3.85 860 14 8.40 8050 4.60 1580 13.20 19615 3.55 620 3.45 552 5.90 3'255 2.75 224 2.25 80 3.25 441 3.15 389 3.35 498 3.85 ‚ 860 15 7.10 5450 4.60 1580 8.00 7250 3.50 580 3.35 498 4.75 1745 2.60 177 2.20 68 3.05 342 3.00 320 3.15 389 3.90 905 16 5.85 3175 4.60 1580 5.95 3335 3.85 860 3.40 524 4.20 1175 2.50 146 2.20 68 2.85 259 2.95 299 3.05 342 3.75 780 17 5.20 2280 4.35 1320 5.40 2540 3.90 905 3.30 468 3.80 820 2.55 161 2.20 68 2.85 259 2.85 259 3.00 320 3.55 620 18 4.80 1800 4.05 1040 5.65 2880 3.70 740 3.15 389 3.55 620 2.65 192 2.20 68 2.95 299 2.80 241 3.00 320 3.50 580 19 9.40 10095 3.95 950 6.20 3760 3.65 700 3.10 364 3.35 498 2.60 177 2.15 55 3.25 441 2.70 208 3.20 414 3.35 498 20 8.10 7450 4.25 1220 9.00 9275 3.60 660 3.05 342 3.25 -441 2.50 146 2.10 43 3.25 441 2.70 208 3.10 364 3.15 389 21 5.85 3175 4.05 1040 6.10 3590 3.60 660 2.95 299 3.15 389 2.45 132 2.15 55 3.25 441 2.75 224 3.10 364 3.05 342 22 4.80 1800 3.75 780 5.05 2090 3.50 580 2.90 278 3.00 320 2.40’ 118 2.15 55 3.70 740 2.70 208 3.10 364 3.05 342 23 4.15 1130 3.60 660 4.60 1580 3.40 524 2.80 241 3.30 468 2.35 105 2.15 55 3.55 620 2.60 177 3.00 320 6.60 4480 24 3.70 740 3.50 580 4.20 1175 4.40 1370 2.80 241 3.00 320 2.35 105 2.45 132 3.55 620 2.60 177 3.00 320 7.25 5750 25 4.05 1040 3.40 524 3.95 950 4.10 1085 2.80 241 2.90 278 2.50 146 2.65 192 3.30 468 2.60 177 3.00 320 5.45 2605 26 3.80 820 3.45 552 3.85 860 3.90 905 2.95 299 2.90 278 2.85 259 2.45 132 3.05 342 2.50 146 3.00 320 4.75 1745 27 3.35 498 3.35 498 5.15 2215 3.75 780 3.05 342 3.00 320 2.95 299 2.30 93 2.90 278 2.80 241 3.00 320 4.35 1320 28 3.65 700 3.55 620 5.00 2030 3.55 620 3.05 342 2.85 259 2.75 224 2.25 80 2.85 259 4.60 1580 2.95 299 4.55 1525 29 3.95 950 ________ __ 4.65 1635 3.45 552 2.85 259 2.75 224 2.55 161 2.20 68 3.65 700 3.95 950 2.90 278 4.85 1855 30 3.80 820 ________ __ 4.30 1270 3.40 524 2.75 224 3.55 620 2.40 118 2.20 68 3 80 820 3.50 580 2.90 278 4.40 1370 31 3.60 660 ________ —— 3.95 950 ____ __.—__ 2.70 208 ____ _-___ 2.35 105 2.15 55 ____ ___—— 3.25 441 ____ _-___ 4.30 1270 Ser Daily Gage Heights and Discharges of Black Lick Creek at Black Lick, Pa., for 1908. January February March April May June July August September October November December Ь; N д Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. Charge [eet Sec.- Feet See.- Feet Seo.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet Seo.- Feet See.- Feet Sec.- Feet Sec.- Feet See.- ft. . ft. ft. ft. '. ft. . ft. . ft . ‚ 1 3.95 950 3.25 441 .3.60 660 4.35 1320 4.35 1320 3.55 620 2.40 118 2.30 93 2.08 39 2.08 39 2‚.08 39 2.08 39 2 3.75 780 a4.45 1420 6.90 5050 4.25 1220 4.15 1130 3.35 498 2.45 132 2.30 93 2.08 39 2.08 39 2.08 39 2.08 39 3 3.55 620 4.60 1580 6.20 3761 4.10 1085 4.40 1370 3.15 389 2.50 146 2.30 93 2.08 39 2.08 39 1.98 20 1.98 20 4 3.40 524 4.75 1745 5.35 2470 3.85 860 4.05 1040 3.00 320 2.50 146 2.30 93 2.08 39 2.08 39 2.03 29 2.03 29 5 3.75 780 4.35 1320 5.05 2090 3.70 740 4.15 1130 2.90 278 2.50 146 2.20 68 2.08 39 2.03 29 2.08 39 2.08 39 6 3.35 498 4.00 995 8.35 7950 3.80 820 4.55 1525 2.80 241 2.35 105 2.40 118 1.98 20 1.98 20 2.08 39 2.08 39 7 3.30 468 3.65 700 9.15 9580 3.75 780 5.85 3175 2.70 208 2.40 118 2.55 161 1.98 20 1.98 20 2.08 39 2.30 93 8 3.35 498 3.30 468 6.50 4295 4.35 1320 5.80 3100 2.65 192 2.40 118 2.65 192 1.98 20 1.98 20 2.08 39 2.45 132 9 3.30 468 3.15 389 6.45 4205 5.80 3100 5.00 2030 2.70 208 2.35 105 2.55 161 1.98 20 1.98 20 2.08 39 2.45 132 10 3.20 414 3.05 342 5.45 2605 4.95 1970 4.70 1690 3.40 524 2.30 93 2.35 105 1.98 20 1.98 20 2.08 39 2.30 93 11 3.35 498 2.95 299 5.00 2030 5.15 2215 4.20 1175 3.00 320 2.20 68 2.55 161 1.98 20 1.98 20 2.08 39 2.30 93 12 4.35 1320 3.05 342 5.20 2280 4.50 1475 3.95 950 2.80 241 2.30 93 2.40 118 1.88 6 1.98 20 2.08 39 2.50 146 13 6.80 4860 3.90 905 5.45 2605 4.25 1220 3.75 780 2.65 192 2.30 93 2.35 105 1.98 20 1.98 20 2.18 63 2.60 177 14 5.30 2405 5.30 2405 6.10 3590 3.90 905 3.60 660 2.60 177 2.35 105 2.30 93 1.98 20 1.98 20 2.18 63 2.40 118 15 4.55 1525 10.00 11325 5.80 3100 3.85 860 4.55 1525 3.05 342 2.55 161 2.10 43 1.93 12 1.98 20 2.18 63 2.40 118 16 4.35 1320 7.50 6250 6.10 3590 4.45 1420 4.75 1745 3.15 389 2.45 132 2.20 68 1.88 6 1.98 20 2.18` 63 2.20 68 17 3.90 9.05 5.45 2605 5.20 2280 4.00 995 6.90 5050 2.85 259 2.40 118 2.20 68 1.88 6 1.98 20 2.18 63 2.45 132 18 3.75 780 4.55 1525 6.20 3760 3.95 950 5.90 3255 2.70 208 2.30 93 2.45 132 1.88 6 1.98 20 2.18 63 5.70 2950 19 3.60 660 4.30 1270 10.80 12965 5.90 3255 6.20 3760 2.60 177 2.30 93 2.45 132 1.88 6 1.98 20 2.18 63 4.70 1690 20 -3.50 580 4.05 1040 6.65 4575 4.90 1915 7.00 5250 3.10 364 2.30 93 2.25 80 1.88 6 1.98 20 2.18 63 3.70 740 21 3.50 580 3.75 780 5.35 2470 4.40 1370 5.40 2540 3.15 389 2.40 118 2.25 80 1.88 ` 6 1.98 20 2.18 63 3.05 342 22 3.90 905 3.70 740 4.70 1690 4.05 1040 4.75 1745 3.00 320 3.60 660 2.20 68 1.88 6 1.98 20 2.18 63 2.85 259 23 3.90 905 3.35 498 4.40 1370 3.85 860 4.40 1370 2.85 259 2.70 208 2.75 224 1.88 6 1.98 20 2.18 63 2.65 192 24 3.60 660 3.40 524 4.50 1475 3.65 700 4.00 995 2.70 208 3.60 660 2.55 161 1.88 6 1.98 20 2.18 63 2.70 208 25 3.55 620 3.35 498 4.10 1085 3.55 620 3.65 700 2.85 259 4.35 1320 2.30 93 1.88 6 1.98 20 2.08 39 3.05 342 26 3.45 552 3.40 524 3.85 860 3.85 860 3.50 580 2.85 259 3.20 414 2.30 93 1.88 6 1.98 20 2.08 39 2.95 299 27 4.15 1130 3.35 498 3.70 740 3.65 700 3.50 580 2.65 192 2.90 278 2.30 93 1.88 6 1.98 20 2.08 39 2.60 177 28 3.95 950 3.15 389 3.80 820 3.45 552 3.40 524 2.60 177 2.65 192 2.20 68 1.93 12 2.08 39 2.08 39 2.75 224 29 3.75 780 3.15 '389 4.95 1970 3.30 468 3.30 468 2.60 177 2.50 146 2.20 68 2.08 39 2.08 39 2.08 39 2.70 208 30 3.40 524 ________ -.. 4.95 1970 3.40 524 3.20 414 2.50 146 2.40 118 2.05 33 2.08 39 2.08 39 2.08 39 2.65 192 31 3.20 414 ________ ___ 4.55 1525 ________ —_ 3.75 780 _.__- ___--- 2.20 68 2.10 43 ___- _———_- 2.08 39 ____ _-___ 3.25 441 а. Crßßk frozen . 9г1 Daily Gage Heíglds and D1'scha1‘ges of Black Lick Cfee/e at Black Lick, Ра., for 1909. January February March April May June July August September October November и _ ._ P ______ _Y„___>_ U _ _ê _M _1 __ _ __ „~__,____ ___.__. 11 Ё . D Gage Dis- Gage Dis- Gage Dis- Gage 1 Dis- Gage Dis­ Gage Dis- Gag@ Dis- Gage Dis- Gage Dis- Gage Dis~ Gage Dis- llt. charge lit. chargc lit, charge lit. charge lit. charge ITL charge lit, charge llt. charge lit. charge llt. charge Iït. charge Не! 1 Sec.- Feet Sec.- Feet Sec.- Feet Soc.- Feet Бес: Feet I Seo.- Feet S60.- Рас: Бтн- l"6C¿ 560.- lf'6€‘[. S60.- I"66t Sec.- ft ft. ft. ft. ft. ft. ft. ff. ft. п, ‘ jt. 1 3» 304 3--1.0 364 4.20 1175 3.65 700 (17 .85 6950 2.60 177 2.80 241 2.87 267 2.17 60 2.07 37 2.17 60 2 2. 224 3.05 342 07.13 5510 3.60 660 6.45 4200 2.70 208 2.70 208 2.62 183 2.17 60 1.97 18 2.17 00 3 2. 299 3.10 364 6.75 4765 3.60 660 5.40 2540 2.80 241 2.65 192 2.42 124 2.17 00 1.97 18 2.27 86 4 21. 468 3.10 364 6.45 4200 3.55 620 5.75 3025 3.15 389 2.65 192 2.37 110 2.17 00 1.97 18 98 5 3. 780 3.50 580 5.15 2215 3.35 498 4.95 1970 3.60 660 2.50 146 2.27 86 2.17 60 1.97 18 2.27 86 (ì 4. 1370 ­4Jì) 1475 4.65 1635 3.75 780 4.65 1635 3.90 905 2.40 118 2.27 86 2.17 60 1.97 18 2.27 86 7 3. 860 4.15 1130 4.45 1420 5.90 3255 4.25 1220 3.40 524 2.40 118 2.27 86 2.17 60 1.97 18 2.17 60 8 3. 524 3.85 860 4.45 1420 4.70 1690 3.95 950 3.15 389 2.30 93 2.27 86 2.17 00 1.97 18 2.22 73 9 3- 524 3­75 780 4-60 1580 4-45 1420 3-75 780 3.70 740 2.30 93 2.27 86 2.07 37 1.97 18 2.42 124 10 3. 414 4.05 1040 5.00 2030 4.10 1085 3.60 660 5.20 2280 2.25 80 2.17 60 2.07 37 1.97 18 2.43 126 11 3. 498 4.00 995 4.75 1745 3.85 860 3.70 740 6.25 3845 2.25 80 52.17 60 2.07 37 2.17 (К) 2.37 110 12 3. 580 3.75 780 4.25 1220 3.70 740 3.55 620 4.80 1800 2.30 93 2.17 60 2.07 37 2.82 248 2.33 100 13 3. 468 4.50 1475 4.10 1085 3.70 740 3.35 498 4.20 1175 2.25 80 2.07 37 2.07 37 2.62 183 2.26 82 14 3. 468 4.70 1690 4.00 995 6.57 4425 3.20 414 4.10 1085 2.40 118 2.07 37 1.97 18 2.42 124 2.24 78 15 5. 2090 5.40 2540 3.70 740 5.25 2340 3.05 342 3.65 700 2.30 93 2.17 60 1.97 18 2.22 73 2.23 75 16 4. 1800 6.23 3810 3.60 660 4.60 1580 3.10 364 3.40 524 2.25 80 2.62 183 2.02 27 2.27 86 2.35 105 17 3. 950 5.80 3100 3.45 552 4.20 1175 3.00 320 3.25 441 2.30 93 2.82 248 2.07 37 2.17 60 2.43 126 18 3 . 860 4.85 1855 3 .35 498 3 .95 950 2. 90 278 3 . 20 414 2 . 25 80 2. 62 183 2.07 37 2. 17 60 2.45 132 19 3. 620 4.45 1420 3.50 580 3.75 780 2.80 241 3.15 389 2.20 68 2.42 124 1.97 18 2.17 60 2.37 110 20 3. 660 4.75 1745 3.85 860 3.65 700 2.70 208 2.90 278 2.15 55 2.32 98 1.97 18 2.17 60 2.33 100 21 3. 552 4.60 1580 3.75 780 4.05 1040 3.05 342 2.80 241 2.15 55 2.27 86 1.97 18 2.22 73 2.29 91 22 3. 780 4.55 1525 3.55 620 5.65 2880 3.05 342 2.80 241 2.20 68 2.27 86 1.97 18 2.27 86 2.29 91 23 4.65 1635 5.10 2155 3.45 552 5.20 2280 2.90 278 2.80 241 83.68 724 2.17 60 2.02 27 2.37 110 2.35 105 24 5. 2605 8.8.63 8515 3.40 524 4.85 1855 2.80 241 3.05 342 3.20 414 2.17 60 2.12 48 2.97 307 2.46 135 25 41. 1635 6.55 4385 4.45 1420 4.30 1270 2.65 192 3.00 320 2.70 208 2.17 60 2.1" 60 2.92 286 2.43 126 26 4 . 1175 5 .35 2470 4.80 1800 4.60 1580 2.70 208 2.90 278 2 . 50 146 2.17 60 2.17 60 2. 62 183 2. 38 113 27 3. 860 4.80 1800 4.75 1745 4.25 1220 2.70 208 2.90 278 2.45 132 2.17 60 2.07 37 2.47 138 2.35 105 28 3. 700 4.55 1525 4.55 1525 4.50 1475 3.05 342 3.62 676 2.35 105 2.17 60 2.07 37 2.42 124 2.31 95 29 3. 580 4.25 1220 4.60 1580 2.95 299 3.55 620 2.30 93 2.17 60 2.07 37 2.32 98 2.29 91 Ж) 3.35 498 .... 3.95 950 €7.20 5650 2.65 192 3.05 342 2.70 208 2.17 00 2.07 37 2.27 86 2.30 93 31 3.10 364 3.85 860 . . . . . . . . .. 2.70 208 .... . .. 3.27 454 2.17 60 .... .. 2.17 60 .... . :\. Мах. at 110011, 8.8 : 8865 soc.-ft. с. Мах. 6 Р.М., 7.5 : 62'0 sec.-ft е. Мах. at 110011, 4.0 : 995 Sec.-ft. 11. Мах. at 110011. Т.5:6250 sec.-ft. d. Max. 6P.M.,8.0:7250 sec.­ft Decenlìiox' Gage Dis- Ht. charge Не?! 1880.- Н. 2 . 27 80 2.27 80 2.23 75 2.27 86 2.23 75 2 . 23 75 2.41 221 2.57 168 2.45 132 2.39 116 2 . 42 12-1 2.33 100 2.50 146 4.26 1230 3.57 635 3.09 360 2.83 252 2.85 259 2.63 186 2.63 186 2.65 192 2.59 174 2.57 168 2.52 152 2.54 158 2.53 155 2.53 155 2.50 146 2 . 55 101 2.55 161 2.49 143 ,__,_.._­-­. 1 ¿Z1 Daily Gage Heights Day ¢OU3‘-lGäCJlrlkC»J[\'J*­‘ January February ­ March April May June July August September October November D€C€l1lb€I' Gag Dis~ Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage 1 Dis~ Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. Icl1:.\1'ge Ht. charge Ht. charge Ht. ¿charge Ht. charge Ht. charge Ht. Charge Ht. Icharge Ut. charge I . : ‘ Feet Sec.~ Feet Il.S'e«-.- Feet Sec.- Кап? Sec.- Feci! Sea» Feet See.- Feet; Sec.- Feet Бес; Feet Sec.- Feet Sec.- Feet Бес; FCN See.- Н. ft. ft. ft. ­ ‘ ft. ft. ft. ft. ft. ft. ft. fl. 2.44 129 3.57 636 8.28 7810 2.88 271 3.63 684 3.34 490 2.46 135 2.12 48 2.02 27 2.28 88 2.26 82 3.08 356 2.87 267 3.44 546 7.28 5810 2.82 248 3.42; 535 3.49 574 2.38 113 2. 41 2.12 48 2.23 75 2.32 98 2.98 312 4.69 1679 3.63 684 7.06 5370 2.77 231 3.34| 490 3.38 513 2.38 113 2.06 35 2.43 126 2.21 70 2.30 93 2.98 312 4.65 1635 3.67 716 6.19 3743 2.74 221 3.40% 524 3.22 425 2.33 101 2.05 33 5.19 2268 2.20 68 2.32 98 2.94 275 4.05 1040 3.56 628 5.95 3335 2.76 228 3.24 436 3.14 384 2.30 93 2.04 31 4.16 1139 2.20 68 2.31 96 2.86 263 5.47 2634 3.33 485 5.84 3162 2.74 221 3.10 364 3.79 812 2.28 88 2.04 31 3.74 772 2.18 63 2.28 88 2.78 235 5.15 2215 3.23 430 6.24 3830 2.72 215_3.02 329 3.56 628 2.35 105 2.04 31 3.80 8202.22 73 2.26 82 2.87 266 5.27 2368 3.32 479 5.10 2155 2.68 202 2.98 312 3.38 513 2.40 118 2.06 35 3.21 419 2.18 63 2.26 82 2.82 248 7.63 6510 3.37 507 4.53 1507 2.66 196 2.99 316 3.22 425 2.34 103 2.03 29 3.08 355 2.20 68 2.24 78 2.78 235 7.19 5630 3.59 652 4.16 1139 2.62 183 3.00 320 3.72 756 2.32 98 2.14 53 2.96 304 2.18 63 2.26 82 2.81 245 6.51 4314 3.55 620 3.95 950 2.56 165 3.01 324 3.84 854 2.28 88 2.30 93 2.84 2562.18 63 2.30 93 2.88 272 6.33 3988 3.45 552 3.82 837 2.53 155 3.32 479 3.72 756 2.24 78 2.38 113 2.74 2212.19 66 2.30 93 2.94 295 6.43 4166 3.53 604 3.70 740 2.50 146 3.05 342 3.52 596 2.35 105 2.26 82 3.25 441 2.16 57 2.30 93 2.94 295 6.34 4005 3.49 574 3.83 846 2.50 146 2.92 286 3.37 507 2.40 118 2.19 66 3.14 384 2.13 50 2.28 88 3.10 364 5.52 2702 3.37 507 3.66 708 2.48 140 2.84 256 3.25 441 2.33 101 2.12 48 2.86 263 2.12 48 2.44 129 3.08 356 4.51 1486 b5.37 2500 3.40 524 2.59 174 2.80 241 3.58 644 94.56 1538 2.19 66 2.66 195 2.12 48 2.38 113 3.03 334 3.81 829 5.88 3224 3.44 546 2.68 202 2.74 221 3.38 513 4.10 1085 2.18 63 2.54 158 2.12 48 2.38 113 3.01 324 310.15 11630 5.01 2042 3.34 490 3.41 530 2.92 286 3.23 430 3.22 425 2.20 68 2.46 1.35 2.10 43 2.40 118 3.00 320 8.35 7950 4.31 1280 3.32 479 3.79 812 3.02 329 3.18 404 2.78 234 2.28 88 2.42 123 2.10 43 2.36 107 3.16 394 5.76 3040 4.05 1040 3.45 552 3.79 812 2.87 266 3.04 337 2.61 180 2.21 70 2.38 1132.10 43 2.34 103 3.56 628 7.11 5470 4.69 1679 3.66 708 4.54 1517 3.56 628 2.91 282 2.47 138 2.18 63 2.35 105 2.10 43 2.32 98 3.66 708 7.16 5570 5.96 3354 3.54 612 4.24 1213 3.86 871 2.76 228 2.38 113 2.15 55 2.31 95 2.79 238 2.40 118 3.62 676 5.39 2527 5.35 2470 3.44 546 3.88 888 3.56 628 2.72 215 2.34 103 2.10 43 2.29 91 2.77 230 2.41 121 3.54 612 4.81 1812 4.61 1591 3.39 518 3.78 804 3.39 518 2.60 177 2.30 93 2.06 35 2.35 105 2.68 202 2.48 1.41 4.60 1580 4.37 1340 4.35 1320 3.34 490 (16.03 3471 4.05 1040 2.52 152 2.27 85 2.06 35 2.35 105 2.46 135 2.56 1.64 4.25 1220 3.97 968 4.07 1058 3.25 441 5.52 2702 3.86 871 2.46 135 2.24 78 2.11 45 2.40 118 2.38 113 2.81 244 3.92 923 5.01 2042 6.01 3437 3.16 394 4.76 1756 3.56 628 2.41 121 2.22 73 2.08 39 2.34 103 2.36 107 2.72 214 3.76 788 4.64 1624 C9.27- 9829 3.02 329 4.27 1242 3.38 513 2.66 196 2.22 73 2.07 37 2.38 113 2.35 105 2.80 241 3.65 700 4.21 1185 . . . . . . . . 2.96 303 4.00 995 3.22 425 2.79 238 2.18 63 2.05 33 2.48 141 2.32 98 3.57 636 6.00 3420 3.86 871 2.97 307 3.88 888 3.13 379 2.57 168 2.18 63 2.06 35 2.32 982.30 93 3.38 513 7.63 7110 3.79 812 2.92 286 3.22 425 2.15 55 2.03 29 .. 2.30 93 5.98 3397 I and Discharges of Black Lick Creek at Black Lick, Pa., for 1910. Ю b. Max. at noon, 10.97 -_- 13314 sec.­ft. Max. at noon. 6.97 : 5190 sec.­ft. C. Max. at noon, 10.17 : 11674 sec.­ft. d. Max. at6P.M. 6.7 : 4670 sec.­ft. e. Мах. I.a1:9.00 P.M. 7.3 : 5850 sec.-ft. ger Daily Gage Heights and Discharges of Bla-ck Lick Creek at Black Lick, Pa., for IQII. €¢O"~.¢¢t\'Jî.\Ul\')[\')lOl0'l.\‘) NJ .JQ¢eœ`1e>e\.s‘s`âs5§¢>ëäääääëëïëeœ-ses.se5is»­« Day January February March April May June July August Septeml:er_ October November December ‘ Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. *charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sco.- Feet Sec.- Feet SCC.- Feet 880: Feet See.- Feet See.- Feet See. Все: Sec.- Feet Sec.- Feet Sec.- Feet S60.- . ft. ft. . ft. ft. . ft. ft. ft. ft. 5.23 2317 4.58 1559 3.74 772 3.74 772 3.52 596 2.34 103 2.26 82 1.98 20 3.10 364 ____ _____ ____ _____ ____ _____ 5.30 2405 4.30 1270 3.80 820 3.73 764 3.76 788 2.34 103 2.12 48 1.98 20 2.79 238 ____ _____ ____ _____ ____ _____ 5.54 2769 4.00 995 3.60 660 3.72 756 3.54 612 2.36 108 2.10 43 2.00 23 2.60 177 ____ _-___ ____ _-___ ____ _-___ 4.76 1756 4.30 1270 3.56 628 3.75 780 3.32` 480 2.30 93 2.14 53 2.18 63 ____ _____ ____ _____ ____ _____ ____ _-___ 4.15 1130 4.15 1130 3.28 457 4.92 1938 3.17 399 3.01 324 2.11 45 2.19 65 ____ _-___ ____ _____ ____ ____ -_ ____ _-___ 4.01 1004 3.74 772 3.45 552 5.98 3387 3.10 364 3.17 399 2.10 43 2.44 129 ____ _____ ____ _____ ____ _____ ____ _-___ ‘3.88 888 3.69 732 3.44 547 6.02 3454 3.03 333 2.76 227 2.10 43 2.24 78 ____ _____ ____ _-___ ____ _____ ____ _____ 3.66 708 3.62 676 3.36 503 5.26 2355 2.98 312 2.64 189 2.26 82 2.16 45 ____ _____ ____ _-___ ____ _____ ____ _-___ 3.93 932 3.65 700 3.28 457 5.00 2030 2.92 287 2.48 140 2.24 78 2.07 37 ____ _-___ ____ _-___ ____ _____ ____ _-___ 3.56 628 3.44 646 3.62 676 4.86 1866 2.190 279 2.40 118 2.16 45 2.04 31 ____ _____ ____ _-___ ____ _____ ____ _-___ 3.74 772 3.25 441 3.80 820 4.38 1400 2.87 266 2.37 110 2.18 50 2.02 27 ____ _-___ ____ _____ ____ _-___ ____ _-___ 5.24 2330 3.22 425 3.70 740 4.12 1103 2.81 245 2.89 274 2.17 47 2.00 23 ____ _____ ____ _-___ ____ _-___ ____ _____ 6.40 4110 3.38 514 4.17 1148 4.02 1013 2.74 221 3.63 684 2.14 53 2.00 23 ____ _____ ____ _-___ ____ _-___ ____ _-___ 8.97 9213 3.40 524 3.90 905 4.12 1103 2.67 198 3.17 399 2.12 48 2.00 23 ____ _-___ ____ _____ ____ _____ ____ _-___ 8.31 7870 5.30 2405 3.72 756 4.68 1660 2.63 186 2.77 231 2.10 43 1.98 20 ____ _____ ____ _-___ ____ _-___ ____ _-___ 6.04 3468 4.60 1580 3.44 547 4.32 1290 2.58 171 2.62 183 2.08 39 1.96 16 ____ _____ ____ _-___ ____ _____ ____ _-___ 4.83 1834 4.29 1261 3.54 612 4.07 1058 2.56 164 2.52 152 2.04 31 2.10 43 ____ _____ ____ _-___ ____ _____ ____ _-___ 4.20 1175 5.12 2180 3.63 684 3.82 837 2.56 164 2.47 1.38 2.04 31 2.22 73 ____ _-___ ____ _-___ ____ _____ ____ _-___ 4.10 1085 5.20 2280 3.66 708 3.68 724 2.52 152 2.45 132 2.03 29 2.12 48 ____ _____ ____ _-___ ____ _-___ ____ _-___ 4.84 1846 4.66 1646 4.22 1194 4.76 1756 2.56 164 2.40 118 2.00 23 2.04 31 ____ _____ ____ _-___ ____ _-___ ____ _-___ 3.78 796 4.20 1175 3.94 941 4.58 1559 2.56 164 2.34 103 2.10 43 2.01 25 ____ _-___ ____ _-___ ____ _-___ ____ _-___ 3.96 959 3.78 804 3.83 845 4.59 1569 2.50 146 2.27 85 2.08 39 2.00 23 ____ _-___ ____ _--__ ____ _____ ____ _-___ 3.64 692 3.78 804 4.03 1022 5.20 2280 2.44 129 2.23 75 2.09 41 2.06 35 ____ _-___ ____ _____ ____ _--__ ____ _____ 3.26 447 3.62 676 3.68 724 4.76 1756 2.58 171 2.17 60 2.12 48 2.07 37 ____ _____ ____ _-___ ____ _-___ ____ _-___ 3.40 524 3.58 644 3.54 612 4-35 1320 2.57 168 2.28 87 2.20 68 2.13 50 ____ _-___ ____ _-___ ____ _-___ ____ _-___ 3.58 644 3.90 905 3.50 580 4.04 1031 2.44 129 2.73 218 2.17 60 2.26 82 ____ _____ ____ _-___ ____ _-___ ____ _-___ 3.96 959 4.43 1401 3.78 804 3.84 852 2.40 118 2.75 224 2.12 48 2.44 129 ____ _____ ____ _____ ____ _-___ ____ _-___ 6.07 3539 4.10 1085 3.80 820 3.60 660 2.34 103 2.54 158 ‘2.10 43 3.11 369 ____ _-___ ____ _-___ ____ _-___ ____ _-___ 5.06 2105 ________ —— A3.61 668 3.46 557 2.30 93 2.46 135 2.08 39 3.27 453 ____ _-___ ____ _____ ____ _-___ ____ _-___ 6.50 4295 ________ __ 3.79 812 3.55 620 2.34 103 2 33 101 2.04 31 3.87 877 ____ _-___ ____ _____ ____ _-___ ____ ____ -. 5.06 2105 ________ .._ 3.88 888 ________ __ 2.40 118 ____ ____ 2.00 31 3.20 414 ____ _-___ ____ _-___ ____ _-___ ____ _-___ STREAM-FLOW. 129 Estimated Monthly Discharge of Black Lick Creek at Black Lick, Pa. [Drainage area, 386 square mi1es.] Discharge in second-feet Ru1i­0ii Month I _ ‚ Second­feet De hin Maximum Minimum Mean peiââgare ingltles 1904 September . . . . . . . . . . . . . . . . . 102 34 55 0.143 0.159 October . . . . . . . . . . . . . . . . . . . 196 28 92 0.239 0.276 November f . . . . . . . . . . . . . . . . . 113I 37 66 0,171 0,191 1905 January . . . . . . . . . . . . . . . . . . . 2540 210 672 1.745 1.946 March 8-31 . . . . . . . . . . . . . . . . . 8455 660 ____ _ _ _ _ _ _ _ _ __ April . . . . . . . . . . . . . . . . . . . . 3590 320 935 2.429 2.710 May . . . . . . . . . . . . . . . . . . . . 1580 157 486 1.262 1.455 June . . . . . . . . . . . . . . . . . . . . 3255 210 853 2.216 2.473 July . . . . . . . . . . . . . . . . . . . . 1690 134 417 1.083 1.249 August . . . . . . . . . . . . . . . . . . . 1085 134 351 0.912 1.051 September . . . . . . . . . . . . . — ‚ . . . . 4295 73 390 1.013 1.130 October . . . . . . . . . . . . . . . . . . . 3420 55 548 1,423 1,641 November . . . . . . . . . . . . . . . . . 6650 241 779 2.023 2.257 December . . . . . . . . . . . . . . . . . . 12760- 278 1738 4.514 5.204 1907 January 8-31 . . . . . . . . . . . . . . . . 10095 660 ____ _ _ _ _ _ _ _ _ __ February . . . . . . . . . . . . . . . . . . 1855 498 1074 2.790 2.905 March . . . . . . . . . . . . . . . . . . . 19615 441 2962ё 7.693 8.869 April . . . . . . . . . . . . . . . . . . . . 1370 414 655 1.701 1.898 May . . . . . . . . . . . . . . . . . . . . 1320 208 539 1.400 1.614 June . . . . . . . . . . . . . . . . . . . . 3255 224 697 1.810 2.019 July . . . . Í . . . . . . . . . . . . . . . . 552 105 224 0.582 0.671 August . . . . . . . . . . . . . . . . . . . 192 43 94 0.244 0.281 September . . . . . . . . . . . . . . . . . 1800 43 491 1.275 1.422 October . . . . . . . . . . . . . . . . . . . 1800 146 591 1.535 1.769 November . . . . . . . . . . . . . . . . . 3025 278 789 2.049 2.275 December . . . . . . . . . . . . . . . . . . 5750 208 1144 2.971 3.425 11 months . . . . . . . . . . . . . . . . 19615 43 851 2.186 27.138 1908 д January . . . . . . . . . . . . . . . . . . . I 4860 414 931 2.418 2.788 February . . _ . . . . . . . . . . . . . . . . ‚ 11325 299 1455 3.779 4.076 March . . . . . . . . . . . . . . . . . . . 1 12965 660 3207 8.330 9.604 April . . . . . . . . . . . . . . . . . . . . 1 3255 468 1204 3.127 3.489 May . . . . . . . . . . . . . . . . . . . . 5250 414 `1689 4.387 5.058 June . . . . . . . . . . . . . . . . . . . . 620 146 284 0.738 0.823 July . . . . . . . . . . . . . . . . . . . . 1320 68 208 0.540 0.623 August . . . . . . . . . . . . . . . . . . . 224 33 103 0.268 0.309 September . . . . . . . . . . . . . . . . . 39 6 18 0.047 0.053 October . . . . . . . . . . . . . . . . . . . 39 20 25 0.065 0.075 November . . . . . . . . . . . . . . . . . 63 20 4_8 0.125 0.139 December . . . . . . . . . . . . . . . . . . 2950 20 315 0.818 0.943 The year . . . . . . . . . . . . . . . . 12965 6 791 2.054 27.980 . 1909 January . . . . . . . . . . . . . . . . . . . 2605 224 845 2.195 2.530 February . . . . . . . . . . . . . . . . . . 8865 342 1809 4.699 4.893 March . . . . . . . . . . . . . . . . . . . 6250 498 1512 3.927 4.528 April . . . . . . . . . . . . . . . . . . . . 6250 498 1550 4.026 4.492 May . . . . . . . . . . . . . . . . . . . . 7250 192 994 2.582 2.976 June . . . . . . . . . . . . . . . . . . . . 3845 177 691 1.795 2.002 July . . . . . . . . . . . . . . . . . . . . 995 55 159 0.413 0.476 August . . . . . . . . . . . . . . . . . . . 267 37 96 0.249 0.287 September . . . . . . . . . . . . . . . . . 60 18 41 0.106 0.118 October . . . . . . . . . . . . . . . . . . . 307 18 89 0.231 0.266 INovember . . . . . . . . . . . . . . . . . 135 60 97 0.252 0.281 December . . . . . . . . . . . . . . . . . . 1230 75 205 0.532 0.613 The year . . . . . . . . . . . . . . . . 8865 18 674 1.751 23.462 130 BLACK LICK CREEK AT BLACK LICK. Estimated Monthly Discharge of Black Lick Creek at Black Lick, Pa.-(Continued.) Discharge in second­feet Run­otï Second-feet ­ Month Maximum Minimum Mean per nîâlêare n 1910 January . . . . . . . . . . . . . . . . . . . 13314 129 2981 7 . 723 8 . 903 February . . . . . . . . . . . . . . . . . . 11674 430 1 552 4 . 018 4 . 184 March . . . . . . . . . . . . . . . . . . . 7810 286 1596 4.135 4.767 April . . . . . . . . . . . . . . . . . . . . 4670 140 699 1 . 81 1 2 . 020 Мау . . . . . . . . . . . . . . . . . . . . 1040 221 460 1.192 l 374 June . . . . . . . . . . . . . . . . . . . . 854 121 430 1.114 1 243 July . . . . . . . . . . . . . . . . . . . . 5850 55 192 0.497 0 573 August . . . . . . . . . . . . . . . . . . . 113 ‘ 29 51 0.132 0 102 I September . . . . . . . . . . . . . . . . . 2268 27 321 0.832 0.995 OCtObe1’ . . . . . . . . . . . . . . . . . . . 238 43 86 0.223 0 257 Nûvember . . . . . . . . . . . . . . . . . 636 78 147 0.381 0 425 December . . . . . . . . . . . . . . . . . . 7110 235 886 2.295 2 646 The year . . . . . . . . . . . . . . . . 13314 27 784 2.028 27.539 1911 January . . . . . . . . . . . . . . . . . . . 9213 447 2107 5.458 6 293 February . . . . . . . . . . . . . . . . . . 2405 425 1086 2 . 813 2 . 929 March . . . . . . . . . . . . . . . . . . . 1194 457 739 1 . 915 2 . 208 April . . . . . . . . . . . . . . . . . . . . 3454 557 1408 3 . 648 4 . 070 Мау . . . . . . . . . . . . . . . . . . . . 788 93 252 0 . 653 0 . 753 June . . . . . . . . . . . . . . . . .— . . . 684 60 182 0.472 0.527 July . . . . . . . . . . . . . . . . . . . . 82 23 47 0 . 121 0 . 139 August . . . . . . . . . . . . . . . . . . . 877 16 107 0.278 0.320 свооквв CREEK АТ H1LEMAN’s FARM, РА. This station, situated on the steel highway bridge at Hileman’s Farm, Armstrong County, Pa., 3 miles above the mouth of Crooked Creek, was established October 16,. 1909, by K. C. Grant, for the Water Supply Commission of Pennsylvania and the Flood Commission of Pittsburgh. 'Originally a staff gage, bolted to the upstream side of the right abutment, was used. This was carried away by ice ~lanuary I6, 1910, and was replaced by a stan- dard chain gage. The chain measures 22.72 feet from marker to bottom of weight. The top of the plate riveted to the ñrst floor-beam from the right bank, upstream side of bridge, is 21.60 feet above the zero of the gage. The ledge on the upstream, right wing-wall, upper side of lower course, about 3 feet in from face of abutment, is 0.93 foot above zero of the gage. 9 Measurements are taken from the downstream side of the bridge. The initial point for soundings is the top edge of the right abutment. At low water, measurements are taken by wading about 200 yards below .the bridge. The bed is rocky and fairly permanent. The section near the station is deep and has a low velocity at low stages. The banks are high and do not overñow. There is a range of about 12 feet between extreme high and extreme low water. The gage is read twice daily by I. T. Hileman. IThe drainage area above the station is 279 square miles. STREAM­FLOW. Discharge Measurements of Crooked Creek at Hilemarfs Farm, Pa. _ Dig- Date Hydrogfaphef Width âëâîigiíi väâääy gâäât charge 1910 Feet Sq. ft. I gège’ Feet ваш]: Feb . 3 K. C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 408 0.70 2.50 285 Mar. 1 Samuel Eckles . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 138 1037 5.08 7.12 5260 Mar. 1 do . . . . . . . . . . . . . . . . . . .` . . . . . . . . . . 137 97 0 4.61 6.62 4466 Mar. 3 K C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 137 813 3.72 5.45 3025 Mar. 5 V. Е‘. Нашше1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 136 682 2.93 4.53 2001 May 25 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 135 314 0.42 1 .94 130 June 25 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 134 266 0.24 1 .59 65 July 30 Farley Gannett ‚ . . . . . . . . . . . . . . . . . .‚ . . . . . . . . 133 256 0. 18 1 .48 45 Nov. 4 Н. Р. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 133 275 0.24 1 .67 67 1911 June 22a. do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 14 0. 71 1 . 10 10 а. Wadîng measurement. Rating Table for Crooked Creek at Н ile11tan’s Farm, Pa. Gage Dis- Gage Dis- I Gage Dis- Gage Dis- Gage Dis- Height charge Height charge Height charge Height charge Height charge Feet .'sec.­ft. Feet sec.-ft. Feet seo.­ft. Feet веса‘. Feet see.-ft. 0 .60 0 2 .40 246 4. 20 1632 6 . 00 3686 7 . 80 6500 .7 0 2 .50 282 .30 17 38 . 10 3815 . 90 6700 .80 4 .60 325 .40 1848 .20 ' 3945 8.00 6900 .90 6 .7 0 374 . 50 1960 . 30 4075 . 10 7100 1 . 00 8 . 80 427 . 60 2072 . 40 4205 . . 20 7300 . 10 10 .90 485 . 70 2185 . 50 4340 . 30 7500 . 20 20 3 .00 547 . 80 2298 . 60 4480 . 40 7700 .30 30 . 10 615 . 90 2412 . 70 4620 . 50 7900 . 40 41 . 20 689 5 . 00 2526 . 80 4765 . 60 8100 .50 53 .30 769 . 10 2640 . 90 4915 . 70 8300 . 60 66 . 40 853 . 20 2754 7 . 00 5065 . 80 8500 .7 0 81 .50 940 .30 2868 .10 I5225 .90 8700 . 80 98 . 60 1030 . 40 2982 . 20 5385 9 . 00 8900 .90 117 .70 1122 .50 3096 .30 5555 .. . . . . . . 2 .00 137 . 80 1220 . 60 3210 . 40 5730 .10 160 .90 1318 .70 3324 .50 5910 . 20 185 4. 00 1420 . 80 3440 . 60 6100 .30 214 . 10 1524 . 90 3560 . 70 6300 . 1 Daily Gage Heights and Discharges of Crooked Creek at Ht'lernan’s Farm, Pa., for 1909. October November December November December Day Gag Dis- Day Gage Dis- Gage Dis- Day Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge 1 Feet See.- Feet Sec.- Feet See.- Feet See.- Feet See.- ft. ft. jt. ft. . 16..... 1.30 30 1.. 1.25 25 1.15 15 17... 1.28 28 1.80 98 17..... 1.15 15 2.. 1.10 10 1.25 25 18.... 1.10 10 1.55 60 18..... .1.15 15 3. 1.15 15 1.10 10 19... .1.22 22 1.35 36 19..... 1.18 18 4... 1.10 10 1.10 10 20.... 1.20 20 1.15 15 20..... 1.15 15 5. 1.25 25 1.15 15 21.... 1.32 32 1.35 36 21..... 1.18 18 6... 1.18 18 1.25 25 22.... '1.22 22 1.40 41 22..... 1.10 10 7.. 1.22 22 1.25 25 23... 1.25 25 1.25 25 1 1.22 22 8. 1.18 18 1.20 20 24.... 1.25 25 1.35 36 1.22 22 9. 1.15 15 1.25 25 25... 1.32 32 1.15 15 25..... 1.30 30 10. 1.22 22 1.15 15 26... . 1.22 22 1.15 15 26..... 1.50 53 11. 1.25 25 1.20 20 27.... 1.22 22 1.20 20 1.25 25 12. 1.10 10 1.15 15 28... 1.30 30 1.25 25 28..... 1.10 10 13. 1.22 22 1.45 47 29.... 1.25 25 1.15 15 1.15 15 14. 1.25 25 3.40 853 30.... 1.25 25 1.20 20 30..... 1.10 10 15. 1.15 15 2.85 456 31... 1.25 25 1.20 20 16.. ` 1.15 15 1.85 108 Ё _ а‘ Ä s о щ ||шыыш1 881 s Q ъ sw. Q..._.sS„. ё чём а ЧМ шт bcooem. Len ‚Даши‘ o._ ab m_w._œQob Q . M.. _.. s _ _ .bte mh. 8.00‘ 4_ ml _F_._oe»m\_ ш 8 8 .__ Q_ QS em en Q_. eb om ____ een QN@ Q_ с um *oel œ._œ\_N_._.v, mo.; _ \>\ _ \Q \ 04 \ . _oí \ м 7». ‘от. .omo . \\ \ \ „_ .т DU .„0œ< ._Uw_D . \ \ . .. _ ._ Ч <„. @mam _.ta zo_ww_s____oo 000..-. ... \ ... _„_Q N \ AO 94 \_ ev \ \ 9 \ \ fœ ч \\ o\ а V. 0 \ .V H \ _ 1 9.. ._ . \\ Ü ш \ I 1 __Q J 8. \Ü>L Jg \ \\ е \ __ Ё 2 шт u._.<.._n_ 881 Daily Gage Heights and Disclzarges of Crooked Creek at H7'-lema.n’s Pa-rm, Pa., for 1910. January February March April May June July August September October November December з? ` Ё ——’— A Q Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag _Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag _Dis- Ilt. chzlrgc Ht. charge ' Ht. e11a1­'-ge 1It. charge. Ht. charge Ht. charge Ht. Charge Ht. cba1‘gCJ Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Seo.- Где‘ Sec.- Feet See.- Feet Sec.- Fee1 Sec.- Feet Sec.- Feet See.- Feet Sec.- Feet Sec.- Feet Sec.- „Feet Sec'.- ft. ft. ft. ft, ft, ft. ft. ft. ft. ff. ft. ff.. 1 1-65 74 07-10 5225 1.50 53 1.71 83 1.61 68 1.40 41 1.11 11 0.75 3 1.80 98 1.25 25 3.60 1030 2 1-05 108 6-15 3880 1.60 66 1.60 66 1.55 60 1.25 25 1.05 8 0.80 4 1.45 47 1.25 25- 3.00 547 3 1.95 127 5-72 3347 1.55 60 1.68 78 1.65 74 1.35 36 1.16 16 0.95 7 1.65 73 1.50 53 2.35 230 4 2-25 200 ­ - -- - - - - 4-80 2298 1.60' 6-6 1 .60 66 1.60 66 1 .30 30 1.30 30 2`.65 350 1.55 60 1.75 89 1.85 107 5 2.50 282 4-55 2016 1.61 68 1.71 83 1.55 60 1.20 20 1.20 20 2.75 400 1.40 41 1.65 73 1.95 127 6 2.85 456 4.55 2016- 1.48 51 1.65 74 1.51 54 1.10 10 1.10 10 1.95 127 1.50 53 1.40 41 1.80 98 7 3-05 581 4-65 2128 1.40 41 1.60 66 1.56 61 1.35 36 1.15 15 1.85 108 1.50 53 1.55 60 1.90 117 8 -- 3-60 1030 1.60 66 1.70' 81 1.56 61 1.70 81 1.15 15 ‘-3.40 853 1.45 47 1.60 66 1.85 107 9 3.45 896 3.10 615 1.52 56 1.70 81 1.60 66 1.65 73 1.210 210 ’ 3.20 689 1.75 89 1.45 47 1.80 98 10 3.65 1076 2.80 42.7 1.3.1 31 1.51 54 1.316 37 1.31 31 1.05 8 2.45 264 1.60 66 1.40 41 1.90 117 11 3.85 1269 2.55 304 1.35 36 1.75 90 1.58 63 1.35 36 1.25 25 1.70 81 1.55 60 1.45 47 1.65 73 12 3.45 896 2.30` 214 1.32 32 1.71 83 1.65 74 1.45 47 1.15 15 1.15 15 1.65 73 1.60 66 1.65 73 13 3.30 769 2.65 350 2.35 230 1.40 41 1.66 75 1.55 60 1.35 36 1.05 9 1.00 8 1.90 117 1.40 41 1.70 81 14 3.15 652 2.70 374 2.42 253 1.21 21 1.52 56 1.60 66 1.65 73 0.95 7 0.85 5 1.80 98 1.55 60 1.70 81 15 3.05 581 2.80 427 2.20 185 1.30V 30 1. 5 90 1.40 41 1.80 98 0.85 5 0.9-5 7 1.65 73 1.50 53 1.85 107 16 4.35 179-3 4.20 1632 2.15 172 1.36 37 1.66 75 1.5-6 61 1.70 81 0.80 4 0.80 4 1.55 60 1.60 66 1.80 98 17 3.80 1220 4.75 2242 1.85 108 1.50 53 1.75 90 1.55 60' 1.35 36 0.75I 3 0.95 7 1.40 41 1.40 41 1.80 98 18 4.00 1420 4.60 2072 2.00 13'7 2.15 172 1.65 74 1.45 47 1.40 41 0.85 5 1.85 107 1.45 47 1.50 53 2.25 200 19 5.50 3096 2.00 137 2.25 200 1.901 117 1.60 66 1.55 60 0.70 2 1.75 89 1.55 60 1.45 47 2.30 214 20 5.50 3096 2.10 160 2.45 264 1.75­ 90 1.45 47 1.65 73 0.85 5 1.85 107 1.6-5 73 1.45 47 2.25 200 2-1 5.70 3324 1.88 113 3,36 819 2,30 214 1,50 5-3 1.80 98 0.70 2 1.80 98 1.45 47 1.60 66 2.50 282 22 5.20 2754 1.66 75 2,81 433 1,95 127 1,55 60 1.90 117 0.80 4 1.95 127 1.50 53 1.65 73 2.90 485 23 4.50 1960 1.80 _ 98 2,35 230 2,00 137 1,42 43 1.8-5 107 0.70 2 2.35 230 1.201 20 1.65 73 3.25 729 24 4.0-5 1472 1.86 109 2,70 374 1,90 117 1,35 36 1.15 15 0.75 3 3.15 652 1.35 35 1.80 98 4.00 1420 25 4.22 1853 1,98 133 3,51 949 1,80 98 1,20 20 1.10 10 0.85 5 2.70 374 1.20 20 1.75 89 3.25 729 26 5.15 2697 1,91 119 3,88 1219-8 1,81 100 1,50 53 1.15 15 0.75 3 2.00 137 1.25 25 1.65 73 2.70 374 27 5,45 3039 1,76 911 5,00 2528 1,85 107 1,55 60 1.25- 25 0.75 3 1.75 89 1.35 35 1.85 107 2.55 303 28 I9.9.10 9110 1,80 9-8 4,81 2309 1,85 73 1,50 '53 1.21 21 0.85 5 1.80 98 1.35 35 2.05 148 2.25 200 29 .. .. 1,72 84 3,25 729 1,78 91 1,81 68 1.25 25 0.80 4 1.90 117 1.25 25 2.75 400 3.10 615 30 1.66 75 2-.46 268 1.55 60 1.45 47 1.25 25 0.70 2 1.90 117 1.35 35 2.90 485 :7.00 5065 31 1.52 56 1.56 61 .. 1.10 10 0.65 1 1.40 41 4.30 1738 a. Max. 5:30 Р. M., 9.3 ::9500 sec.-ft. c. Max. 7.5:5910 sec.-ft. 1). Max. 7:30 А. M., 7.6 : 6100 sec.-ft. Gage carried away by ice January 19. Replaced February 13. 134 .„„„...3ш _____.N_HN.N_ :E „Н м .52 .__ м NN.N HN. мм.Н .. NN. NN.H N.NH NN.N HNN NN.N HN N.NH NN.N N NN..N N.N NN.H N NN.H NN. мм.Н Нмм мм.м ммм мм.м Нмм мм.м мм ммм мм.м Н мм.м мН мН.Н мН мН . Н мм NN.. H NNN NN.N NNN NN.N . . . . . . . NNNH NN.N NN NHN NN.N N мм.м мм мм. H NN NN. H NN. NN. H NNN NH.N N.NN NN.N NNN NN.N NHNN NN.N NN NNNH NN . N N мм.м N..N NN. H мм мм . H NN NN . H NNN NN . N NNN NN.N NNN NN.N NHN NN .N ._.N NNN NN .N N NN.. N HN NN. Н NN. мм. Н NN. NN .H NHNH NN. . N N.NH NN.N HNN NN ‚м NNN NN . N NN NN NN. H м мм.м мм мм.Н мм NN..H NN NN.. H NHHH NN.N NNN NN.N N.NN NN.N HHN NN.N NN NNH NN . H H NN . N NN NN. H NN. NN .H NN. NN . H NNN NN . м N.NN NN . N NNN NN. . N NNN NN . N NN NNH NN.N N NN.N NN. NN . H NN NN. H NN NN . H HNHH NN.. м N.NN NN.N NNN NN.. N NNN NN .N NN NN.H NH .N N NN.N мм мм. Н мм мм . H NN NN. . H NHNH NN.N. NNH NN.N NNN NN .N NNN NN .N NN NN NN.. H N NN .N NN NN . H NN NN .H NNH NN. H NNNH NN .N NNN NN . N NNN NN. . N HNN NN .N HN NN. NN . H N NN. . N HN NN .H NN NN. .H NNH NN .H NNNH NN . N NNH NN . N HNN NN . N NNN NN . N NN мм мм . Н м NN..N NH NH . H NNH NN. H NN. NN . H NNNH NN . N N.NN NN . N HNN. NN . N NNN NN .N NH NN NN. H H NN.N м мм.м NN NN..H NN NN..H NNNH NN.N NNN . мм.м мННН мм.м мНм мм.м мН ммм мм.м м мм.м м мм.Н ммм мм.м . ммН мм.м NNN NN.N NNN NN.N HNHH мм.м NNN NN.N N.H NNN.H NN.N м NN..N NH NH.H NNN NN.N NNH NN. H HNHH NN..N NNN NN.N NN.N NN.N NNHN NN.N NH NNNN NN.. N. N NN.N NH мН.Н ммм мм.м NNH NH .N NNN NN.N NNN NN.N NHN NN.N NNNN NN.N NH NHNN NN . NN N NN. . N N. NN . N NNN NN .N N.NN мм . N NN.N мм . м ммм NN. . N NNN NN . N NNNN NN . N NH NN NN. .H N NN.N м мм. Н ммм мм.м NNN NN.N NN.N NN.N HNN NN.N NNN NN.N NNNH NN.N NH NN. NN . H NN NN. H HN NN. H NHN NN. N NNN NN. N NNN NN. м ммм мм. N NNN NN . N HNN NN. N NH N.HH NN. H NH NH. H NN NN. H NN.N NN.N NNN NN.N NHHH NN.N NNN NN..N NNN NN.N NNN NN.N HH NNNH NN.N NN NN. H NH NH. H NNN мм.м ммм NN..N HNN. NN.N NNN NN..N NNN NN.N HHN NN.N NH NNNN NN.N NN NN.H NH NH.H ммм мм.м ммм мм.м ммм мм.м ммм мм.м ммм NN .N HHN NN.N N NNN NN.N NN NN.H м мм.Н ммН мм.м NNH NN.N NNNH NN.N NNN NN.N NN.N NN.N .NNH NN.N N NNN NN.N NN NN. Н мН мН . Н NN. NN. Н ммм мм.м NNN NN. N NNN NN.N NN.N NN.N NN.H NH .N N. N.NN NN. N NN NN . H HN NN. H мм мм . Н ННм NN . N NNN NN . м ммм NN. . N NNN NN. . N N.NN мм . N N N NN . N NH NH . H NN NN . H NN мм . Н N.NN NN . N NNN NN .N NNN NN . N NNN NN . N NNN NN . N N N NN .N NN NN. H NH NH.. H NN мм .H NNN NN. N NNN мм . м ммм NN . N NNN NN . N NNN NN .N N N NN . N NN NN .H NN NN. H мм NN. H NNN NN .N ммм мм.м ммм NN .N NNN NN .N NHN NN .N N H мм . N NN NN. H NN NN . H мм NN. H HNN NN . N NNN NN. м ммм NN .N NHHH NN . N NNN NN . м м Н NN.N NN NN. H мм мм. Н мм NN. H ммм мН . м. ННм мм.м ммм Нм.м НммН мм. м ммм мм. м Н ‚ё .É .NN .NN .NN ‚Ё ._._ ‚ё ...N -3m N3@ - eem. N35 -dem »NN.N ¿Nm ЁЁН .8 „NNNH нём‘ „NN.N коми „NN.N коми »NN.N ‚мм.м „EPN vm» o .N owns o . empa о . @N5 о . . . . . . -..N „мм „мм -..N N.. N.. „ммм. N.. „ммм ..N.. NN.. N... „ммм „мм ............. .NN а 1 E .8nE..„_N_Hem. мшзмвм. NH2. Вам NNE 2.8¢ „БЁЫН .N_N__._Nmfm _H.:_____NN .NNNH ._N_N _.NAN _ÈÈUN ._.__ë_§N._m _N „ìïb NBNNNNM _Ne .§N._§N&.NQ мкм _..__.NN.§NwH ...New этапы srREAM­FLoW. 135 Estimated Monthly Discharge of Crooked Creek at H~ílema.n’s Farm, Pa. [Drainage area, 279 square mi1es.] Discharge 1n second-feet Run­off L _f ,IM-‘ . i Month Maximum Minimum Mean qäcecrogguaîîet sm mile- " 1909 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 10 21 0 .07 5 0 .084 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 853 10 70 0.251 0.289 1910 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6100 56 837 3 ‚000 3.459’ April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2526 21 379 1 .358 1 .515 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 214 54 91 0.315 0.363 J une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74 20 56 0 . 200 0 .2231 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 117 10 46 0.165 0.190 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 l 9 0.003 0.004 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 853 3 142 0.509 0.568 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 117 20 55 0.197 0.227 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 485 25 88 0.316 0.353 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5910 73 508 1.821 2.099 10 months . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6100 1 221 0. 788 9.001 1911 January . . . . . . . . . . . . . . . . . . . . . .~. . . . . . . . . . . . . . . . . 9880 170 1165 4. 176 4.815- February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1161 260 521 1 . 864 1 . 941 Ма1с11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 450 197 287 1 .029 1 . 186 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1520 211 853 3. 057 3 .41 1 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 645 46 189 0. 677 0 . 781 J une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 574 9 149 0. 534 О. 596 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73 5 30 0. 109 0. 126 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66 0 14 0.051 0.059 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 12100 1 782 2. 803 3.127 MAHONING CREEK AT .FURNACE BRIDGE, PA. This station, situated at Furnace Bridge, Armstrong County, Pa., 2.5 miles above the mouth 01 Mahoning Creek, was established by K. C. Grant for the Water Supply Commission of Pennsylvania, and the Flood Commission of Pittsburgh, October I8, 1909. A staff gageB originally placed here was carried away by ice ~Ianuary 19, 1910, and was replaced by a standard chain gage January 23, 1910. Т110 2010 01 1110 chain gage is 0.36 foot above the zero of the statiC gage. The length 01 1110 chain from marker to bottom 01 weight is 25.23 1001. The upstream handrail, 20 1001 110111 right bank, is 27.52 1001 above the zero of the present gage. The stone bridge seat, upper end 01 right abutment, is 22.43 feet above `the zero of the present gage. Measurements are made from the downstream side of the bridge. The initial point for soundings is the top edge 01 1110 1011 abutment. At low water, measurements are made by wading just above the bridge. The channel of the stream is straight for a distance 01 800 feet Aabove and 150 1001 below the station. The bed of the stream is rocky and permanent. The velocity at low stages is very small. The right bank is high and is not subject to overñow, while the left bank overflows 101 а 511011 distance at extremely high water. There is a range 01 about 14 1001 between extreme high and extreme low water. The gage is read once daily by J. D. Bechtel. The drainage area above the station is 412 square miles. MAHONING CREEK' AT FURNACE BRIDGE. Discharge M easuremeiiís of M ah-ailing Creek at Furnace Bridge, Pa. Date Hydrographer 1I Width 1 1908 Feet Aug. 23 R. H. Bolster . . . . . . . . . . . . . . . . . . . . . . . . . . .. Sept. 25 C. E. Ryder . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1910 Маг. 2 J. D. Stevenson . . . . . . . . . . . . . . . . . . . . . . . .. Mar 2 K. C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Mar 5 V'etor Hammel . . . . . . . . . . . . . . . . . . . . . . . . . .. May 10 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 148 Мау 26 do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 148 June 30 С. Е. Ryder . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Sept. 27 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 148 Nov. 7 C. E. Ryder . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 122 1911 Jan. 17 J. T. Sykes . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 148 Jan. 17 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 148 June 23b H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 32 a. Measurement at mouth of creek. Area of Section '£355 328 ‘505 255 680 671 31 b . Wading measurement. Mean Gage Dis- Velocity Height charge Fgèâeï Feet 1see.«ft. ‚ а I 99 1 а 20 I 1 1 .... 1 8.05 8330 .... 8.03 7859 .... 6.92 6160 0.98 2.48 323 0.94 2.42 295 .... 2.01 140 2.39 A3.99 1351 0.60 2.18 153 3.49 5.05 2370 3.41 4.99 2284 0.85 1.42 26 Note. Discharge curve and rating table for this station are provisional and are not given here . Daily Gage Heights and Discharges of Mahoning Cree/e at Ригнасе Bridge, Ра., for 1909. November December October November December Day _ _ Day . _ _ Gag Dis- Gage Dis- Gage Dls­ Gage Dis- Gag Dls- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sfetef Feet Sec.- Feet 1 See.- Feet See.- Feet Sfete.- 1 . . . . . . . . . . . . . . .. 1.04 7 . 17 . . . . . .. .. 4.16 1534 2 . . . . . . . . . . . . . . .. 1.04’ 7 .. 18 . . . . . .. 1.04I 7 3.56 953 3 . . . . . . . . . . . . . . .. 1.04 ‹ 7 .. 19 . . . . . .. 1.05 8 1.04 7 3.36 802 4 . . . . . . . . . . . . . . .. 1.04 7 .. 20 . . . . . .. 1.05 8 ‘1.04 7 3.16 671 _5 . . . . . . . . . . . . . . .. 1.04 7 21 . . . . . .. 1.12 11 1.04 7 3.16 671 6 . . . . . . . . . . . . . . .. 1.04 7 2'.. . . . . . .. 1.36 23 1.04 7 2.96 551 7 . . . . . . . . . . . . . . .. 1.04 7 1.00 5 23 . . . . 1.46 28 1.04 7 2.76 438 8 . . . . . . . . . . . . . . .. 1.04 7 1.0O_I 5 24 . . . . . .. 1.56 36 1.00 5 2.76 438 9 . . . . . . . . . . . . . . .. 1’.04 7 1.04 7 25 . . . . . .. 1.56 36 1.00 5 2.36 234 10 . . . . . . . . . . . . . . .. 1.00 5 1.46 28 26 . . . . . .. 1.66 49 2.36 234 11 . . . . . . . . . . . . . . .. 1.00 5 1.66 49 27 . . . . . .. 1.36 23 . 2.36 234 12 . . . . . . . . . . . . . . .. 1.00 5 2.56 330 28 . . . . . .. 1.06 9 .1 2.36 234 13 . . . . . . . . . . . . . . .. 3.16 671 29 . . . . . .. 1.05 8 .’ 2.36 234 14 .............. .. 3.36 802 30 ..... .. 1.04 7 .1 2.361 234 15 . . . . . . . . . . . . . . . . 5.16 3027 31 . . . . . . . 1 .04 7 1 2.36 234 16 . . . . . . . . . . . . . . . . . 4.76 2373 137 .älóœm тыют Н mmm „.2 .AH m ‚изд ‚д ‚Ншшыаддюшщ ‚п »mmm mm.m mmm ты.ы ты ют.Н ты ют‚Н mmm .mmm mmm тт.ы тюНы mmm Hm mHmm ьтьд mHHH mmm mom mm.m mmm .œ mm mm.H mm mm.H ююН mH.m mmm N.m.m HmHm mmm Hmm Hm.m . . . .. . . . . . 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Нью юН.т т mmm mmm mmH mH.m mmm п mmm юь.ы тН юН.Н .mm mm.H mmm .mmm mmm mm.m mmm mm.m mmH.m mmm mmmm mmm Нью юН.т ы mHHH mN..m mmH mH .m mmm ю ют mm.H mH mH.H юНН ют.Н mmm ьюы mmmH mm.m mmm тьы mmm: тт.т ююНы mmm mmm mm.m H ‚Ё ‚Ё ‚Ё ‚ё Е. ‚Ё ‚ё ‚ё ‚Ё ‚Ё ‚Е. ‚Ё -..Sm ЁЁН uom@ @PH ншшш ЁЁН ишшш юшшё Sem. ЁшьН ишшш @Pm ишюю ЁЁН -..ën ЁЁН ишшю. _ »worm ишшш ЁЁН Sum. ЁЗН ишшщ .ESN œm.:2Ho ‚н: штшшдш ‚ют штшшдш ‚шт шюёдш ‚юН.Н шыёдш ‚ют штншдш ¿Hm шшшшдш ‚ют штёдш .mH,H œ.m.:Eo .mH.H @m.:z,Ho ‚шт шшшшдш .SH шшшшзш ¿Hm .EQ @maw -EQ @maw .EQ . штаб .EQ шышб ¿RH wma@ -EQ штшб -WFH шышб .WE штшб фа штаб -EQ шышб ‚из www@ ‚шНд штаб Ц _ U .A шшдёшшшщ ‚ншдёшгшд „шюоюшо ‚ншдёшютшш mmsmsm ‚ННЕ. @E6 ЭЁН НЕЁ‘ „EQ2 >..:„Emœ,„H ‚даёшь. ‚39. mi гшпН §mm_.îmH »RPG mmëmmumm ‚Ё .ëmëîëñ Èë «mmmmmm штаб этюд œ.mB=`îm,...~ NB 138 MAHON ING CREEK AT FURNACIEI BRIDGE. Daily Gage Heights and Discharges of Mahoning Creek at Furnace Bridge, Pa., for I9II. January February March April May June July August Day Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge ~Ht. `charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sec.- Feet Seo.- Feet Seo.- Feet Sec.- Feet Seo.- Feet Sec.- Feet Sec.- . ft. ft. ft. ft. . ft. . 1 5.43 3495 6.22 4885 a3.50 905 3.41 837 2.90 515 1 .50 30 1 .50 30 1.40 25 2 5.73 4017 5.92 4356 a3.45 867 3 .40 830 2. 90 515 1.60 40 1 .50 30 1 .50 30 3 6.53 5429 5. 12 2959 a3 .30 760 3 .90 1255 2.60 350 1 .60 40 1 .50 30 1.50 30 4 6 . 43 5252 4 . 22 1605 213 . 25 727 4 .40 1840 2 . 50 300 1 . 50 30 1 . 50 30- 1 .80 75 5 5.93 4374 3.92 1275 a3 .20 695 4.50 1985 ,2.50 300 1 .80 75 1 .50 30 2 .00 120 6 5.33 3317 3.92 1275 3 . 12 647 4.50 1985 2.50 300 2.20 175 1 .50 30 2.20 175 7 4.73 2326 3. 62 1002 3 .22 706 4.70 2280 2. 50 300 2 .40 250 1 .50 30 1 .80 75 8 3.53 929 3.32 774 3.22 706 4.70 2280 2.20 175 2. 10 145 al .40 25 1.50 30 9 3 .53 929 3.32 774 3 .22 706 4.50 1985 2.00 120 1 . 50 30 al .40 25 1 .30 20 10 3.73 1097 3.22 706 3.22 706 4.10 1465 2.00 120 1.30 20 a1.40 25 1.20 15 11 4.73 2326 3.22 706 3.21 700 4.10 1465 2.00 120 1.30 20 a1.40 25 1.20 15 12 4.73 2326 3.22 706 3 .21 700 4 .30 1705 2.00 120 1 .90 95 al .40 25 1 . 10 10 13 5.93 4374 4.52 2014 3.51 913 4.30 1705 2.00 120 2.10 145 1.40 25 1.10- 10 14 7.83 7764 4.92 2628 4_.01 1366 4.50 1985 2.00 120 1 .70 55 1 .30 20 1 . 10 10 15 9 .08 10014 5.12 2959 4. 51 2000 4 .70 2280 2.00 120 1 .70 55 1 .30 20 1 .20 15 16 7 .43 7044 5.22 3129 4. 51 2000 4 .50 1985 1 .90 95 1 .50 30 1 .30 20 1 .20 15 17 6.93 6144 5.32 3300 4.21 1592 4.30 1705 1 .90 95 1 .50 30 1 .20 15 1 .40 25 18 6 .23 4902 5. 52 3650 3 .91 1265 4 . 30 1705 1 .90 95 1 .50 30 1 .40 25 1 . 50 30 19 5.33 3317 6.12 4710 3.71 1079 4.50 1985 1.90 95 1.40 25 1.40 25 1.60 40 20 4.23 1617 5.92 4356 3.51 913 4.70 2280 1 .90 95 1.50 30 1 .30 20 1 .50 30 21 3.52. 921 5.52 3650 3 .51 913 4.90 2595 1 .90 95 1 .50 30 1 .20 15 1 .50 30 22 3.42 845 4.92 2628 3.71 1079 5.70 3965 1.90 95 1 .40 25 1 .20 15 1 .30 20 23 3.42 845 4.52 2014 3.91 1265 5.50 3615 1.90 95 1 .40 25 1 .20 15 1 .40 25 24 3 .42 845 4. 52 2014 4. 11 1476 5 .30 3265 1 . 70 55 1 .50 30 1 .20 15 2 . 70 400 25 3.52 921 4.22 1605 3.71 1079 4.90 2595 1 .50 30 1.50 30 1 .20 15 2.60 350 26 3.72 1088 4.22 1605 3.31 767 4.50 1985 1.50 30 2.40 250 1.20 15 2.40 250 27 4.52 2014 3.92 1275 3.31 767 4.10 1465 1 .30 20 2.00 120 1 .10 10 2.40 250 28 7 .32 6846 a3.80 1160 3.21 700 3.90 1225 1 .30 20 1.80 75 1 .10 10 2.40 250 29 5.92 4356 3.21 700 3.70 1070 1.30 20 1.60 40 1.10 10 2.80 455 30 5.32 3300 3.31 767 3.30 760 1 ‚50 30 1.50 30 1 .10 10 3.60 985 31 4.92 2628 . ‹ . . .. 3.41 837 1.50 30 .. 1.10 10 4.40 1840 a. Interpolated. Estimated Monthly Discharge of Mahoning Creek at Furnace Bridge, Pa. [Drainage area, 412 square miles.] Discharge in second­feet Run-off Month Maximum Minimum Mean Slieeîoïtŕuâîîet Iïâlëälêsln I mile 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4780 330 1783 4.328 4.990 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . 12570 118 2002 4.859 5.060 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11670 569 4727 11 .475 13.233 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9296 203 1699 4.124 4. 601 May . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . .. 1941 199 673 1.633 1.883 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 438 166 255 0.619 0.691 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110 23 33 0 .080 0 . 092 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 280 3 27 0.066 0.076 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5305 18 1321 3.206 3.577 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 500 29 162 0.394 0.454 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1115 163 331 0.803 0.896 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9023 157 1332 4.204 4.847 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12570 3 1195 2.982 40.400 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10014 845 3407 8.269 9.533 February . . . . . . . . . . . . . . .­ . . . . . . . . . . . . . . . . . . . . . . 4885 706 2276 5.524 5.752 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2000 700 978 2.859 3.338 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3965 760 1936 4.699 5.243 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515 20 148 0.359 0.414 June . . . . . . . . .‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 250 20 67 0.162 0.181 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 10 21 0 .050 0 . 058 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1840 10 182 0.442 0.510 s'rR1~:.^.M­FLoW. 139 RED BANK CREEK AT ST. CHARLES, PA. This station, situated on the Wooden bridge at St. Charles, Clarion Co., Pa., I5 miles above the mouth, was established October 19, 1909, by K. C. Grant, for the Water Supply Commission of Pennsylvania and the Flood Commission of Pittsburgh. A standard chain gage, measuring 24. 5 5 feet from low­water marker to bottom of Weight, and 14.55 feet from high-Water marker ‘to bottom of Weigh~t, is installed at this station. The upstream corner of the right bridge seat is 19.37 feet above the zero of the gage. The Wooden Stringer under the pulley of the gage is 21.67 feet above the zero of the gage. ` The iniitial point for soundings is at .the right abutment, on the upstream side of the bridge. Low-Water measurements are ‘пайки by wading, about zoo yards above the bridge. ‹ V The channel is straight for but a very short distance above and Ibelow the station. The bed -of t~he stream is composed of large rocks and is of a permanent character. The right bank overflows at extremely high stages, While -the left bank is high and does not overflow. There is a range of about I4 feet between extreme high and extreme low Water. The gage is read twice- daily by W. H. Bish. The drainage Iarea above the station is 540 square miles. Discharge Measurements of Red Bank Creek at St. Charles, Pa. | Date Hydrographer Width âäâîiâri Vâiââiriy Hcälëlît c1]i)a.11§ge - Feet Sq. jt. Ft- Per Feet Sec.­ft. 1910 ‘ес- Mar. 4 V. F. Hammel . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 994 7.75 7.10 7697 Mar. 4 do . . . . . . . . . . . . . . .— . . . . . . . . . . .. 136 994 7.58 7.11 7539 May 26 H. P. Drake..I . . . . . . . . . . . . . . . . . . . . . . . . .. 130 400 1.47 2.73 559 July 30 Farley Gannett . . . . . . . . . . . . . . . . . . . . . 140 0.25 1.16 35 Aug. 10a H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . .. 49 23 0.50 0.89 13 Sept. 27 do . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 491 _ 3.13 3.43 1536 Nov. 7 C. E. Ryder . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 120 273 0.87 1.95 238 . 1911 Jan. 14 J. T. Sykes . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 1182 10.20 8.04 12042 Jan. 14 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 1207 10 .32 8.07 12460 Jan. 15 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 1165 8 .93 7 .92 10395 Jan. 15 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 1125 8.55 7 .62 9600 Jan. 16 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 136 847 6.43 5.73 5448 June 22a H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 52 70 1.05 1.46 74 a. Wadjng measurement. 140 4d. Mairîmum 6005.55 Р. М. ‘А "А" Ac. liszraximum 10.51 at 5 P. м. Creek frozen. Creek frozen Jan. 1~17, 1910, inclusive. _ ‚ _ _ No estimates of daily or monthly discharge are published, as a satisfactory rating table for this station cannot be computed untll addl lonal discharge measurements are made. . LQLQIQNN О œoo ЩЮ mo lQlQl­OL'Dlß 1 3 @eeen Qäaœd @aged reed@ Éââââ ЁЁЁЁЁЁ 1 D œNœœm wœœœw ччююе юфшщч «мыши МЧММЮЧ È Ы о wow ышшшы moc о юыююо Щ ' I 9 @gare Nana@ ч@ч.2 @wwwa âeâîî 5333.* ì Д ыыыыы ыыыыы www œ mmm H wmmwv mœmœm‘ I . х J! ummm omœmœ m mmm moo ^ 5 1.2441 @weee eädqa eeQ.ä 3335@ ÉÉë.$3 1 I manon «awww ююююю mœœmw wmœmœ ыыыыыы д ы mbo um L g Q.eae eeâää 33222 33335 33353 âîäääi m ююыыь Фшчым мюююф œœmœœ мыыыы œN¿¿¿‘ ' шюшю bm ыы hmmm mmm Ь ä ddee@ e..@Q äeeee eeaëë 22353 223233 4 HHHHN NNHHH r­H­l\_l!­ll"l HNNHH \‘­Íl­ll"lf"“lf"l f­lQ`l`Í4l"o14 и юыыоо о ’ Ё afee@ „aaaa a_aa« aaa: 22:22 eraaaa Н Н H HH HHHHH HHHHH HHHHH HHHHH HHHHHH Н Ф Ф NHNHQ H C laaaaa raga; areas aaaaa aaaae a aaa: gf HHHHH HHHHH HHHHH HHHHH HHHHH HHHHH’ и ююсфо ыошшы G Qdnee reed@ 53233 ЁЁЁЁЁ ЁЁЁЁЁ $3335@ E юююыы ыыыыы ыыыын HH HH HHHHH HHHHHH 6 П @Hw H œHHœœ Hoo@ wœœH œœwww www oi Щ 3 ччч.ч 2ччщч 22223 Зчччч 22222 45434‘ H 4 юююыю «vene mmmœw «типы ««ю‹ы ччыыы о, ш N Д ьыньь »NCH obb Ф ты ь sin H Ё Ё weee# Ёчччщ ытч.ч Qœîaì QäaëQ ЁЧЁЁЁЧ д 2 ыыыыы ыыыыы ююююю mm mm mœœœœ mwœmm _ ­ mœœ H H MH HH ю 2 g e@Q.a 32322 Ёчч.ч 2 ЁЁЁ .Ёч›$ äääiii Щ Щ œœœœœ ыыыыы ыыыыт тыщюы юююыы мым"' Ё 1 ­ тают Н от Q ä 'mame ч.чч5 33322 ЁЭЁЁЁ 33222 Ё ЁЁЁЁ Ю H )Hamme mmmœm ытюьь Ф m œ ююыыы œœmwww N ä -I N Hœg оьоют ЮЩФ нтошю ььюьь wm www U 8 2324. ччччч Ё$ччч edad# ччччч чт.Ф22 2 G п ь «nm mm ьь omoœm Hb ью H me mmm щ 5 ‘ч.ччч QQ.@Q Qned. 44554 ЁЩЁЧЁ ‚$242. ъ Z ìHHœmm HHHHH ыыыыы ыыыыы ыыыы мыыым: m Щ J N no mmv@ mhœmm m wo H. œ mmH ­ g däîee Ёщщчю Qeeee e%.eä Ё3.ч$ Qäeeeë HS» NHHHH I­|l"‘ÍI­ll'­"|l"4 ННННН HH f­l\‘­Í ННННН l­1l"'lC\1C\`|'I"'il­Í ._/_-4 „ “ 5 œœœbm ыо mm m œ ЬЮ ФФНН wm@ со P1 Ф Ч‘ 3 ai weee@ »N.œQ 23422 222.3 чччЁч eäeëei Щ Ш kHHHwœ NNHHH HHHHH HHHHH HHHNQ чтюыы‘ .§ dá“, l BMP' lQOÓl`~'l­4|­'| Ow@ 'Ü . g N.«eQ .QQQQ @edge äââââ 23333 ЁЁ.$Ё$ 3 Q HHHHQ о HCH HHHHH HHHHH HHHHH HHHHHH Q D) I . ‘н >3 NIO 00 C5!-lœ1`°l` U) OÚH ÚÍÚÍUQCO „На: ОЧЧЧНМНЧ‘ N E ee.eœ ччччч 2.422 тчччё 32222 huwen@ Щ 5 HHHHH HHHHH HHHHH HNHHH HHHHH HHHHHQ о Ч) г.‘ 1 ъ Q œ` Ф ’нФычы «Gown H _ . œœmw www œ ю Ч H1 â ddee@ ччччч deaeœ îwëeg egâëœ 3333.' Ш H ыыыыы ы NNN NNœHH HHHHH HHHHH HHHHH‘ Ё‘ >,| ш mmm H www œ m ы то mœœ Q 1 2; чёччч Ч.ЧНН Q.œ Q âgneä 39333 gegend Q ¿E Íœœœœœ ыыыыы NNHHH HHHH ыыыыы ыыыыыы Hi i M' ютоюо mman» о о ос D Locom' 1 al eenen ‚ч ea 32333 Н3«>ё Чёззг ghehe' ;< ёыыыым юыыыы yf??? §§§§œ œœmœâ mvœœm' 1 , Ё ‘Ё Vœ_N.._ .m>~„_DO ЩФ mí. ‚(Ш ЁФШЭШЩРР-Ш .2О_ФШ_ Q_ ч Q_ ч щ __ a . Ч т. . ‚ш ‚т 1 __ и. \ щ 8 „г _«1. o_ Ф 1 . а \\s__À \?...._ ___ Ф’ \ д «_ ma 8 mÈ._„_ . £171 Daily Gage Heights and Discharges of Clarion Riz/er at Clarion, Pa., for 1885. November Note. No record February and March. January April May June July August September October December >. es _ Q Gage Dis- Gage Dis- Gage Dìs- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gag Dis- Gage Dis- Gag Dis- ] Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. - charge Ht. charge Ht. charge Ht. charge I Feet See.- Feet See.- Feet Sec.- Feet Sec.- Feet Sec.­ Feet See.- Feet Sec.- Feet Sec.- Feet Sec.- Feet See.- ft, jt. ft. ft. ft. ft. ft. ft. ft. ft. 1 5.50 7010 . . . . . . . . 3 .50 3280 4.40 4795 0.80 545 0.30 320 3 .00 2550 0.40 360 1.70 1160 1 .70 1160 2 5.00 5930 . . . . . . . . 3.70 3590 4.20 4435 0.70 490 0.20Y 280 2.90 2415 0.30 320 1.80 1240 1 . 60 1080 3 3 . 00 2550 5 . 50 7010 3 . 60 3435 3 . 50 3280 0 . 70 490 0 . 70 490 2. 50 1930 0 . 60 440 2 . 10 1505 1. 60 1080 4 2‚70 2160 6,2() 8730 3.40 3125 2.60 2040 0.60 440 10.30 20730 1.60 1080 0.40 360 2.00 1415 1.50' 1005 5 2 . 40 1820 6 .00 8215 2.90 2415 2 . 80 2285 0 .60 440 5 . 30 6560 2. 40 1820 0.50 400 1 .90 1325 1 . 50 1005 6 2 . 40 1820 5 . 50 7010 2.80 2285 9 . 60 18600 0. 60 440 3 .90 3920 3 .00 2550 0 .50 400 1 .90 1325 1 .50 1005 7 3 .90 3920 5. 60 7240 2.80 2285 5 .80 7715 0 .40 360 3 .00 2550 2. 50 1930 0 .70 490 2.00 1415 1 .40 935 8 4.80 5540 5.70 7475 3.10 2690 7.70 12930 0.30 320 3.00 2550 2.00 1415 0.50 400 1.90 1325 1.30 860 9 4 . 00 4090 7 . 00 10900 3 .80 3750 6 . 70 10060 0 . 20 280 2 . 70 2160 4 . 20 4435 0 . 50 400 1. 90 1325 2.30 1710 10 3 . 40 3125 5 .80 7715 3 . 10 2690 5 .00 5930 0 . 20 280 2. 40 1820 5 .00 5930 0. 50 400 2. 10 1505 3 . 20 2830 11 3 . 00 2550 4 . 80 5540 2 . 90 2415 3 . 90 3920 0 . 60 440 2. 20 1605 3 . 50 31280 0 . 40 _ 3160 2 . 00 1415 3 . 30 2975 12 3 . 40 3125 4 . 20 4435 2 . 80 2285 3 . 50 3280 1 . 70 ‘1160 2 . 00 1415 3 . 20 2830 0 — 40 360 1 . 90 13-25 2. 80 2285 13 5.20 6340 3.80 3750 2.70 2160 3.20 2830 1 .30 860 1 .90 1325 3.00 2550 0.50 400 1.80 1240 2.60 2040 14 4.00 4090 3 .00 2550 2. 70 2160 2.90 2415 1 . 70 1160 10.80 22280 2 . 70 2160 1. 70 1160 1.70 1160 3.00 2550 15 3 .40 3125 2.80 2285 2 .60 ‘2040 2.50 1930 2. 50 1930 6 .20 8730 2.00 1415 4.00 4090 1.70 1160 3 .30 2975 16 3.00 2550 2.90 2415 2.30 1710 2.50 1930 1.90 1325 4.30 4615 1.80 1240’ 2.80 2285 1 .60 1080 2.90 241-5 17 5 . 60 7240 3 . 00 2550 2 .00 1415 2 . 00 1415 1 . 30 860 3 . 60 3435 1 . 50 1005 2 . 20 1605 1 . 50 1005 2. 80 2285 18 6 . 40 9255 3 .80 3750 1.90 1325 1. 80 1240 0. 80 545 3.10 2690 1.30 860 2.00 1415 1 .50 1005 2 . 70 2160 19 4 . 00 4090 4 . 40 4795 1. 60 1080 1. 80 1240 0 .60 440 2 . 80 2285 1.20 790 1 .50 1005 1. 80 1240 2 . 60 2040 20 3 .00 2550 5 .00 5930 1.40 935 1. 60 1080 0 . 50 400 5 . 30 6560 1 . 10 720 1 .90 1325 3 . 20 28-30 2 .50 1930 21 2 . 50 1930 5 . 90 7965 2 . 60 2040 1. 20 790 0 . 30 320 3 . 70 3590 1.00 660 1.30 860 3 . 301 2975 2. 40 1820 22 2.20 1605 6.00 8215 2.80 2285 1 .30 860 0.20 280 3.00 2550 0.80 545 3.00 2550 2.40 1820 2.40 1820 23 2 . 10 1505 6 . 30 8990 2 .90 2415 1 . 60 1080 0. 20 280 4 .00 4090 0 . 80 545 2.50 1930 2.00 1415 2. 60 2040 24 1 .90 1325 5 .90 7965 2.70 2160 1 .30 860 0. 70 490 3 .70 3-590 1. 40 935 2.00 1415 2.00 1415 3 . 00 2550 25 1 . 90 1325 5. 40 6780 7 .50 12350 1 . 50 1005 1 . 00 660 4. 70 5350 1 . 20 790 1 .70 1160 2 .90 2415 3 .00 2550 26 1 . 90 1325 4 . 80 5540 3 . 10 2690 1 . 00 660 0 . 70 490 8 . 60 15600 1 . 00 660 1 .60 1080 2 . 30 1710 2. 80 2285 27 . . . . . . . 6.50 9520 ' 4.20 4435 0.70 490 1.40 935 6.00 8215 0.80 545 1 .60 1080 2. 10 150-5 2. 70 2160 28 4.90 5730 3 .60 3435 0 . 60 440 1 .20 790 4.80 5540 0 . 70 490 1 .60 1080 1. 90 1325 2. 70 2160 29 . . 4.20 4435 3 .00 2550 0 . 80 545 0 .70 490 3 . 80 3750 0 . 60 440 1 .70 1160 1 .80 1240 2. 60 2040 30 4.10 4260 2 .90 2415 0 . 90 600 0 . 50 400 3 . 00 2550 0. 50 400 1.90 1325 1. 80 1240 2 . 60 2040 31 3.80 3750 0.40 360 3.70 3590 . 1.90 1325 2.70 2160 Vm Daily Gage Heights and Discharges of Clarion River at С larlon, Pa., for 1886. January February March April May June July August September October November December ‘ё G 1 в‘ G I 1)‘ с, 1 в с D с A Y 7* Núm “щ а ‘о ls- age ls- 'a е I is~ a is- a e _Di - G ­ " - м '_ . ’ - ‹ ’_ ’. ‘ ‘ _ ’. charge Ht. charge 11%. I charge Hfg. charge 116: cllaîge 13%.( c1]1)alrsge 011117 c11)a1î'ge сайт 711116 clììlaîge G126. c1I1)a11§ge cl11)a11§ge 61188 65381686 Feet S60.- ‘If`6Gt S80.- Где! S80.- Feet Ser», Fee! Ева- Feet Sec.- Мед: Sec.- Feat Sec.- Feet Sec.- Feet Sec.- Feet Sec.- [feet Sar.- П- l It. ft. ft. ft. ft. ft. п. ft. ft. ft. ft. 1 2-70 2100 - - - - 2 50 1930 9.80 19200 1.70 1160 0.60 440 0.30 320 0.00 220 -0.50 120 2.20 1605 —0.60 110 3.00 2550 2 2-70 2100' ­ - - - - - - - 2 30 1710 7.00 10900 1.70 1160 0.60 440 0.10 250 0.00 220 0.70 490 1.80 1240 —0.60 110 2.40 1820 3 2.70 2160 1 5.70 7475 1.70 1160 0.60 440 —0.10 190 —0.20 165 0.50 400 1,30 860 -0.60 110 1.80‘ 1240 4 3.50 3280 . . . . 5.30 65-60 1.60 1080 0.50 400 —0.10 190 —0.20 165 0.00 0.90 600 —0.60 110 1.20 790’ 5 12.50 27750 4.30 4615 1.60 1080 0.50 400 —0.10 190 —0.20 165 —0.10 190 0.50 400‘ —0.60 110 1.20 790 6 8 . 80 16200 4 . 90 5730 1. 60 1080 0 .40 360 -0 . 20 165 -0. 30 145 -0 .30 145 0.30 320 -0 . 60 110 1. 20 790 7 5.50 7010 8. 70 15900 1.60 1080 0.40 360 —0.20 165 --0.30 145 -0.40 130 0.30 320 —0 .60 110 . . . . . 8 4.40 4795 6.20 8730 1 .70 1160 0.40 360 -0.20 165 -0.30 145 -0.50 120 0. 10’ 250‘ -0 .60 110 . . . . . . ‚ 9 4.00 4090 5.00 5930 1 .70 1160 0.40 360 —0.20 165 -0.30 145 —0.50 120 0.00‘ 220 -0.60 110 . . . . . . . 1.0 3.50 3280 . . . . 5.00 5930 1.70 1160 0.30 320 —0.20 165 —0.30 145 -0.60 110 0.00 220 —0.60 110 . . . . . 11 3.10 2690 . . . . 4.80 5540 1.90 1325 0.20 280 —0.20 165 ­-0.30 145 -0.60 110 —0.10‘ 190 —0.40 130 . . 12 . . . . . . . . . . . . 4.60 5165 1.80 1240 0.00 220 —0.20 165 -0.30 145 -0.60 110- -0-.'20 165 -0.30 145 . . 13 .. › 4.70 5350 1.60 1080 —0.10 190 —0.20 165 -0.30 145 —0.40 130 —0.40‘ 130 0.50 400 .. 14 7 .2011480 . . . . . . . . 4.40 4795 1.50 1005 0.00 220 0. 10 250 —0.30 145 —0.40 130 —0.40 130 0.60 440 . . . . . 15 6.30 8990 . . . . . . . . 4.00 4090 1.50 1005 0.00 220 1 ‚10 720 —0.40 130 —0.50 120 -0 .30 145 0 .60 440 3 .00 2550 16 5.40 6780 . . . . . . . . 3.40 3125 1.40 935 -0. 10 190 1.30 860 -0.40 130 —0.40 130 —0.50 120 0.50 400‘ 2.60 2040 17 4 .10 4260 2 . 40 1820 З . 20 2830 1 .40 935 0 . 50 400 1 . 30 860 —0. 40 130 -0 . 30 145 -0. 50 120 0 . 60 440’ 2. 20 1605 18 3.40 3125 2.60 2040 2.60 2040 1 .40 935 1 .20 790 1.00 660 -0.40 130 -0.30 145 -0.50 120 4.80 5540 2.00 1415 19 3.20 2830 2.90 2415 2.40 1.820 1.30 860 0.90 600 0.90 600 —0.50 120 0.60 440 —0.50 120 7.50 12350 2.00 1415 20 2.90 2415 3.50 3280 2.00 1415 1.10 720 0.70 490 0.70 490 —0.50 120 0.80 545 —0.50 120‘ 4.80 5540 2.00‘ 1415 21 2.90 2415 5.30 6560 1.80 1240 1.10 720 0.60 440 0.50 400 -0.50 120 2.00 1415 -0.50 120 3.80 3750 1.70 1160 22 2.80 2285 7 . 80 13220 1. 60 1080 0. 90 600 0. 50 400 0 . 30 320 -0 . 50 120 1 .30 860 -—0. 60 110 3 . 00 2550 1 . 70 1160 23 2 . 70 2160 6 . 40 9255 1 . 50 1005 0 . 90 600 0 . 60 440 0 . 20 280 -0 . 50 120 0 . 80 545 —0 . 60 110 3 . 20 2830 1 . 60 1080 24 2 .60 2040 4 . 80 5540 1. 50 1005 0 . 90 600 0. 70 490 0 . 00 220 —0 . 40 130 0 . 60 440 —0. 60’ 110 8 . 90 16500 1. 60 1080 25 2.60 2040 4 . 30 4615 1 . 50 1005 0 . 90 600 0 . 60 440 —0. 10 190 -0 . 50 120 0 . 50 400 -0 . 60 110- 5.00 5930 2. 80 2285 26 2 .90 2415 4.40 4795 1.50 1005 0 .80 545 0 .90 600 ­-0. 20 165 -0 . 50 120 0. 50 400 -0 . 60 110 4.60 5165 2. 00 1415 27 2 . 80 2285 4 .60 5165 1. 80 1240 0 . 90 600 2.10 1505 1 . 70 1160 --0. 50 120 0 . 60 440 -0 . 60 110 4. 40 4795 1. 90l 1325 28 2 .60 2040 4 . 30 4615 1 . 50 100-5 0 . 90 600 1 .00 660 0 . 50 400 -0 . 50 120 1.00 660 -0 . 50 120 4 . 00 4090 1. 90 1325 29 . . . . . . . . 4.00 4090 2.00 1415 0.70 490 0.60 440 0.50 400 —0.50 120 2.90 2415 +0-.50 120 3.80 3750 1.70 1160 30 . . 4 . 20 4435 1. 80 1240 0 . 60 440 0. 40 360 0 . 20 280 -0 . 50 120 3 . 20 2830 —0 . 50 120 3 . 80 3750 1. 70 1160 31 4,40 4795 0.60. 440 0.10 250 —0.50 120 —0.50‘ 120 1.70 1160 9171 Daily Gage Heights and Discharges of Clarion River at Clarion, Pa., for 1887. January February March April May July August V September October November December ё‘ I Q Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge I-lt. eliargfJ Ht. charge Ht. charge Ht. charge Ht. cliarge I-It. charge Ht. charge Ht. charge Feet I Seo.- Feet Sec.- Feet See.- Feet see.- Feet Sco.- Feet ’ Sec.- Feet Sec.- Feet .Soo` Feet See.- Feet sec.- Feet See'.- ft. ft. ft. г ft. jt. ft. ft. ft. ft, ‚д, - д, , 1 1-70 1160 2.50 1930 3.90 3990 1.40 935 3.30 3750 ~0­'30 145 0-00 545 0-10 200 0-10 250 —0.00 110 0.30 545 2 1.70 1160 2.50 1930 3.40 312.5 1.30 8,001 3,40 312.5 —0.40 130 0.60 440 0.00 220 0.10 250 _0_00 110 , . 3 1.60 1080 2.90 2415 3.10 2500 1,20 790 3,30 2975 -0.40 130 0.60 440 -0.10 190 —0.10 190 _(1,00 110 4 1.50 1005 3.20 2830 3.80 3750 1,20 790 3,00 2550 —0.50 120 0.30 320I -0.20 165 -0.10 190 _0,00 110 5 2.50 1930 3.40 3125 1,20 790 2,30 2285 -0.50 120 0.20 280 —0.30 145 —0.20 105 _0,00~ 110 1,50 100.5 6 2.30 1710 5.60 7240 2,30 1710 2,60 2040 -0.60 110 0.20 280 -0.30 145 0.00 220 _9_60 119 3,20 2830 7 2.00 2040 0-00 9790 2.00 1415 2.50 1930 -0.00 110 0.10 250 0-80 545 020 165 -0.00 110 2.30 1710 8’ 9.60 18600 6.10 8470 1,90 1325 3,30 2975 —О.60 110 0.10 250 0.80 545 —0.20 105 _0.60 110 1,80 1240 9 10.50 21350 5.90 7965 1,79 1160 4,00 409-0 -0.60 110 0.20 280 0.60 440 —0.30 145 -0,00 110 1.40 935 10 9.50 18300 5.60Y 7240- 1,60 1000 4,20 4435 ~0.4o 130 0.20 280 0.40 360 —0.30 145 _0.60 110 1.30 860 11 . . . . , . . .. 9.20 17400 5.20 0340 1,60 1080 4,60 5165 —0.30 145 0.20 280 0.20 280 —0.10 190 _0.60 110 1,20 790 12 12.00 26-100 4.80» 5540 3.00 2550 4.30 4615 d0.40 130 0.10 250 0.30 320 —0.30 145 _0.60 110- 3.00 2550 13 7.20 11480 4.40 4795 3,40 312-5 3,90 3920 —0.50 120 0.10 250 0.30 320 —0.30 145 —О.60 110 2.40 1820 14 5.70 7475 4.10 4266 3,49 3125 3,40 31251 -0.60 110 0.00 220 0.10 250 0.10 250 -0001 110 1,40 935 15 5.30 6560 3.80 3750 3.10 2690 3.20 2830 -0.60 110 0.00 220 0.00 220 —0.10 190 —0.30 145 1.00 660 16 5.40 6780 8.50 3280 2.80 2285 2.90 2415 -0.60 110 0.00 220 0.00 220 —0.20 165 0.00 220 0.60 440 _ 17 4.90 5730 3.20 2830 4.50 49180 2.50 1930 „0.70 100 0.00 220 0.30 320 —0.30 145 0.50‘ 400 0.60 440 18 4.70 5350 2.70 2160 3,40 3125 2,20 1605 ­-0.70 100 0.10 250 0.20 280 —0.30 145 1.40 935 0.80 545 19 6.70 10060 2.-40 «1820 3.20 2830 1.90 1325 —0.70 100 0.40 36.0- 0.20 280 -0.30 145 1.00 660 0.80 545 20 5.70 747-5 2.40 1820 3.00 2550 1.70 1160 -0.80 90 1.70 1160 0.20 280 -0.30 145 0.80’ 545 0.80 545 21 4.90‘ 5730 2.30 1710 2.80 2285’ 1.60 1080 —0.40 130 1.30 860 0.10 250 —0.30 145 0.60 440 0.80 545 22 4.60 5165 2.20 1605 ' 2.80 2285 1.50 1005 —О.60 110 1.00 660 0.10 250 —0.30 145 0.40 360 0.70 490 23 4-.30 4615 2.00 1415 4.50 4980 1.40 935 -0.50 120 1.00 660 0.30 320 -0.40 130 0.30 320 24 4.90 5730 2.00 1415 4.70 5350 1.30 860 ~0.50 120 1.10 720 0.60 440 —0.40 130 0.20 280 25 4.00 4090 5.20 6340 1.80 1240 3.80 3750 1.40 935 —0.30 145 0.90 600 0.50 400 —0.50 120 0.60 440 ’26 4.00 4090 4.60 5165 1.70 1160 3.20 2830 1.80 1240 4.00 4090 0.70 490 0.40 360 —О.60 110 1.00 660 27 3.80 3750 4.90 5730 1.60 1080 3.00 2550 1.80 1240 2.80 2285 0.70 490 0.20 280 —О.60 110 2.20 1605 28 3.00 2550 4.40 479-5 1.60 1080 2.80 2285 1.50 1005 1.80 1240 0.60 440 ~0.20 280 —О.60 110 1.60 1080 29 3.00 2550 1.50 1005 3.40 3125 1.40 935 1.40 935 0.00 440 0.20 250 -0.00 110 1.60 1080 30 3.00 2550 . 1.50 1005 4.20 4435 1.30 860 1.00 660 0.50 400 0.10’ 250 —О.60 110 0.90 600 31 2.70 2160 1.40 935 1.30 860 0.00 220 0.30 320 —О.60 110 Note. No record for June.I 9171 ' Daily Gage Heights and Discharges of С [атёоп River at Clarion, Pa., for 1888. Day »-11-fr-I»-I OOl\')*­­‘©¢Da`»"-`lODCTl1­P~C»\3l\'al­­‘ January 1*`eb1‘ua1'y - March April May June July August September October November December Gage Dis- G alge Dis- Gage Dis- Gag Dis- Gage. Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dié- Gage Dis- Gage Dis- Gage Dis- 1~It. charge Ht. Charge Ht. Charge llt. charge Ht. charge I-In. charge Ht. charge Ht. charge Ht. Charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet Sec.- Feet Sec.- Fc/et See.- Feet See.- Feet See.- Feet Sec.- Feet Sec.- Feet Sec.- Feet Sec.- ft. ~ ft. ft. ft. ft. ft- jt. ft. ft. ft. ft. . ft. ... . .. . .. 2.80 2285 5.40 6780 1 .70 1160 2.20 1605 0.80 545 —0.50 120 0.50 400 —0.50 120 1 ‚00 1080 1 ‚00 1030 . . . . . 2.80 2285 5.00 . 5930 1.60 1080 2.00 1415 0.60 440 —0.50 120 0.10 250 ‚ , . , , ‚ ‚ 1,40 935 1.50 1005 . . . . . . . 3.20 2830 6.00 8215 1.60 1080 1 .90— 1325 0.40 360 —0.60 110 —0.20 165 . . . . . . . 1.30 860 1.30 860 3.80 3750 5.50 7010 1.50 1005 1.80 1240 0,30 320 -0,00 110 4.40 130 2,40 1820 1,20 790 3.20 2830 5.10 6130 1.50 1005 1.70 1160 0.20 280 -0.40 130 -0.50 120 2.20 1605 1.20 790 3.00 2550 8.00 13800 1.90 1325 1.60 1080 0.00 220 -0.50 120 —0.60 110 2.00 1415 1.10 720 2‚.80 2285 10.00’ 19800 1.80 1240 1.50 1005 0.00 220 —0.20 165 —0.60 110 2.20 1605 1.00 660 6.00 8215 . . . . 2.70 2160 6.70 10060 1.60 1080 1.40 935 —0.10 190 —0.З0 145 —0.50 120 2.80 2285 2.40 1820 1.00 660 5.40‘ 6780 . . . . 2.40 1820 5.70 7475 1.60 1080 1.20 790 -0.10 190 -0.40 130 -0.50 120 . . . . . . . 3.00 2550 1.00 660 4.60 5165 . . . . 2.20 1605 5.10 6130 1 .80 1240 1.00 660 -0.20 165 -0.40 130 —0.60’ 110 . . . . . . . 3.80 3750 1 .20 790 3.60 3435 . . . 2.00 1415 5.30 6560 2.00 1415 1.00 660 —0.З0 145 -0.50 120 -0.60 110 . . . . . . . 4.80 5540 1.20 790’ 2.80 2285 . . . . 2.00 1415 5.40 6780 1.80 1240 1.10 720 —0.З0 145 —0.50 120 —0.60 110 1.80 1240 4.00 4090 1 .00 660 2.30 1710 . . . 1.80 1240 4.70 5350 1.80 1240 1 .80 1240 -0.00 220 -0.10 190‘ —0.60 110 . . . . . . . 3.40 3125 0.90 600 2.30 1710 . . . . 1.60 1080 4.10 4260 2.00 1415 1.40 935 —0. 10 190 0.20 280 —0.60 110 . . . . . . . 2.80 2.285 0.90 600 2.50 1930 . . . . . . . . . . . . 3.50 3280 2.20 1605 1.10 720 —0.10 190 0.80 545 —0.60‘ 110 2.20 1605 2.50 1930 0.80 545 2.90 2415 . . . . . . . 3.40 3125 1.90 1325 1.20 790 —0.20 165 0.80‘ 545 40.60‘ 110 . . . . . . . 2.40 1820 0.80 545 2.40 1820 . . . . . . . 3.00 2550 1.60 1080 1. 60 1080 -0.20- 165 0.50 400 —0.20 165 . . . . . . . 2.80 2285 0.90 600 2.30 1710 . . . . . . . 2.80 2285 1 .40 935 1 .40 935 «0.30 145 1 .20 790 —0.20 165 3.00 2550 4.20‘ 4435 2.10 1505 . . . . . . . . . . . . 3 .00 2550 1.50 1005 0.90 600 -0.30 145 2.50 1930 —0.З0 145 2.80 2285 3.30 2975 2.10 1505 . . 1.20 790 2. 80 2285 1. 60 1080 0.80 545 —0. 10 190 1 . 80 1240 —0 .40 130 2.80 2285 2.70 2160 2.00 1415 . . . 2.60 2040 3.00 2550 1 .60 1080 0.70 490 —0.20 165 1 .30 860 -0.50- 120 . . . . . . . 3.00 2550 2.50 1930 . . . . . . . . . . . . . . . 5.60 7240 2.90 2415 1.40 935 0.50 400 —0.20 16’5 1.30 860 -0.10 190 3. 10 2690 3.00 2550 2.10 1505 3.40 3125 5.20 6340 2.70 2160 1.30 860 0.40 360 —0.З0 145 1 .80 1240 —0.20 165 . . . . . . . 2.70 2160 2.00 1415 3.30 2975 4.10 4260 2.60 2040 1.30 860 0.70 490 -0.30 145 1 .00 660 -0.40 130 . . . . . . . 2.30 1710 1.80 1240 3.30 2975 3 .70 3590 2. 50 1930 1.20 790 0.80 545 —0.40 130 0.70 490 —0.50 120 . . . . . . . 2.10 1505 1 .70 1160 4.40 4795 3.60 3435 2.50 1930 1.20 790 0.70 490 —0.40 130 0.50 400 —0.50 120 . . . . . . . 2.00 1415 1.70 1160 4.20 4435 3.50’ 3280 2.30 1710 1.20 790 0.50 400 —0.40 130 0.50 400 -0.50 120 . . . . . . . 1.90 1325 1.80 1240 3.90 3920 3.50 3280 2.10 1505 1.20 790 0.50 400 —0.40 130 0.40 3-60 -0.60 110 .. . 1.70 1160 2.00 1415 3 .00 2550 4.30 4615 1 .90 1325 1.50 1005 0.70 490 -0.40 130 0.40 360 -0.60 110 1 .80 1240 1.60 1080 3.50 3280 . . . . . . . 5.40 6780 1.80 1240 3.50 3280 0.80 545 —0.40: 130 1 .20 790 -0 60 110 . . . . . . . 1.60 1080 2.90 2415 . 4.50 4980 . 2.80 2285 —0.50 120 0.90 600 2.60 2040 [И Daily Gage Heights and Discharges of Clarion River at Clarion, Pa., for 1889. January February March April May June July August September October November December >. mi д Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis~ Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht, charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. Charge Ht. charge Ht. Charge Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet ` Sec.- Feet Seo.- Feet Sec.- Feet See.- Feet See.- Feet S60.- Feet S60.- ft. ft. ft. ft. ­ ft. ft. ft. f t. ft. ft. ft. ft. 1 2.30 1710 2.80 2285 . . . . 3. 10 2690 4.20 4435 17.00 43000 4.00 4090 . . . . . . . . . . . . . . . . . 1 .30 _860 2.40 1820 2 2.10 1505 2.50 1930 . . . . . 4.80 5540 3.90 3920 l2.00 26100 . . . . . . . . . . . —0.70 110 1 .20 790 2.00 1415 3 2.00 1415 2.30 1710 .... .. 5.00 5930 3.60 3435 6.30 8990 .... .... .... ... .... ... 1.20 `790 2.00 1415 4 1.80 1240 2.00 1415 .... . 4.50 4980 3.30 2975 .. . .... 10.00 19800 0.40 360 3.00 2550 1.70 1160 5 1.60 1080 1.80 1240 .. . 4.00 4090 3.00 2550 . .... .... ... ... 2.70 2160 1.70 1160 6 1.60 1080 1.80 1240 3.70 3590 2.80 2285 . 2.20 1605 1.70 1160 7 2.60 2040 .... .... 3.90 3920 4.50 4980 .... .... .. . .... .... .... .... ... .... ... 0-30 320 1-90 1325 1.60 1080 8 2.40 1820 . . 2.50 1930 4.60 5165 ... . 3.50 3280 .... ... .... ... -‚‚‚ -... 1.80 1240 1.60 1080 9 2.30 1710 . . 2.00 1415 4.10 4260 ... .... .... .... .... ... -0.50 120 1.40- 935 2.00 1415 10 2.50 1930 . . 2.00 1415 3.90 3920 4.40 4795 . 1.10 720 4.00 4090 11 2.40 1820 .. . .... 1.80 1240 3.80 3750 2.70 2160 ..., . 1.00 660 4.10 4260 12 2.10 1505 . 1.80 1240 3.70 3590 3.30 2975 ... . . -0.10 190 ... ... .... 1.00 660 5.50 7010 13 1.90 1325 . 1.80 1240 3.80 3750 3.20 2830 . . ... ... ... .... .... 1.00 660 4.30 4615 14 1.90 1325 . 1.90 1325 4.00 4090 3.50 3280 .... .... . ... 2.60 2040 1.30 860 4.00’ 4090 15 1.90 1325 . 2.80 2285 3.80 3750 2.00 1415 . 1.00 660 5.80 7715 16 1.90 1325 . .. 3.40 3125 3.70 3590 .... .... .... ‚... -—0.80 90 .... .. 1.80 1240 5.00 5930 17 1.90 1325 . 4.20 4435 3.60 3435 3.40 3125 . ... .... ... .. 1.50 1005 4.80 5540 18 1.90 1325 5.00 5930 3.40 3125 6.20 8730 . ... .... ... . . 1.60 1080 4.40 4795 19 1.70 1160 5.50 7010 3.00 2550 .... .... .... .... . . -0.30 145 . 3.20 2830 4.40 4795 20 1.60 1080 5.70 7475 2.70 2160 2.90 2415 6.50 9520 . .... ... . 4.40 4795 4.20 4435 21 1.60 1080 5.50 7010 2.40 1820 .... .... .... .... .... .... . . 4.20 4435 4.00 4090 22 1.40 935 . 4.90 5730 2.20 1605 0.80 545 . .... ... 4.00 4090 3.70 3590 23 1.40 935 . 4.00 4090 2.00 1415 .... .... .... .. . 0.50 400 4.00 4090 3.50 3280 24 1 .30 860 . 3.80 ‚3750 1 .80 1240 4 .00 4090 . . . . . . . . . . 3.30 2975 3 .30 2975 25 1.30 860 . 3.80 3750 1.90 1325 2.80 2285 3.10 2690 26 1.30 860 . 3.70 3590 2.70 2160 .... .... ...„ 0.30 320 2.50 1930 3.10 2690 27 1.30 860 . 3.60 3435 3.40 3125 1.80 1240 2.20 1605 2.80 2285 28 3.60 3435 . 3.30 2975 3.70 3590 1.70 1160 2.20 1605 2.60 2040 29 4.60 5165 . 3.10 2690 3.90 3920 0.50 400 . . . . . . . . . . . . . . . 2.00 1415 2.40 1820 30 3.80 3750 . 2.90 2415 5.00 5930 .... .... ... .... —0.30 145 3.20 2830 2.20 1605 31 3.20 2830 . 7.80 2285 .... .... 2.20 1605 .... . . .... .... 1.80 1240 gtr Daily Gage Heights and Discharges of Clarion River at Clarion, Pa., for 1890. >ъ es D lDC`ß`lUáCJïrÄC»\â{\9i­­l January February March April May June July August September October November December I Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Ht. charge Ни. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sec.- Feet Sec.- _Feet i Sec.- Feet Seo.- Feet Sec.- Feet Seo.- Feet Sec.- F661 S60.- F661? S60.- F661? S60.- Еве! SGC.- ft. ft. ft. ; . 1:. fi. fi. fi. ft. ft. ft. ft. 1.60 1080 2.10 1505 5.60 7240 3.70 3590 . . . . . . . . . 2.20 1605 1.20 790 -0.40 130 2.10 1505 1.30 860 2.60 2040 1.60 1080 1.80 1240 2.00 1415 4.60 5165 3.70 Ё 3590 3.80 3750 2.00 1415 1.00 660 -0.40 130 2.00 1415 1.00 660 2.50 1930 1.50 1005 2.20 1605 2.00 1415 4.00 4090 3.40 3125 . . . . 1 . . . . .r . . . . . . . . 0.80 545 -0.50 120 1 .90 1325 2.00 1415 2.50 1930 1.50 1005 2.40 1820 2.10 1505 2.80 2285 3.60 3435 . . . . ‘ _ . . . . . 0.70 490 —0.60 110 1.80 1240 3.00 2550 2.50 1930 1 .50 1005 2.20 1605 2.60 2040 2.70 2160 5.40 6780 4.20 1 4435 . 1.20 790 -0.40 130 1.70 1160 2.60 2040 2.40 1820 1.40 935 4.40 4795 3.40 3125 2.60 2040 4.40 4795 . . . . . . . . . . 0.80 545 0.40 360 1.80 1240 2.00 1415 2.20 1605 1.40 935 6.80 10355 3.00 2550 2.30 1710 3.80 3750 . . . . . . . . 0.50 400 0.10 250 1.40 935 3.00 2550 2.00 1415 1.40 935 5.00 5930 3.40 3125 2.00 1415 3.70 3590 0.30 320 1.20 790 1.00 660 3.20 2830 2.00 1415 1.30 860 4.00 4090 3.20 2830 1 .80 1240 5.30 6560 . . . 1 . . . . . 1.80 1240 0 .20 280 0 .60 440 1.00 660 2.80 2285 2.10 1505 1.20 790 3.60 3435 2.90 2415 1.80 1240 5.30 6560 . . . . . . . . . . . . . . . . 0.00 220 0.80 545 4.00 4090 2.50 1930' 2.20 1605 1.20 790 3 . 30 2975 2 . 60 2040 1 . 80 1240 4 . 80 5540 8 . 00 13800 -0 . 10 190 1. 40 935 8 . 60 15600 2 . 10 1505 4 . 00 4090 1 . 10 720 3.1.0 2690 2.50 1930 2.80 2285 4.60 5165 8 .80 16200 —0.30 145 1.30 860 8.00 13800 2.00 1415 4.60‘ 5165 1 . 10 720 5.00 5930 2.30 1710 3.70 3590 4.30 4615 . . . . . . . . —0.30 145 0.90 600 5.50 7010 1.90 1325 4.00 4090 1.00 V 660 4.60 5165 2.10 1505 4.70 5350 3 .90 3920 . . . . . . . . -0.40 130 0.30 320 6.80 10355 3.00 2550 3 .40 ‚ 3125 . . . . . . . 4.00 4090 3.60 3435 5.00 5930 3.60 3435 . . . . . . . . . . . . . . . . —0.40 130 —0.20 165 _ 5.50 7010 2.80 2285 3.00 2550 6.50 9520 4.60 5165 3.80 3750 3.30 2975 . . . I . . . . . 1.70 1160 -0.50' 120 -0.50 120 5.00 5930 2.50 1930 3.00‘ 2550 7.00 10900 4.00 4090 3.30 2975 3.00 2550 . . . ' . . . . . . . . . . . . . -0.50 120 -0.70 100 5.50 7010 3.30 2975 3 .20 2830 5.60 7240 3 .80 3750 3.30 2975 2. 90 2415 . . . . . . . . . —0. 10 190 —0.70 100 5.00 5930 5.00 5930 5.2 6340 5.00 5930 3.60 3435 3 .30 2975 2.70 2160 3.00 ` 2550 —0.30 145 —0.70 100 4.00 4090 4.50 4980 5.00 5930 . . . . 4 . 60 5165 4 . 20 4435 3 . 20 2830 2 . 50 1930 5 . 60 7240 —0 . 40 130 -0 . 20 165 3 . 40 3125 4 . 40 4795 4 . 00 4090, . 4 . 40 4795 6 . 30 8990 3 . 80 3750 2 . 40 1820 12 . 00 26100 -0 . 50 120 3 . 60 3435 3 . 00 2550 3 . 60 3435 3 . 60 3435 4.40 4795 5.30 6560 4.40 4795 2.30 1710 . . . . . . . . . . . . . . . . . —0.60 110 3.00 2550 3.00 2550 3.00 2550 3.20 2830‘ 3 . 80 3750 4 . 50 4980 5 . 40 6780 2 . 00 1415 5 . 00 5930 0 . 50 400 -0 . 60 110 4 . 00 4090 2 . 60 2040 3 . 20 2830 2 . 60 2040 3.40 3125 4.00 4090 5.00 5930 1.60 1080 13 .50 31050 . . . . . . . . —0.60 110 3.70 3590 2.10 1505 5.00 5930 2.30 1710 3.10 2690 4.10 4260 4.40 4795 1 .30 860 . . . . . . . . . -0.70 100 2.00 1415 1 .60 1080 6.80 10335 2.00 1415 3 .00 2550 6 .70 10060 3 .80 3750 1 . 40 935 7. 00 10900 —0 .70 100 1. 60 1080 1. 50 1005 4. 80 5540 1 . 80 1240 2.80 2285 6.10 8470 3.30 2975 3.00 2550 . . . . . . . . . -0.40 130 2.50 1930 2.00 1415 4.00 4090 1.80 1240 2 . 50 1930 5 . 20 6340 3 . 30 2975 6 . 20 8730 . . . . . 0 . 20 280 2 . 60 2040 1. 70 1160 3 . 60 3435 1 . 80 1240 2.30 1710 3.30 2975- 3.30 2975 0.00 220 2.20 1605 1.50 1005 3.20 2830 1.70 1160 2.30 1710 . . . 3.50 3280 4.30 4615 . . . . . 1.60 1080 0.30 320 1 .80 1240 1.40 935 3.00 2550 1.70‘ 1160 ‘2.30 1710 . 3.20 2830 —0.30 145 1.80 1240 2.80 2285 M9 6656 66.6 6665 66.5 @mmm @m.m 6666 66.6 6666 66.6 6566 66.6 @mmm 66.6 @wmv 66.6 .... ...‚ @mm 65.61 .... .... @mmm @m.m @mmm @m.m 6656 66.6 6666 66.6 mmm @w.@ .... .... .... .... 665.6 66.6 @mmm 65.6 . .. @mmm @@.m 6566 @m.m .... ..._ .... .... @mmm 66.6 6666 @@.m 6566 66.6 .... .... .... .... 6666 66.6 @mmm 66.6 @mmm 66.6 .. 6666 66.6 6665 66.5 666 @w.@ @mmm @m.m 6565 66.6 @mmm @m.m 6666 66.6 665 66.61 .... .... .... .... @mmm @m.m 6665 66.6 @ummm @m.m 6665 66.5 .... .... . .. .... mmm 66.5 6666 66.6. 6655 66.5 ... ‚ mmm# 66.6 @mmm 66.5 ._ 6665 66.6 6665 65.6 @m.m 65 A 66.66 @m.m mmmm @m.m . .. mmmm @m.m 6666 66.6 666 66.6 .... .... .... .... @@.m @mm @m.@ 6656 66.6 @mm 65.6 @mm 66.5 6666 66.6 @mw 66.6 о... ... .... о... о .Q «nn» @mmm @@.m 666 66.6 .... .... @mmm 66.5 .... .... 6566 66.6 666 666 6666 66.6 66665 66.6 @mm 666 665 @m.@| . .. .. @mmm @m.m @mmm @@.m 666 666 . .. @EA @m.m 6566 66.6 @mm 666 6666 66.6 .... о... .... о... о... aaa. @mmm @m.m 666 @w.@ 6665 66.5 @mmm @m.m .ï É. 65 Ё „К neem. „@m.m - umm. *@m.m nomma 66665 наш Seh -..ì.w. 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HH @mmm @__ . m mmmm @m . m @mmm @m. m m@mH @H . m @m @mmH ещщ ещещ ее.щ еещ. еще еНщН @@.m @m @m.@I ееН @m.@I mmm ещ. H ееыщ еН.щ @mmm @H.m mHH_m ее.щ @mmm ее.щ ещеН ее.Н mH @mmH @m.m @mHm @_..m еещ ее.е еееН @m.m @m @m.@1 @mH @H.@l @m@H ееН mmmm еще @mmm @m.m mHH_m ее.щ mmmm @m.m ещщН ещ.Н щН mmmm @m.m еНщН @@.m ещщ ее.е @mmH @m.m @m @m.@1 @mH @H.@1 @m@H @m.H еНщН @@.m mmmm @m.m mmmm @m.m mmmm @m.m ещщН ещ.Н ьН @mmm ее . щ ещеН ее . H @mm @m . @ mmmH @m. H @m @m . @1 @mm @@. @ @H_mH @m . H еее ее . H @mmm @m. m @mmH @m . m @mmm @@. m еНщН ее . m еН m._.mm @m.m mmm ещ. H @mm @H.@ m@@H @m. H @m @m.@1 @mH @H .@1 еНщН @@.m @m_` @m.H ееьщ @m.m @mmm @@.m @mmm @@.m еНщН @@.m mH @mmm @_.. m @m@H ее . H @mm @H . @ @m__ @m. H @@H @__ . @1 @mH @H . @1 @_m.mH ещ .m mmm ещ . H @mmm @m . щ @mmm @m. m mmmm @m. m ееНН еь. Н „HH ещщщ ее. щ mmmH @m. H @mm @m . @ ешь еН . Н ееН еь .@1 @mH @H .@1 @mmH ещ. m ееНН еь . H @mmm @H .m @mmm @m . m @mmm @@. щ mmmH @m. H mH @mmH ещщ еНьН @mm @mm @m.@ еещ ещ.Н @HH ее.е! @mH @H.@1 ещеы @mm ещыН ещ.Н mmmm @m.m @m_.m @m.m @m_.m @m.m @mHm @__.m mH еееН @m.m ещщН ещ. H еещ еще ееНН еь.Н @mH @m.@1 @mm @@.@ mmmm @m.m ещыН ещ. H еНщщ @m.m @mmm @m.m еНещ ещ.щ еНщы @m.m HH m@mH @H.m m@mH @H .m еещ ее.е @m_. @m. H @mH ещ.е| @mm @@.@ @mHm @_..m mmmH @m.H @H_@m @mm ещещ ее.щ ееьщ ещ.щ @mmm @m.m @H еНщН @@.m еНьН @m.m ещщ ее.е еще @m.@ ещН @m.@1 @mm @H .@ еНщы @m.m m@mH @H.m еееН @m.m @mmm @@.m mmmm @m.m mmHm ещщ m @H_mH @m . H еНьН ещ . m еещ @m . @ @mH @m . @I ееН @m . @I @mm @H . @ @mmm @m . m еееН @m . m m@mH @H . m @m_.m @m . е @mmH @m . m @mmm @m . m m mmmH @m.H @mmH @m.m еещ ещ.е‚ ещ . ещ. H1 ееН @H.@1 @mm @m.@ @mmm @m.m еееН @m.m ‚еНщН @@.m еьщь еь.е еееН @m.m ещещ ее.щ ь еееН @H.m еНьН @m.m еещ ещ.е еь ее. H1 @mm @@.@ еещ еще ееещ ее.щ ещеН @m.H ‚еНщН @@.m ееещ ее.щ еееН @m.m еьщщ @Hm е @mmH @m.m еееН @m.m еещ ее.е ещ ещ. H1 @mm @H.@ еещ еще _@mmm ее.щ ещеН ее.Н еееН @H .m @mmm @@.m @mmH @m.m еНщщ @m.m m @mmm @@.m ееНН еь.Н ещщ ее.е @m ещ.Н| @mm @m.@ еещ ее.е ещье еще ееНН еь.Н еееН @H.m @mHm @bm еееН @m.m mmmm @m.m щ mmmm @m.m @m@H @m.H еещ еь.е ещ ещ. H1 @mH @H.@1 еещ ее.е ееещ ее.щ mmmH @m.H еееН @m.m @mHm @__.m @mHm @_..m mmmm ещщ щ @H_mH @m.H еНщН @@.m еещ еь.е ещ @m.H1 @mH @H.@1 ещщ ее.е mmHm ещщ еееН @H.m еееН @m.m еееН @m.m @H_@m @mm @mmm @@.m m еещ @m. H еще еще еще еще ещ ещ.Н| @mH @H.@l ещщ ее.е @mmm @m.m @mmH ещщ @mmH @Him еНщН @@.m mmmH @m. H @mmm @H.m H _._ .__ _._ .___ .__ ...__ .___ .___ .__ ...__ .__ .__ -dem 800% neem. 800% neem 30% neem _.eeh поют 800% -..8.m_ _ee-_~ L8@ 800% -.ee_m_ __ee__~ -..__em_ 888% ‚Феи _@erm ‚быт _@erm -..._em_ 885% m.m._§.Ho ...HHH œ.m.äHHo ¿HH œm.§HHo HHH Фщёдо ...HHH @.m._mHHo HHH .V.m.:_..HHo ...HHH ¢.m._§Ho ...HHH o.m.H.2Ho .HE œmäno ¿HH w.m._2Ho ‚ЁН ешёдо .HHH œm.:_._HHo J .MHH ¿HHH eme@ -mHnH eme@ ‚ЕД @maw .mE ems@ ¿FH eme@ .Q5 eme@ -WFH ems@ -mHnH ems@ -wö ems@ ‚та ems@ ‚из ems@ ¿HQ ` eww@ G . В #A ‚бдсбоод ._enEe>o_,H .He_.H8.e@ ._enEe„FHem Hmsmsam ‚две @asm _£2 HH.:H< :QSHH _^.:„:.5e.H .Qassam .__mm_. _@__ 30% 53839 Ё 888% 83839 __Q 8__._____.__._.._.Q mae ._.__.__m._._.m.H sms@ Ame@ SSI Daily Gage Heights and Discharges of Clarion Ri?/er at Clarion, Pa., for 1895. January March April May June July August September October November U ____ _‚__.__‚ N ч Gage Dis- Gag Dis- Gage Dis- Gage - Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Hf. charge I-It. charge Ht. charge Ht. 0118126 Ht- Charge Feet Seo.- Feet Soo.- ' Feet Seo.- Feet Sec.- Feet Soc.- Feet See.- Feet Seo.- Бес! Seo.- Feet Seo.- Feet Seo.- ft. ft. ft. ft. ft. ft. ft. fz. _ ‚. ft. 1 0 . 90 000 - - - - - ~ 3 . 60 3435 1. 50 1005 0. 70 490 1 .90 1325 1 .20 790 0 . 00 220 -0. 10 190 —0. 90 80 2 1.30 860 ­ ­ ~ ~ ~ ~ ~ ­ 4.50 4980 1 .40 935 0.70 490 1 . 70 1160 1.00 660 —0 . 20 165 -0.20 165 -0.80 90 3 1 . 30 860 5 . 00 5930 4 . 30 4615 1 . 30 860 0. 60 440 1 . 70 1160 1 . 00 660 -C . 20 165 -0 . 20 165 -0 .80 90 4 а . . . 3 . 50 3280 З . 70 3590 1. 30 860 0 . 50 400 1 . 60 1080 0.90 600 —0. 30 145 -0 . 30 145 1 . 00 660 5 а 3 . 50 3280 3 . 00 2550 1. 30 860 0. 50 400' 1 . 30 860 0 . 70 490 `0 . 40 130 -0 . 40 130 0 . 70 490 6 а 3 . 40 3125 3 . 50 3280 1 . 20 790 0. 50 400 1 . 80 1240 0 . 60 440 '0 - 50 120 —0 . 50 120 0 . 50‘ 400 7 а ' . . . 2 . 80 2285 4 . 10 4260 1 . 20 790 0 . 60 440 2 . 40 1820 0 . 80- 545 -0 . 60 110 -0 . 60 110 0 . 40 360 8 7 . 00 10900 2 . 60‘ 2040 5 . 00 5930 1 . 10 720 0 . 60 440 1 . 80 1240 2 . 90 2415 -0 ‚ 70 100 -0 . 60 110 0 . 20 280 9 5 . 70 7475 2. 60 ‚2040 9 . 80 19200 1 . 10 720 0. 50 400 1 . 80‘ 1240 2 . 10 1505 —0 - 80 90 —0. 60 110 0 . 10 250 10 3.80 3750 2.50 1930 10.50 21350 1.70 1160 0.50 400 2.20 1605 1.20 790 I-0.90 80 —0.60 110 0.00 220 11 3 . 80 3750 2 . 50 1930 6 . 70 10060 1 . 40 935 0 . 40 360 1 . 90 1325 1. 00 660 —0. 90 80 -0 . 60 110 0 .00 220 12 4 . 80 5540 2 . 90 2415 5 . 20 6340 1 . 40‘ 935 0 . 30 320 1 . 70 1160 0 . 90’ 600 —0. 90 80 —0 . 60 110 0 . 50 400 13 3 . 70‘ 3590 3 . 00 2550 5 . 80 7715 1. 30 860 _ 0. 40 360 1 . 50 1005 1 . 20 790 —0. 30 145 —0 . 70 100 0 .30 320‘ 14 3 . 00 2550 3 . 50 3280 6 . 80 10355 1 .30 860 0 320 1 . 30 860 1 . 20 790‘ —0 . 10 190 -0 . 70 100 0 . 10 250 15 2.60 2.040 3.30 2975 5.80 7715 1.20 790 0.50 400 1.10 720 1 .10' 720 -0.10I 190 —0.70 100 0.10 250 16' 2.40 1820 3.10 2690 4.60 5165 1 .10 720 0.50 400 1.00 660 0.90 600 -0. 10 190 —0.70 100 0.30 320 17 2 . 20 1605 2 . 90 2415 З . 90 3920 1. 20 790 0 . 40 360 0. 90’ 600 0 . 90 600 —0. 10 190 —0. 70 100 О . 30 320 18 2 . 60 2040 2 . 90 2415 3 . 60 3435 1 . 10 720‘ 0 .30 320 0. 80 545 0. 50 " 400 -0 . 10 190 -0 . 80 90 0 . 20 280 19 2 . 60 2040 2 . 80 2285 2 . 80 2285 1. 10 720 0 . 20 280 0 . 80 545 0 . 30 320 0. 50 400 —0 . 80 90 0 ‚ 00 220 20 2 . 70 2160 2 . 50 1930 2. 70’ 2160 1 . 50 1005 0 . 10 250‘ 0 . 80 545 0 . 30 320 1 . 80 1240 -0 . 80 90 -0 . 10 190 21 3.00 2550 2.40 1820 2.50 1930 1.50 1005 0.20 280 0 .80 545 0.30 320 1. 80 1240 —0.80 90 . . . . , . . 2. 50 1930 2 . 20 1605 2 .00 1415 1 . 40 935 2 . 30 1710 1 . 60 1080 0. 30 320 1 . 60 1080 -0 . 80 90 23 2 . 20 1605 2 . 20 1605 1 . 90 1325 1. 10 720 2 . 50 1930 1 . 60 1.080 0 . 20 280 1. 40 935‘ -0 . 80 90 24 2 . 00 1415 3 . 00 2550 1 . 80 1240 0. 90 600 2 . 20 1605 1 . 40‘ 935 0 . 10 250 0 . 90 600 -—0 . 80’ 90 25 1. 80 1240 4. 20 4435 1 . 80 1240 0 . 90 600 2 .00 1415 1. 20 790 0 . 10 250 0 . 70 490 -—0 . 80 90 26 ‘1.80 1240 6.00 8215 1.70 1160 0.90 600 2.10 150~5 1 .00 660 0.10 250 0. 50 400 -0.90 80 27 1 . 70eIl 1160 4 . 90 5730 1 . 70 1160 0. 80 545 2 . 10 1505 0 . 90 600’ 0 . 10 250 0 . 30 320 -0 . 90 80 28 1 . 60 1080 4 . 00 4090 1 . 60 1080 0 . 80 545 3 . 60 3435 1 . 80 1240 0 . 10 250 0 . 20 280 -0 . 90 80 29 1. 60 1080 3 .70 3590 1. 50 1005 0 . 80 545 2.30 1710 2 .30 1710 0. 10 250 0 . 20 280 -0 .90 80 30 1 . 50 1005 3 . 60 3435 1 . 50 1005 0. 70 490 2 . 00 1415 1 . 60 1080 0 . 30- 320 0 . 00 220 -0 . 90’ 80 31 ` 1.50 1005 3.30 2975 .. 0.70 490 1.40 935 0.30 320 .. . -0.901 80 a. 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NNNNNN. .NNE щ N.N.NNN< NNQNNÈ .N.NNNN.5NNN .N.NNNNN:..N.. «ЕЕ NN.N „бы: .NNNNNNÜ ‚ё ЬЗЁ NNNNNNÖ „NN NNFNNNNNNQ Её NNNNNNNÈ ...NNG „NNNNQ SSI Daily Gage Heights and Discharges of Clarion River at Clarion, Pa., for 1903. Day CDCIJ`ÍO2‘Ul1¥~C»D[\'3*­‘ January February March April Мау June July August September October November December Gage Dis- Gage P13- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. Cnarge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. Qharge Ht. charge Ht. charge Ht. (3ha1’g'€!4 Feet See.- Feet See.- Feet See.- Feet see.- Feet see.- Feet see.- Fee: see.- Feet see.- Feet` see.- Feet see.- Feet See.- Feet see.- ft. ft. ft. ft. ft. ft. fi. fi. ( . fi. ‘ . f3- 3-00 2550 5-70 747511«30 23350 3.30 3750 1.40 935 0.50 440 2.00 1415 2.10 1505 2.40 1320 1.00 550 0.70 490 1.90 1240 2-00 1415 4‚70 5350 7-0010900 3.00 2550 1.30 350 0.50 440 1.30 1240 1.50 1030 3.20 2530 0.20 290 0.50 400 3.00 2550 3-90 3920 7­5012350 5-50 7010 2.90 2415 1.40 935 0.50 400 1.50 1005 1.30 350 2.40- 1320 0.50 400 1.00 560 1.00 000 З-80 3750 3­5015300 4-50 4080 3.30 2975 1.00 550 0.40 350 1.30 350 1.20 730 2.00 1415 0.50 545 0.70 490 2.00 1415 3-30 3750 11.00 22000 4-00 4000 3.50 3750 1.90 1325 0.20 290 1.20 790 2.00 1415 1.30 1240 1.00 550 0.70 490 1.90 1325 3-30 2975 7-3011770 5-00 5930 9.10 2590 1.40 935 0.20 290 1.10 720 2.30 1710 1.50 1005 1.90 1325 1.30 500 1.90 1325 2-80 2285 5-50 ‘010 ‚4-80 5540 3.00 2550 1.20 790 0.30 320 2.90 2295 1.70 1100 1.90 900 1.90 1325 0.90 000 1.00 1050 2-40 1820 4-50 4080 5-40 0780 3.00 2550 1.00 500 0.20 230 2.10 1505 1.50 1005 1.50 1005 1.90 1240 0.90 000 2.00 1415 2-30 1710 4-00 400010-0010800 2.30 2235 1.00 550 0.30 320 1.30 1240 1.20 790 1.50 1005 5.40 0750 0.30 545 2.20 1505 4.80 5165 3.50 3280 7.30 11770 2.90 2235 0.30 545 1.30 350 1.50 1030 1.30 350 1.40 935 3.40 3125 0.20 230 2.40 1320 4-30 5135 3-00 2550 8-40 15000 .2.70 2150 0.70 490 0.90 000 1.40 935 1.00 000 1.90 1925 2.90 2295 0.10 250 2.00 1415 4-50 4080 3-70 3590 3-50 15300 2.70 2150 0.70 400 0.30 545 1.50 1240 0.70 490 2.50 1930 2.00 2040 0.00 220 1.00 000 3-00 3920 4-40 4795 0-30 3990 3.30 3750 0.00 440 0.50 545 1.50 1005 0.00 440 2.20 1005 2.20 1005 0.50 545 1.90 1240 300 3920 4.10 4260 5.30 0500 3.50 3290 0.90 545 1.00 000 1.10 720 0.50 400 1.50 1005 1.90 1325 0.40 300 1.90 1325 3-30 3750 300 8750 4-50 4980 5.30 0500 0.70 490 1.90 1240 0.90 545 0.30 320 1.40 935 1.90 1240 0.10 250 2.40 1520 4-20 4435 3-80 3750 4.10 4260 5.30 05-00 0.00 440 2.10 1505 0.70 490 0.50 400 1.00 00—0 1.00 1050 0.30 320 2.00 20-40 4.20 44.35 3.50 3250 3.50 3750 4.70 5350 0.50 440 1.40 935 0.00 440 0.50 400 1.00 000 1.00 1050 7.30- 11770 2.70 2100 4.10 42-00 3.20 2530 3.50 3250 4.00 4090 0.50 400 1.00 000 1.30 500 0.90 000 4.00 4090 1.50 1240 5.50 15500 2.50 2295 3.00- 3435 2.00 2040 3.20 2930 3.00 3435 0.50 400 1.00 000 5.40 0750 0.00 440 2.00 2040 2.00 2040 0.50 9520 2.70 2100 3.00 3435 7.00 12040 3.00 2550 3.20 2530 0.40 300 1.00 000 3.40 3125 0.70 490 2.10 1505 1.90 1325 4.40 4795 2.50 2255 3.50 2975 7.5012350 3.10 2090 3.00 2550 0.40 350 1.70 1100 3.20 2530 0.40 300 1.90 1325 2.20 1005 3.50 9290 9.10 2590 3.00 2550 7.2011490 3.50 3750 2.90 2295 0.20 290 1.40 935 3.00 2550 1.00 000 1.70 1150 2.00 1415 2.90 2415 3.00 2550 3.00 2550 0.9010335 3.50 3435 2.70 2150 0.20 290 3.50 3290 2.90 2295 0.40 350 1.40 935 1.40 935 2.70 2100 3.30 2975 2.50 2040 7.4012000 0.9010515 2.50 1930 0.50 400 5.00 5930 2.90 2295 0.90. 000 1.30 950 1.10 720 2.00 2040 2.90 2415 2.30 1710 7.30 11770 5.20 0340 2.00 1415’ 0.50 545 3.40 3125 ‚2.30: 1710 0.50 400 1.10 720 1.00 000 2.70 2100 3.10 2090 2.70 2100 7.00 10900 4.50 4990 2.00 1415 0.00 440 3.00 2.550 2.00 1415 1.00 000 1.30 900 1.00 000 2.00 2040 3.00 2’550 2.00 2040 0.7010050 3.90 3920 1.90 1325 0.50 400 2.00 2040 1.90 1240 0.90 000 1.00 000 1.20 790 2.00 2040 2.90 2415 2.00 2040 9.5019300 3.50 3290 1.50 1005 1.00 050 2.00 1415 1.00 1090 1.50 1005 0.50 400 1.50 1005 2.20 1005 2.00’2040 4.30 4515 3.00 2550 1.50 1005 0.50 545 2.00 1415 1.70 1100 1.00 1050 0.70 490 0.50 545 2.00 1415 2.30 1710 0.50 9520 2.90 2415 1.40 935 0.30 545 2.10 1505 1.50 1005 2.90 2415 0.50 440 0.90 500 2.00 1415 2.10 1505 7.7012330 2.00 2415 0.50 440 2.50 2040 2.70 2150 0.30 545 2.10 1505 156 .nomoäm .œ mmmm @@.m mmm oo; 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¿SI Daily Gage Heights and Discharges of Clarion Rit/er at Clarion, Pa., for 1905. \-I [O L 'M.ixÍ Ъ . з; 17766 Ъеёьйг.‘ ^ January February March April May June July August September October November December и te . Q Gage Dis- Gage Dis- Ga e Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gag Dis- Gage Dis- Gag Dis-, Gage Dis- не. charge Ht. charge 1-It. charge Ht. charge Ht. charge 1-It. charge Ht. ~charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Seo.- Feet See.- Feet Sec. Feet Sec.- ft. ft. ft. ft. ft. ' ft. ft. ft. ft. ft. ` ft. ft. 1 3 . 00 2550 3 . 70 3590 0 . 40 360 4 . 00 4090 2 . 40 1820 1 . 30 860 1 . 90 1325 2. 50 1930 1 . 00 660 0 . 90 600 2 . 40 1820 5 . 00 5930 2 2.90 2415 3.50 3280 0.30 320 3.50 3280 2.30 1710 1 .10 720 2.20 1605 2.00' 1415 0.80 545 0.70 490 2.80 2285 4.00 4090 3 3. 10 2690 3 .20 2830 0 .20 280 3.00 2550 2.00 1415 1 .00 660 . . . . . . . . 1 .50 1005 1.50 1005 2.00 1415 2.50 1930 218 .00 13800 4 2 . 80 2285 3 . 00 2550 0 . 10 250 2 . 80 2285 1. 90 1325 0 . 80 545 3 . 20 2830 1 . 10 720 1 . 20 790 1. 80 1240 2. 40 1820 8 . 90 16500 5 2 . 70 2160 2 . 80 2285 0 . 00 220 2 . 40 1820 1 . 90 1325 0 . 80 545 5 . 70 7475 1 . 00 660 1 . 00 660 2 . 00 1415 2 . 20 1605 6 . 60 9790 6 2 . 60 2040 2 . 60 2040 0 . 00 220 2 . 20 1605 1 . 90 1325 0 . 70 490 3 . 50 3280 ‚ 1 . 00 660 0 . 80 545 1 . 90 1325 2 . 50 1930 4. 60 5165 7 2 . 50 1930 2 . 50 1930 -0 . 10 190 2 . 00 1415 1. 80 1240 2 . 60 2040 3 .30 2975 0 . 90 600 0 . 80 545 1. 80 1240 3 . 50 3280 4 . 00 4090 8 2 . 40. 1820 2 .40 1820 0 .00 220 1 .90 1325 1 . 60 1080 2 . 60 2040 2 .80 2285 1 . 30 860 0 . 60 440 1.80 1240 3 .00 2550 3 .50 ` 3280 9 2 . 40 1820 2 .40 1820 6 .00 8215 1 .80 1240 1 . 50 1005 2 .40 1820 2 .70 2160 1 .00 660 ` 0 . 50 400 1 . 50 1005 2 . 80 2285 3 . 40 3125 10 2 . 30 1710 2 . 50 1930 7 . 00 10900 1. 60 1080 1.40 935 2 . 20 1605 2 . 00 1415 0 . 90 600 0 . 30 320 1. 40 935 2 . 70 2160 3.00 2550 11 5 . 00 5930 2 . 20 1605 6 . 50 9520 1 . 40 935 1.40 935 2 . 20 1605 2 . 00 1415 0 . 80 545 1 . 50 1005 1. 40 935 2 . 70 2160 2 . 90 2415 12 4 . 80 5540 2 . 00 1415 3 . 50 3280 2 . 50 1930 1 . 40 935 2 . 60 2040 2 . 40 1820 0 . 80 545 6 . 40 9255 6 . 00 8215 2 . 60 2040 2 . 80 2285 13 7 . 50 12350 2 . 00 1415 3 .00 2550 -2 .00 1415 2 . 80 2285 2 . 20 1605 2 . 70 2160 1 . 50 1005 4 . 00 4090 4 . 00 4090 2 . 60 2040 2 . 70 2160 14 8 . 00 13800 1. 70 1160 2 . 80 2285 1 . 90 1325 2 . 40 1820 2 . 10 1505 4 . 20 4435 2 . 00 1415 3 . 00 2550 3 . 70 3590 2 . 50 1930 2 . 60 2040 5 7 . 50 12350 1 . 50 1005 2 . 70 2160 1 . 80 1240 2 . 80 2285 2 . 00 1415 3 . 50 3280 1. 90 1325 2 . 80 2285 3 . 20 2830 2 . 50 1930 2 . 40 1820 16 7 . 00 10900 1 . 20 790 2 . 60 2040 1. 60 1080 3 .00 2550 2 . 20 1605 2 . 80 2285 2 . 60 2040 2 . 60 2040 3 . 00 2550 2 . 40 1820 2 . 30 1710 17 6 . 80 10335 1 . 00 660 3 .00 2550 1 .40 935 2 . 80 2285 2 . 20 1605 2 . 60 2040 3 . 00 2550 2 . 50 1930 2 . 80 2285 2 . 40 1820 2 . 00 1415 18 6 . 70 10060 0 . 80 545 7 .40 12060 1 .30 860 2 .70 2160 3 .00 2550 2 .20 1605 2 .00 1415 2 .40 1820 2. 60 2040 2. 30 1710 1 .90 1325 19 6 . 50 9520 0 .60 440 10 .80 22280 1 .20 790 2.60 2040 2 .80 2285 2.00 1415 1 . 90 1325 2.30 1710 3 .00 2550 1 . 90 1325 1 . 90 1325 20 6 . 00 8215 0 . 50 400 16 . 00 39300 1.00 660 2 . 50 1930 2 . 40 1820 1. 90 1325 1. 80 1240 2 . 00 1415 5 . 20 6340 1 . 80 1240 1 . 80 1240 21 5 . 20 6340 0 .40 360 11.00 22900 2.50 1930 2 .20 1605 2 . 40 1820 1 .80 1240 1 . 70 1160 2 .00 1415 5 . 50 7010 1 . 70 1160 1. 90 1325 2 4 . 90 ' 5730 0 .30 320 9 . 60 18600 4 . 30 4615 2 . 20 1605 3 . 30 2975 1. 60 1080 1. 60 1080 1 .90 1325 4 . 40 4795 1 . 70 1160 4 . 90 5730 23 4 . 80 5540 0 . 20 280 7 . 70 12930 ‚3 . 80 3750 2 . 10 1505 4 .00 4090 1 . 50 1005 2 . 80 2285 1 . 80 1240 3 . 80 3750 1 . 60 1080 4 . 20 4435 24 4 . 60 5165 0 . 10 250 6. 80 10335 3 .20 2830 2 . 00 1415 3 . 20 2830 1 . 50 1005 2 .40 1820 1 . 70 1160 3 . 50 3280 1. 60 1080 4 .00 4090 25 4 .60 5165 0 . 10 250 7 .30 11770 3 . 00 2550 1. 90 1325 2 . 80 2285 1.00 660 2 . 20 1605 1. 60 1080 3 . 00 2550 1. 70 1160 3 . 30 2975 26 4 . 50 4980 0 . 00 220 7 . 30 11770 2 . 90 2415 1 . 80 1240 2 . 60 2040 1 . 00 660 2 . 00 1415 1 . 50 1005 2 . 80 2285 1 . 60 1080 2 . 80 2285 27 4 . 30 4615 -0 . 10 190 6 . 80 10335 2 . 80 2285 1. 60 1080 2 .40 1820 0 . 90 600 2 .00 1415 1 .40 935 2.70 2160 1. 50 1005 2 . 60 2040 28 4 . 20 4435 0 . 30 320 6 . 20 8730 2 . 60 2040 1 . 50 1005 . . . . . . . . 0 .90 600 1 .90 1325 1 . 20 790 2 . 60 2040 1 . 50 1005 2 . 50 1930 29 4. 10 4260 . . . . . . . 5.80 7715 2.50 1930 1.40 935 2.00 1415 0.80 545 1.40 935 1.20 790 2.50 1930 2.00 1415 3 .00 2550 30 4. 00 4090 5 .20 6340 2 . 50 1930 1 .40 935 2 . 00 1415 2.40 1820 1 . 20 790 1 .00 660 2.40 1820 6 .40 9255 6 . 10 8470 31 3.90 3920 5.00 5930 1.301 860 3.00 2550 1.20 790 2.20 1605 1 4.50 4980 891 Daily Gage Heights and Dischafges of Clarion River at Clarion, Pa., for 1906. Day 1--I1-‘1-#1-lr-I |4>~C.Q[Q|­­'©<.QCD`lQäU\|b.C2~3lQ’­­­' January February March April May June July August September October November December Gage Dis- Gage Dis- Gage Dis- Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis. Ht. charge Ht. charge Ht. charge charge Ht. charge Ht.. charge charge charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sec.- Feet Sec.- Feet Sec.- Feet Feet S60» Feet Sig.- Feet Sjeitz.- Feet Feet Feet Sec.- Feet Sec.- 3,90 3920 3,00 2550 2,101 1505 5.60 7240 2.10 1505 ¿.00 1415 1. 0 660 -0.70 100 0.40 360 0.40 360 2.50 1930 1.90 1325 3,50 3230 2,80 2235 2,00 1415 5.00 5930 2.00 1415 3.00 1415 0.80 545 —0.70 100 0.40 360 1,60 1080 2,50 1930 1,80 1240 3,40 3125 2,30 2040 0,00 1415 4.30 4615 2.00 1415 1.00 1325 0.60 440 »-0.70 100 0.60 440 1,00 660 2,00 1415 1,80 1240 3,60 3435 4,00 4090 2,40 1820 4.00 4090 2.50 1930 1.80 1240 0.60 440 -0.70 100 2.00 1415 0.80 545 2.00 1415 2.50 1930 5,00 5930 3,80 3750 2,50 1930 4.00 4090 2.50 1930 1.80 1240 0.50 400 —0.80 90 1.80 1240 0,00 440 1,90 1325 2,50 1930 4,00 4090 3,701 3590 2,40 1820 4.80 5540 2.30 1710 1.70 1160 0.40 360 —0.80 90 1.70 1180 0.70 490 1.70 1160 2.80 2285 3,60 3435 3,60 3435 2,40 1820 4.50 4980 2.30 1710 1.80 1240 0.30 320 —0.60 110 1.60 1080 1,50 1005 1,70 1160 7,00 10900 3,50 3280 3,60 3435 2,30 1710 4.00 4090 2.20 1605 2.20 1605 0.30 320 0.60 110 1.50 1005 2,80 2285 1,40 9315 4,50 4980 3,4-0 3125 3,00 3435 3,00 2550 3.30 3750 2.20 1605 2.00 1415 0.20 230 040 130 1.40 035 2.60 204.0 1.20 700 4.30- 4615 3,30 2975 3,40 3125 2,80 2235 5.50 7010 2.30 2235 2.00 1415 0.10 250 1.501005 1.00 660 2.40 1320 1.00 660 3.30 3750 3,20 2860 3,20- 2830 2,60 2040 7.7012930 2.60 2040 1.80 1240 0.00 220 1.00 660 0.80 545 2.60 2040 1.00 660 4.50 4980 3,00 2550 3,20 2830 2,50 1030 5.50 7010 2.50 1030 1.70 1100 0.00 220 1.50 1005 0.60 440 2.50 10-30 1.20 700 4.50 4030 3,00 2550 3,10 2090 2,40 1320 4.70 5350 2.40 1320 1.60 1030 -0.10 100 1.00 660 0.50 400 2.40 1320 1.00 660 3.70 3500 2,00 2415 3,10. 2690 2,40 1320 4.00 4000 2.40 1320 1.60 1080 -0.20 165 0.30 545 0.30 545 2.20 1605 0.90 600 3.40 3125 2.00 2415 3.00 2550 2.30 1710 5.30 6560 2.20 1605 1.50 1005 —0.20 165 0.70 490 0.70 490 2.00 1415 0.30 545 3.40 3125 2.50 1030 2.00 2415 2.20 1605 5.00 5030 2.50 1030 1.50 1005 -0.30 145 0.60 440 0.50 400 2.00 1415 1.50 1005 6.00 8.215 2.50 1930 2.00 2415 2.00 1415 4.30 4615 2.40 1320 1.20 700 -0-30 145 0.50 400 0.40 360 1.80 1240 1.00 660 3.40 3125 2,60 2040 2,801 2285 2,00 1415 3,80 3750 .2.20 1605 1,10 720 0.00 220 0.50 400 0.40 360 1.70 1160 1.50 1005 3.20‘ 2830 3.00 2550 2.30 2235 1.00 1325 3.20 2330 2.20 1605 1.00 « 660 ­0­10 190 0.50 400 0.30 320 1.50 1005 2.50 1930 3.10 2600 3.00 2550 2.70 2160 1.00 1325 3.00 2550 2.10 1505 1.00 660 -0-20 105 0-60 440 0.30 320 1.50 1005 2.80 2235 3.00 2550 2.00 2415 2.30 2235 1.30 1240 2.90 2415 2.00 1415 0.00 600 -0.30 145 2­00 1415 0.30 820 2.00 1415 3.00 2550 2.80 2235 2.00 2415 2.70 2160 1.30 1240 2.30 2235 2.00 1415 0.00 600 -0-30 145 L20 790 0.20 280 1.80 1240 3.70 3500 2.60 2040 6.00 3215 2.60 2040 1.70 1160 2.70 2160 1.00 1325 1.00 660 ­0­40 130 1.00 000 0.50 400 1-70 1160 3.00 2550 2.50 1930 7.0010000 2.60 2040 1.60 1030 2.70 2160 1.30 1240 1.10 720 ­0«40 130 090 600 0­40 360 1.50 1005 2.60 2040 2.30 1710 6.00 3215 2.40 1320 1.40 035 2.60 2040 1.70 1160 1.00 660 ­0~40 130 0-80 545 0~30 320 L50 1005 2­50 1930 2.10 1505 4.60 5165 2.40 1320 1.40 035 2.50 1030 1.60 1030 0.00 600 -0-50 120 0-80 545 0~30 320 1-80 1240 2.50 1930 2.30 1710 4.00 4000 2.50 1030 2.00 1415 2.40 1320 2.00 1415 0.30 545 ­0~50 120 0­70 490 0.50 400 1-60 1080 2.40 1820 2.00 1415 3.50 3230 2.30 1710 56.50 0520 2.40 1320 2.30 2.235 0.60 440 ~0­60 110 0~70 490 0­40 360 1~50 1005 2­20 1605 2~00 1415 3.20» 2330 6.20 3730 2.30 1710 2.60 2040 0.50 400 -0110 110 0­60 440 0-40 360 2-00 1415 2­00 1415 1.90 1325 3,00 2550 4,0() 4090 2.30 1710 2.40 1820 ОАО 360 -0.60 110 0.50 400 0.50 400 2.40 1820 2.00 1415 1.80 1240 2,8() 2285 5_2() 6340 2_2() 1605 —0.60. 110 0.50 400 2.00 1415 2.80 2285 а. 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'charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- ft. ft. ft. ft. ft. ft. ft. ft. ft. 1 3.40 820 2.40 217 2.10 110 2.40 217 2.20 140 1.50 26 1.40 20 1.20 14 1.80 55 2 4.00 1245 2.40 217 2.10 110 2.30 177 2.40 217 1.50 26 1.40 20 1.20 14 1.70 41 3 4.50 1620 2.20 140 2.00 90 2.30 177 2.20 140 1 .40 20 1.30 17 1.30 17 1 .70 41 4 3.50 890 2.20 140 2.00 90 2.20 140 2.00 90 1.40 20 1.30 17 1.30 17 1.60 33 5 3.10 620 2.10 110 1.90 71 3.80 1100 1.90 71 1.50 26 1.30 17 1.20 14 1.50 26 6 3.10 620 ` 2.10 110 1.90 71 3.50 890 1.80 55 1.50 26 1.20 14 1.20 14 1.50 26 7 3.10 620 2.10 ’ 110 1.80 55 3.00 557 1.80 55 1.50 26 1.30 17 1.20 14 1.40 20 8 2.90 495 2.10 110 1.80 55 2.80 435 1 .80 55 1 .40 20 1 .30 17 1.20’ 14 1.40 20 9 2.90 495 2.00 90 2.10 110 2.60 315 1 .70 41 1.40 20 1.30 17 1.20 14 2.80 435 10 2.90 495 2.00 90 ‘ 2.30 177 2.40 217 1.70 41 1 .40 20 1.30 17 1.20 14 2.10 110 11 2.80 435 2.00 90 2.30 177 2.30 177 1.70 41 1.40 20 1.30 17 1.20 14 2.10 110 12 3.40 820 1.90 71 2.30 177 2.30 177 1.70 41 1.50 26 1.40 20 1.20 14 2.00 90 13 4.40 1545 1.90 71 2.40 217 2.20 140 1.70 41 1 .70 41 1.30 17 1.20 14 1.90 71 14 4.50 1620 2.40 217 2.40 217 2.20 140 1.60 33 1.60 33 1.30 17 1.20 14 ` 1.80 55 15 5.00 2020 3 .20 685 2.30 177 2.40 217 1.60 33 1 .50 26 1 .30 17 1.40 20 6.00 2820 16 3 .30 752 3 .О0 557 2 .'10 110 2. 20 140 1 . 60 33 1 . 40 20 1 .30 17 1. 50 26 4 . 80 1860 17 2.90 495 2.90 495 2.00 90 2.30 177 1.50 26 1.40 `20 1.30 17 1.60 33 4.20 ‚ 1395 18 2.40 217 ~ 3.50 890 2.00 90 2.20 140 1.50 26 1.40 20 1.30 17 ‘ 1.50 26 3.50 890 19 2.30 177 3.00 557 2.10 110 3.00 557 ` 1.60 33 1.30 17 1.30 17 1.50 26 3.00 557 20 2.20 140 2.80 435 2.20 140 3.20 685 1.80 55 1.10 11 1.30 17 1 .40 20 2.40 ‚ 217 21 2.20 140 2.60 315 2.20 140 2.60 315 1.70 41 1.00 10 1.30 17 1.30 17 2.00 90 22 2.10 110 2.50 263 2.30 177 2.40 217 1.60 33 0.90 9 1.20 14 1.30 17 1.90 71 23 2.10 110 2.30 177 2.40’ 217 2.60 315 1.60 33 0.90 9 1.20 14 1.20 14 1.80 55 24 2.00 90 2.20 140 2.10 110 2.60 315 1.50 26 1.30 17 1.20 14 1.40 20 1.80 55 25 1.90 71 2.20 140 2.10 110 2.50 263 1.50 26 1.30 17 1.20 14 1.60 33 1.70 41. 26 1.90 71 2.30 177 2.20 140 2.20 140 1.50 26 1.50 26 1.30 17 1.50 26 1.60 33 27 2.00 90 2.50 263 2.70 . 375 2.00 90 1.50 26 1.70 41 1.30 17 1.40 20 1.60 33 28 4.60 1700 2.40 217 2.60 315 2.00 90 1.40 20 1.60 33 1.20 14 3.80 1100 1.80 55 29 4.10 1320 2.50 263 2.00 90 1.40 20 1.50 26 1.20 14 2.90 495 2.60 315 30 3.20 685 2.50 263 2.20 140 1.40 20 1 .40 20 1.20 14 2 .40 217 2.50 263 31 2.90 495 2.40 217 1.40 20 .. 1.20 14 2.00 90 180 SUGAR CREEK АТ WYATTVILLE. Estimated Monthly Discharge of Sugar Creek at Wyattville, Pa. [Drainage area, 159 square mi1es.] Discharge in second­feet Rl1n­0ÍÍ Second­feet Month Maximum Minimum Mean per Hilti е re ])iÍ,I2~ä1eên 1910 May 7-31 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110 33 53 0.334 0.297 J une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .y 557 26 85 0.534 ‘ 0.595 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71 26 36 0.226 0.259 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .l 33 20 26 0. 163 0.188 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ; 71 20 32 О. 201 0. 224 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 140 26 70 0.441 0.508 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1170 1 10 386 2. 425 2.705 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1780 140 375 2 .360 2. 721 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2020 - 71 678 4 . 264 4 .915 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 890 71 249 1 . 567 1 . 632 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 375 55 154 0.969 1 . 117 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1100 90 292 1 . 837 2.050 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 217 20 50 0.314 0.362 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41 9 22 О. 139 0. 155 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ` 20 14 16 0. 103 0. 119 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1100 14 77 0.484 0.558 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2820 20 329 2. 072 2. 311 CUSSEWAGO CREEK AT JONES FARM, ABOVE MEADVILLE, PA. r1`his station, situated on the steel highway bridge near Jones farm, 4.5 miles above Meadville, Mercer County, Ра., Was established May 2, 1910, by H. P. Drake, for the Flood Commission. Originally a staff gage Was attached to the right abutment, but as this Was out of Water at low stages, a chain gage was installed, ~lune 6, 1910. The length of chain from marker to bottom of weight is 14.65 feet. The zero of the gage is at an elevation of 1,071.77. The elevation of the bench mark on top of upstream side of left abutment is 1,085.40. Measurements are taken from the- downstream side of the bridge. The initial point for soundings is the outer edge of left abutment. The channel bends to the left above the station and also a short distance belovv. Both banks are subject to overiiovv at a gage height of about 8 feet. The greatest range of gage heights is about 16 feet. The bed is soitv and not permanent. This is not an. entirely satisfactory location for a sta- tion, but no better point could be found on the creek, as the same conditions prevail throughout its Whole length. The gage is read daily by J. E. Hoñus. . The drainage area above the station is 102 square miles. sTREAM­FLoW. 181 Discliarge Measurements of Cassewago Creek above Meadville, Pa. Daf@ Hydrographer Width ‘êäâîiââ vìiâîîìy Hîîggät cilïâîge 1910 Feet sq. ft. 1’;if¿0ï_’e" Feet see.­ft. May 3 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90 459 1.18 7.95 540 Мау 28 (10 . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 44 0 .63 2.10 26 June 13 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 59 0.80 2.50 47 Aug. 12 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 9 0.43 0.83 4 Oct. 28 do . . . . . . . . . . . . . . . . . . . . . A . . . . . . . 65 154 0.87 4.20 134 Oct. 28 g do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 65 160 0-.97 4.34 155 Nov. 13 do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 254 9.12 688 Nov. 15 do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 90 430 0.97 7.53 418 Nov. 23 do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 90 252 0.90 5.63 226 1911 June 218 do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 21 14 0.54 1 .01 6 D а. “fading measurement. _ Daily Gage Heights and Discharges of Cassewago Creek above Meadville, Pa., for I9Io. May June July August September October November December д Gage з Dis- Gage Dis- Gage ) Dis- Gage Dis- Gag Dis- Gage Dis- Gag Dls- Gage Dis- Ht. `charge Ht. cha1'g< Ht. Iclielrge Ht. charge Ht. chuige Ht. Icharge Ht. .}....ä.- Ht. lcharge Feet Seo.- Feet See.- Feet See.-I Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- ft. ft'. ft. ft. ft. ft. ft. ft. 1 . 3.20 80 0.76 3 1.32 9 0.54 2 0.82 3 6.90 339 7.80 487 2 5.50 219 0.86 З 1.07 5 1.04 5 0.72 3 7.40 396 6.15 267 3 7.95 542 7.20 370 0.76 3 0.87 3 1.14 6 0.67 2 7.90 528 5.90 247 4 8.45 625 7.85 507 0.76 3 0.77 3 1.69 16 0.62 ‘2 8.40 620 5.85 242 5 _‚9.35 707 8.10 577 0.71 3 0.72 3 1.69 16 0.62 2 8.20 593 5.80 240 6 8.50 631 4.34 146 0.71 3 0.72 З 1.24 8 0.62 2 5.40 212 5.80 240 7 4.35 146 3.69 108 0.96 4 0.67 2 1.14 6 2.82 61 3.80 115 5.50 219 8 ‚3.35 88 3.79 114 0.76 4 0.62 2 1.04 5 4.52 156 4.20 137 5.35 207 9 3.05 72 3.04 72 0.86 3 0.66 2 1.13 6 3.02 71 5.30 205 5.00 185 10 3.00 70 2.49 40 0.81 3 0.81 3 0.98 4 2.02 26 6.50 300 5.30 205 11 2.90 65 2.19 32 210.80 3 0.81 3 0.98 4 1.61 14 8.30 608 4.40 149 12 2.50 45 2.44 ‘42 310.75 3 0.86 3 0.98 4 1.51 12 9.70 741 4.40 149 13 2.35 38 2.59 45 210.70 3 0.76 3 0.88. 3' 1.21 7 9.40 712 4.30 143 14 2.35 38 2.28 35 310.75 3 0.65 2 0.73 3 1.01 5 8.70 651 4.30 143 15 2.25 34 1.88 21 310.75 3 0.65 2 0.73 3 0.91 4 7.65 444 4.35 146 16 2.25 34 1.58 14 0.79 3 0.55 2 0.68 3 0.91 4 7.10 359 4.20 137 17 2.25 34 1.48 12 0.79 3 0.55 2 0.63 2 0.86 3 6.80 329 4.10 131 18 2.25 34 1.38 10 0.74 3 0.55 2 0.63 2 0.81 3 6.70 319 4.10 131 19 2.45 42 1.28 8 0.69 2 0.55 2 0.58 2 0.81 3 6.20 272 4.05 128 20 2.35 38 1.18 7 0.69 2 0.50 2 0.58 A2 0.81 3 5.90 247 4.50 155 21 2.25 34 1.07 5 0.64 2 0.50 2 0.58 2 0.81 3 5.70 233 4.80 173 22 2.25 34 1.07 5 0.59 2 0.50 2 0.53 2 1.11 6 5.50‘ 219 4.80 173 23 2.25 34 1.02 5 0.64 2 0.50 2 0.53 2 2.06 27 5.50 219 4.80 173 24 2.95 67 0.92 4 0.68 2 0.50 2 0.53 2 2.11 29 6.90 339 4.50 155 25 2.55 47 0.87 ‹ 3 0.68 2 0.50 '2 0.98 4 1.91 22 8.50 631 6.90 339 26 2.60 50 0.87 3 1.83 20 0.55 2 1.42 10 3.81 115 9.80 752 7.60 430 27 2.65 52 0.87 3 1.28 8 0.55 2 1.12 6 4.71 167 9.50 721 7.70 458 28 2.35 38 0.82 3 0.93 4 0.60 2 1.12 6 4.06 129 9.10 687 7.10 359 29 2.25 34 0.82 3 0.78 3 0.65 2 0.87 3 5.40 212 7.90 528 8.00 556 30 2.25 34 0.82 3 0.78 3 0.60 2’ 0.87 3 6.50 300 7.60 430 9.00 678 31 2.25 34 .. 1.98 25 0.60 2 ._ 6.55 305 ... .. 110.30 810 а. Interpolated. 182 CUSSEWAGO CREEK АТ MEADVILLE. Daily Gage Heights and Discharges of Cussewago Creek above Meadville, Pa., for 1911. January February March April May June July August >z C3 „ д Gage Dis- Gage Dis~ Gage Dis- Gage Dis­- Gage DiS­ Gag Dis- Gage Dis- Gage Dis- Ht. Charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Seo.- Feet l seo.- Feet Seo.- Feet Sec.- Feet Seo.- Feet See.- Feet Sec'.- ft. ft. ft. ft. ft. ft. ft. jt. 1 9.78 751 5.46 216 4.28 142 5.96 252 2.94 67 1.02 5 1.50 12 0.60 2 2 9.38 710 4.96 180 3.78 114 5.36 209 5.34 208 1.22 7 1.50 12 0.60 2 3 10.38 818 4.96 180 3.18 79 4.66 165 4.94 181 1.02 5 1.00 5 0.60 2 4га10.00 775 4.56 159 3.08 74 4.16 135 3.54 99 1.02 5 1.00 5 0.60 2 5 9.48 720 4.61 162 2.98 69 6.86 335 2.84 62 1.12 6 0.90 4 0.60 2 6 8.68 649 3.76 113 2.78 59 7.96 545 2.44 42 1.12 6 0.80 3 0.90 4 7 5.68 232 3.86 119 2.78 59 8.26 602 2.44 42 1 .62 14 1 .90 22 0.80 3 8 5.61 227 3.46 95 2.78 59 7.26 377 1.94 24 1.42 11 1.10 6 0.75 3 9 5.51 220 3.06 73 2.78 59 5.21 199 1.74 17 1.32 9 0.85 3 0.70 3 10 6.16 268 2.81 61 4.08 130 4.71 167 1.74 17 1.22 7 0.80- 3 0.70 3 11 5.86 244 2.66 53 6.48 298 4.46 155 1.84 20 1.02 5 0.75 3 0.60 3 12 8.56 637 2.46 43 5.38 211 3.76 113 1.84 20 1.02 5 1 .00 5 0.60 3 13 10.46 835 2.56 48 5.28 204 3.66 107 2.14 30 4.62 162 0.90 4 0.60 3 14 a10,.40 825 2.56 48 4.98 253 3.66 107 1.94 24 3.62 104 0.75 3 0.50 3 15 a10.40 825 7.96 54-5 4.58 159 4.06 129 1.74 17 2.52 46 0.75 3 0.60 3 16 9.56 727 9.56 727 3.87 119 3.95 123 1.53 12 1.92 22 0.70 3 0.90 4 17 8.96 674 9.26 700 3 .17 78 3.25 '82 1.43 11 1.02 5 0.70 3 1.00 5 18 6.76 325 b 400 3.57 102 3.85 118 1.70 16 1.12 7 0.75 3 1.00 5 19 4.66 165 b 310 3.87 119 2.65 52 1.93 23 1.02 5 0.75 3 0.90 4 20 3.56 101 b 290 4.77 171 4.65 164 1.83 20 1.02 5 0.75 3 0.80 3 21 3.86 119 5.89 254 5.57 224 7.25 376 1.73 17 1.10 6 0.70 3 0.70 3 22 4.06 129 4.59 160 5.27 203 5.65 229 1.63 15 1.10 6 0.70 3 0.70 3 23 4.16 135 4.79 172 4.67 166 3.95 123 1.43 11 1.10 6 0.7 З 0.70 3 24 3.46 95 4.49 154 5.27 203 3.55 100 1.53 12 1.00 5 0.70 3 0.70 3 25 2.76 58 4.49 154 4.77 171 2.95 68 1.43 11 1.00 5 0.75 3 0.75 3 26 2.56 48 4.59 160 4.47 153 2.55 47 1.33 9 0.90 4 0.75 З 0.80 3 27 3.76 113 5.99 246 4.67 164 2.25 34 1.23 7 1.80 19 0.70 3 0.80 3_ 28 8.96 674 6.29 280 6.87 327 1.9-5 24 1 .03 5 3.10 75 0.75 3 0.90 4 29 9.76 748 6.37 287 2.95 68 1.03 5 4.40 149 0.75 3 5.10 191 30 9.36 708 5.47 217 2.35 38 1.03 5 2.70 55 0.70 3 7.50 411 31 8.56 637 6.42 292 .. 0.83 3 .. 0.65 2 8.30 608 a. lnterpolated. b. Chain stolen, gage heights missing, discharge estimated. Discharges are based on a provisional discharge curve, and are subject to revision. Estimated lllortthly Discharge of Cussevz/ago Creek above Meadville, Pa. [Drainage area, 102 square mi1es.] Discharge in second-feet Run­oñ" @C011 ­ . Month Maximum Minimum Mean î)e1‘nsi~. 1 б _ Í ц D Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis» Ht. charge Ht- «~h­«ug«‘­ Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet Sec.- Feet See.- Feet Sec.- Feet Sec.- Feet See.- Feet Seo.~ ft. ft. . ft. ft. ft. ft. ft, 1 4.50 1630 2.90 760 2. 00 380 50 575 2.30 495 0.90 70 0.90 70 0-.70 44 2 4.60 1695 2.40 535 2.00 380 b 2.40 535 2.70 665 0.90 70 0.80 54 0.70 44 3 6 . 50 2340 2 . 20‘ 455 1 .80 305 2. 20 455 2 . 70 665 1. 00’ 90 0 .80 54 1 . 10 110 4 5.00 1960 2. 10 415 1 . 50 210 2.30 495 2.20 455 1.00 90 0. 80- 54 0.90 70 5 3.60. 1115 2.00 380 1)1.50‘ 210 4.80 1825 1.80 305 1.10 110 0.80 54 0.90 70 6 3 .30 960 1 . 90 345 1 . 60 240 5 . 50 2340 1. 60— 240 1. 30 155 0. 80 54 0 .90 70 7 3.00 810 1.90 345 1.40 180 4.70 1760 1.50 210 1.20 130 0.80 54 1.00 90 8 2.80 710 2.00 380 1.50 210 3.60 1115 1.40 180 1.10 110 0.80 54 0.90‘ 70 9 2.70 665 1 .70 275 b1.70 275 b3.40 1010 1.20 130 1. 00 90 0. 80 54 0.80 54 10 2.90 760 1.70 275 3.10 860 2.80 710 1.30 155 ‚1.00 90 0.80 54 0.80 54 11 2 . 60 620 1. 60‘ 240 3 .20 910 2 . 50 575 1 . 30 155 1. 10 110 0. 80 54 0.80 54 12 6.90 3690 1 .60 240 b3.60 1115 2.20 455 1. 30‘ 155 1.40 180 0.70’ 44 0.80 54 13 6.80 3580 1.60 240 3.90 1280 2.00 380 1.40 180 1.30 ‘155 0.70 44 0.80 54 14 6 . 20 2960I 1 . 60‘ 240 3 .40 1010 2 . 00 380 1 . 30 15-5 1. 20 130 0. 70 44 0 . 70‘ 44 15 7.40 4265 4.30 1505 3.10 860 2.40 535 1.20 130 1.20 130 0. 70 44 0.’70— 44 16 4.40 1565 3 .90 1280 2.20 455 2. 20 455 1. 20 130 1. 10 110 0. 80 54 1 .70 275 17 3.70 1170 4.40 1565 3.20 910 1.90 345 1.20 130 1.00 90 0.80 54 1.60 240 18 3 .00 810 8 .70 5840 2.20 455 1 . 80 305 1 . 10 110 1. 20 130 0.80 54 1 .40 180 19 2.90 760 4. 70 1760 b2.10 415 1.70 275 1 .20 130 1.30 155 0.80 54 1. 10 110 20 2.70 665 3.40 1010 2.10 415 3.70 1170_ _1. 10 110‘ 1.10 110 0.80 54 1.00 90 21 2.60 620 2.50 575 3.40 1010 3.40 1010 1 . 10 110 1.00 90 0.90 70 0.90 70 22 2.60 620 2.20 455 3.40 1010 2. 50 575 1 . 00 90 0.90 70 0.90 70 0.80 54 23 2 . 60 620 2 . 10 415 4 . 00 1335 2. 30 495 1 . 10 1 10 0 . 80 54 0. 80 54 0 .80 54 24 2 . 20 455 2 . 30 495 2 . 90 760 2. 00 380‘ 1. 20 130 0 . 80 54 0.80 54 0. 80 54 25 2 . 20‘ 455 2 . 00 380 2 . 40 535 1 . 80 305 1 . 10 110 0 . 80 54 0 .80 54 0. 90 70 26 1 .80 305 b2.50 575 b3.00 810 1 .60 240 1.10 110 0.90 70 0.80 54 1.00 90 27 5.95 2715 3.00 810 3.40 1010 1.50 210 1.00 90 0.90 70 0.70 44 1.00 90 28 |a11.30 9190 2.50 575 4.90 1890 1 . 40 180 1 .00 90 1. 10‘ 110I 0.70 44 1 .00 90 29 5.30 2180 . . . . . . . 3.20 910 1.40 180 0.90 70 1.00 90 0.70 44 3.90 1280 30 4.90 1890 3.00 810 b1.40 180 0.90 70 0.90 70 0.80 54 2.80 710 31 3.40 1010 2.60 620 . .. 0.90 70 .. 0.70 44 1.90 345 а. Мах. 7.40 А. M.. 11.3. b. Interpolated. Estimated Monthly Discharge of North Branch French Creek at Kírnrneytown, Pa. [Drainage area, 212 square mi1es.] Discharge in second-feet Run­oñ Month ’ _ . Maximum Minimum Mean Speâ-ogâluiîìt Iîâgälêgn mile 1910 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 890 57 253 1 . 195 1 ‚334 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 112 45 63 0‘. 297 0.335 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ­. . . 90 44 49 0.231 0.266 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 760 44 152 0. 717 О . 799 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I 710 44 152 0.717 0.826 November . . . . . . . . . . . . " . . . . . . . . . . . . . . . . . . . . . . . . ­j, 6565 345 1104 5.200 5 .802 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1890 415 800 3 .775 4.352 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9190 305 1703 8.033 9 .261 February . . . . . . . . . . . . . . . . . . . . . . . . . .Y . . . . . . . . . . . 5840 240 799 3.769 3 .925 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 1890 180 708 3.339 3 .850 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 2340 180 648 3.057 3.411 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 665 70 191 0.901 1 .039 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 180 70 101 0.476 0.531 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .j 70 44 52 0. 245 0.283’ Áugllst . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1280 44 152 0. 717 0 .827 186 ‘ sTREAM­FLow. ’ oIL CREEK AT ROUSEVILLE, PA. This station, situated on the steel highway bridge at 1\/.lcClintoclA. Dsc. |910. D1°sc/»arge Cua/‘c Рас" pe/.~ Second. изо /amo 192 TIONESTA CREEK AT NEBRASKA. Rating Table for Tionesta Creek at Nebraska, Pa. Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Height charge Height charge Height charge Height charge Height charge I Feet Seo.-ft. Feet See.-ft. Feet seo.­ft. Feet Sec.-ft. Feet Seo.-ft. 0.80 45 2.10 560 3.40 2395 4.70 4365 6.00 6350 0.90 61 .20 660 .50 2550 .80 4520 .10 6505 1.00 79 .30 ‘780 .60 2700 .90 4675 .20 6655 .10 100 .40 900 .70 2850 5.00 4830 .30 6810 .20 125 .50 1030 .80 3000 .10 4985 .40 6960 .30 150 .60 1165 .90 ‹ 3155 .20 5140 .50 7115 .40 180 .70 1310 4.00 3305 .30 5295 .60 7275 .50 215 .80 1465 .10 3460 .40 5450 .70 7440 .60 255 .90 1620 .20 3615 .50 5605 .80 7615 .70 300 | 3.00 1775 .30 3765 .60 ~ 5760 .90 7795 .80 350 1 .10 1930 .40 3915 .70 5915 7.00 7975 . 90 410 § . 20 2085 ‚ 50 4065 .80 6070 . . . 2.00 480 ; .30 I 2240 .60 4215 .90 6225 I Daily Gage Heights and Discharges of Tiorzesta Creek at Nebraska, Pa., for 1909. November December October November December Day Day Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- l­1t. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Seo.- Feet Sec.- Feet Seo.- Feet Seo.- ft. ft. _ ft. ft. fz. 1-- 1.00 79 1.21 127 1(­­~­ .. 1.10 100 1.73 315 2­~ 1.00 79 1.18 120 1b~­­- 1.28 145 1.88 392 3­­ 1.00 79 1.09 98 19---- 1.27 140 1.80 350 4-- 1.00 79 1.11 102 20­­-- 1.20 125 1.79 345 5­­ 1.00 79 1.15 115 21---' 1.28 145 1.78 340 6­~ 1.00 79 1.11 102 22~­­» 1.70 300 1.78 340 7~~ 1.00 79 1.12 104 23~­­° .... .... 1.85 380 1.76 330 8-- ­ 1.10 100 1.00 79 24---- 1.30 150 1.80 350 1.72 310 13-- ~ 1.20 125 1.02 83 25-­­' 1.30 150 1.59 251 1.72 310 11~­ 1.30 160 1.02 83 26­~~­ 1.10 100 1.48 208 1.68 291 12-- 1.20 125 1.20 125 27­­~ 1.20 125 1.39 177 1.65 277 13~­ 1.10 100 1.20 125 28~°­ 1.10 100 1.31 152 1.65 277 14°- 1.10 100 1.28 145 29---~ 1.10 100 1.30 150 1.70 300 15~~ 1.00 79 2.62 1189 30«­­~ 1.00 79 1.24 129 1.70 300 16­~ 1.00 79 2.00 480 31­»­­ 1.00 79 .... .... 1.60 255 -- 1.10 100 1.60 350 Ж 193 .ätäm NNNNHQN Её .e NNNN NN.N .... .... Nom NN.H ... .... NNH NN.H NNH NN.H .... .... NNNH NN.N .... .... NNHH NN.N .... .... NNN NN.N NNNN NN.N NNNH NN.N NNN NN.H NNH NN.H NNH NN.H NNH NN.H NHN NN. H NNHH NN.N NNNH NN.N NNNH NN.N . . . . . . . . NNN NH .N HHNH NN.N NNNH NN.N NHN HN. H N.NH NN. H NNH NN. H NNH NN. H NNN NN. H NNNH NN.N NNNH NN.N NNNH NN.N . . . . . . . . NNN NN.N NNN. HN.N NNNH NN.N NNN HN.H NNH NN. Н отН о«. Н ооН т«. H NNN NN.H HHHH NN.N NNHN NN.N NNNN NN.N NNNN NN.N HHHH NN.N NNN NH .N NNNH NN.N NNN NN. Н Нтт «о . Н отН о«. H NNN NN . H NHN HN . H NNNH NN.. N NNNN NN. N NNNN NN. N NNNH NN. N NNNH NN . N NNN. NN . N NNNH NN . N NNN NN .H NNN NN .H NNH NN .H NNN NN . H HNN NN .H NNNH NN . N NNNN NN . N NNN.N NN . N NNN NN . N NNHH NN . N NNN. NN.N NNNH NN.N HNN NN. Н о«т NN.. Н о«Н тт. H NNH NN. H NNN NN. Н. NNNH NN.N NNHN NN.N NHNN NN.N NNN. HN.N NHNH NN.N NHN NN.N NNN NH . N NNN NN . H NNH NN. H NNH HN. Н NNH NN. Н NNN NN . H NNNH NN . N NNNH NN .N NNNN NN.N NNN NN.N NNNH NN. N NNN NN.N NNN NN .H HNN NN .H NNH NN. H NNH HN. H NNN NN . Н ттт оо. Н HNNN NN. N HNNH NN.N NNNN NN.N NNHH NN .N NNNN NN. N NNN NN.N NNN NN. Н NN.H NN .H NNH NN .H NNH NN . Н отН о« .H NNN NN . Н ««о то.т оНтН NN. . N NNNN NN . N NNNH NN . N NNNN NN . N NNNH NN . N NNN NN. Н о«Н тт . Н ттН тт . H NNH NN. H NNN NN .H NNN NN. . Н ото NH . N NNNH NN . N NNNN NN . N NNN. NN . N NNNN NN . N NNN NN . N HNN NN . Н о«Н тт . Н ттН тт ‚Н о«Н тт . Н тот т« .H NNN NN . H NNN NN. т NNN NN. т NNNN NN. N NNN NN. т оотт оо. « NNN NN . N NNN NN .H NNH NN ..H NNH NN . Н о«Н от . Н тот т«. H NHN HN . H NNN NN. N NNN NN. N NHNH NN. N NNN NN . N NNNN NN . N NNN NN. N NN.N NN .H NNH NN . H NNH NN .H NNH NN . H NNN NN . H NNN NN .H NNN HN . N NHN NN . H NNNH NN . N NNN NN . N NNNN HN . N NNN NN.N NNN NN.N NNH NN. H NNH NN. H NNH NN. H NNN NN.H NNN NN. H. NHN NN.N NNN NN. H NNNH NN..N NNN NN.N NNN NN.. H NNN NN. N NNN NN . N NNH NN . H NNH NN . H NNH NN. H NNH NN. H NHN NN . N NNN NN. N NNN NN .H NNNH то. . N NNN NN. .H NNN NN . H NNN. HN. N NNN NN . N NNH NN . H NNH NN . H NNH NN . H NNN NN . H NNN NN . N NNN NN. N NNN NN . H HNNH NN . N NNN HN . H NNN NN .H NNN NN. N NNN NH . N NNH NN. H NNH NN .H NNH NN. H NNN NN. N NNN NH . N NNN. NN.N NNN NN . H N.NNN NH .N NNN NN. H NNN NN. H NNN NH .N NNN NH .N NNH NN. H NNH NN. H NNH NN. H NNNH NN . N NNN NN. N NNN NN.N NHN NN. . H NHNN NN . N NNN NN . H NNN NN. H NNN NN . N NNN NN. N NNH NN . H NNH NN . H NNN NN. H NNN NN. H NNN NN . N NNN NN. N NNN NN. . H NNNN HN. N NHN NN. H NNN NN .H NNN HH . N NNHH то . т NNH NN .H NNH NN. H NNN NN . H NNH NN . H NNN NN . N NNNH NN . N NNN NN . H NNNN NN . N NNN NN . Н тот NN .H NNN NN . N HNN NN. H NNH NN. H NNH H NNH NN .H NNN NN. H NNN NN. N NNNH NN. N NHN NN. H NNNN NN . т NNN HN. H NNN NN. H NNN NN . H HNN NN . H NNH NN . Н NNH NN . Н о«Н NN .H NNN NN . H NNN NN . N NNNH NN . N NNN NN . H NNNN NH . N NNN NN .H NNN NN . H NHN NN. H NNN HN .H NNN NN . H NN.H NN. H NNH NN . H NHN NN . H NNNH NN. N NNNH NN.N NNN N.N. N NNNN NN.N N.N.N NN . H NHN NN. H NNN NN.H NNN NN.H HNN NN. H NNH NN. H NNH NN. H NNN NN. H NNNH «т.т NNNH NN.N NNN NH.N NNNN. NN.N N NNN NN. H NNN NN. H NNN NN.N NNN NN .H NNH NN .H NNH NN .H NNH NN.H NNH NN. H HNNH NN. N NNNH NN..N NNN. NN .N NNNN NN. N NNN NN. H NNN NN .H NNN NN.N NNN NN.H NNH NN.H NNN NN.H NNH NN.H NNH NN.H NNNH NN.N NNNH NN.N NNNH NN.N HNNN NN.N NNN NN.N NNN NN.H NNN NN . N NNN NN . H NNH NN . H NNN NN . H NNH NN . H NNH NN . H NNNN NN . N HNNN NN . т ото N.H . N NNNN NN . N NNN NN . H NNN NN . H NNN. NN.N NNN NH.N NNH NN.H NNH NN.H NN.H NN.H NNH NN.H NNNN NN.N NNHN NN.N NNN NN.N NNHN NN.N NNN NN.N NNN NN.H NNN NN. N NNN NN. .H NNH NN. H NNH NN. H NNH NN. H NNN NN. H HNNH NN .N NNNN NN. N NNN NN. N NNNN NN . N NNN NN.. H HNN NN. H NNHH NN.N HNN NN.H NNH NN.H NNH NN.H NNH NN.H NNN NN.H HNNH NN.N NNNH NN.N NHN NN.N NNNN HN.N NNN NN.H HNN NN.H _...N .NN .NN .NN .NN .NN .NN .NH .NN .NN .NN .NN ‚бот ооощ ‚бот „ооыы ‚бот «NN..N ‚бот »NN..N ‚бот »NSN ‚бот »NN..N ‚бот .SSN ‚бот ооощ ‚бот „оо.т ‚бот „оо.т ‚бот »NN.N ‚бот »NN..N отошла .NHH QNÈHQ ‚от отёдо ‚от отошли от отошли ‚от ототдо ‚от отёдо ‚от отоыдо ‚от ототдо ‚от отоыдо ‚от отоыдо ‚от отёдо ‚от -NHG @NN..N -NFH отыб ‚об @NNN ¿HQ @NN..N -NFH отоФ ‚ЩЖН @NN.N ‚та @NN..N ‚из @NN..N -NNNH @NEN ‚об штат ‚та @Naw ¿RH отот ‚бдёооод оодЕЁоИ .SHBQO модЁоЁош отптзт »HN.N овзт .NNHN НЕЁ „Ноытод Ёовзогд .ÚNDQNN Mq HNNNNNNNNNNNNNNNNNNNHNNNNNNNNOH r­1F4»«~4F«1­4F~r­4»­4r­1(.\]C\lC\lC.\]C\lC\1C\]CNÓ1C\lC`fD¢O .NNNH .SNN „баН „отооооог „о тооою оооотоон „S .SNNNNÈQ ото оёооощ ооош AN8@ V61 .N Day 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 5705111575111-511; night 7.68 = 9199 Daily Gage Heiglzfs cmd Disclzmfges of T1'01'1.esta Creek at Nebraska, Pa., for 1911. January Gage Dis- Ht. charge Feet See.- ft. 3.44 2441 3.61 2715 4.98 4799 4.14 3522 3.53 2595 3.30 2240 3.18 2054 2.90 1620 2.96 1713 2.60 1165 2.68 1279 4.53 1076 4.98 4799 а6.08 6474 6.48 7084 4.80 4520 3.84 3062 3.15 2002 3.00 1775 2.66 1252 2.55 1097 2.47 991 2.24 708 2.00 480 2.00 480 1.90 410 2.67 1267 6.30 6810 4.47 4020 4.15 3532 3.50 2550 February March Gag Dis- Gage Dis- Ht. charge Ht. charge Feet See.- Feet See.- fà ft 3.12 1961 1.85 380 2.88 1464 2.06 528 2.66 1252 1.98 466 2.95 1692 1.83 368 2.70 1310 1.94 438 2.26 732 1.80 350 2.44 952 1.45 197 2.30 780 1.85 380 2.16 620 1.75 325’ 2.03 504 1.98 466 1.84 374 2.15 610 1.96 452 2.30 780 1.03 85 2.57 1124 1.04 87 2.56 1117 3.22 2116 2.50 1030 2.65 1237 2.18 640 2.60 1165 2.20 660 4.11 3475 2.52I 1057 3.44 2457 2.35 840 3.12 1961 2.35 840 2.85 1537 2.53 1071 2.62 1194 2.60 1165 2.48 1004 3.30 2240 2.35 840 2.87 1573 2.33 816 2.55 1097 2.20 660 2.60 1165 2.30 780 4.00 3305 2.10 560 4.05 3377 ... ... 3.45 2467 3.20 2085 ’ 2.92 1651 April Gage Dis- Iít charge Feet See.- ft 2.65 1237 2.50 1030 2.35 840 2.35 840 3.30 2240 3.70 2850 4.40 3915 3.70 2850 3.50 2550 3.22 2116 '3.00 1775 2.90 1620 2.70 1310 3.20 2085 3.65 2775 3.25 2157 3.05 1847 2.80 1465 2.65 1237 2.92 1651 3.50 2550 3.32 2271 3.30 2240 3.20 2085 2.98 1744 2.74 1372 2.56 1117 2.40 900 2.30 780 2. 780 ,_.,_.|,_...-,....',_i.­­«­-«»J-­~i­,«»­H-4-­~»­­«»­«»-­~»­»+­‘r-li--45-11-‘»­­‘NJl\'JNJNJLONJOJND .22 Dis- charge See.- fù 840 1775 1165 965 780 620 660 480 431 410 424 325 300 268 255 235 277 247 300 247 215 197 165 150 120 130 125 125 120 112 112 Sec.-ft. June July Gag Dis- Gage Dis- Ht. charge Ht. charge .Feet See» .Feet Secr ft ft 1.25 137 1.27 143 1.22 130 1.22 130 1.15 112 1.20 125 1.15 112 1.08 96 1.15 112 1.03 85 1.23 132 1.00 79 '1.17 118 1.00 79 1.12 105 0.95 70 1.08 96 0.94 68 1.07 94 0.92 65 1.04 87 0.83 50 2.47 991 0.87 56 2.42 926 0.83 50 1.92 424 0.85 53 1.63 268 0.83 50 1.27 143 0.83 50 1.32 156 0.85 53 1.27 143 0.93 66 1.22 130 0.94 68 1.17 118 0.95 70 1.10 100 1.05 89 1.03 85 0.87 56 1.02 83 0.87 56 1.02 83 1.00 79 1.32 156 1.05 89 1.40 180 0.92 65 1.91 417 0.92 65 1.86 386 0.92 65 1.55 235 0 90 61 1.55 235 0.90 61 ,... ... 0 87 56 August September Gage Dis- Gage Dis- Iít. charge Iit I charge Feet See.- Feet See.- ft ft 0.85 53 2.10 560 I0.84 51 1.90 410 0.94 68 1.78 340 1.32 156 1.52 223 1.33 159 1.46 206 1.32 156 4.05 3377 1.30 150 3.00 1775 1.26 140 2.46 978 1.20 125 4.30 3765 1.06 92 3.30 2240 0.96 71 2.80 3000 0.92 65 2.43 939 0.90 61 2.15 610 0.87 56 2.00 480 0.98 75 4.50 4065 1.65 277 4.90 4675 1.45 197 3.00 1775 1.32 156 2.85 1542 1.20 125 2.50 1030 1.09 98 2.32 804 1.03 85 2.00 480 0.96 71 1.90 410 0.93 66 1.80 350 0.96 71 1.65 278 2.07 536 1.60 255 2.15 610 1.60 255 1.78 340 1.64 273 2.70 1310 1.72 310 4.30 3765 3.05 1853 2.91 1635 3.10 1930 2.35 840 .... STREAM-FLOW. 155 Estz`1nated Monthly Discharge of Tlonesta Creek at Nebraska, Pa. [Diaiuage area, 451 square miles.] Í Discharge in second~feet Run­o1f Month Maximum Minimum Mean Speecrogguîiêt 11311333?‘ mile 1909 Í November .................................. . .I 390 79 142 0.339 0.419 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .i 1189 79 263 0. 583 0.672 1910 l January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .= 4365 201 1089 2.415 2. 785 February . . . . . . . . . . .‚ . . . . . . . . . . . . . . . . . . . . . . . . . ‹ 6396 212 766 1 .700 1 . 770 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚1 7975 1194 ’ 3417 7.580 8.739 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .! 3305 277 989 2.200 2 . 455 May ........................................ . . 2271*> 512 1210 2.683 ’ 3.093 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 3000 - 215 820 1.818 2.029 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1070 180 251 0.556 0 . 641 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 208 140 164 0.363 0.418 September . . . . . . . . . . . . . . . .Y . . . . . . . . . . . . . . . . . . . . 340 132 174 0.386 О .431 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ё 417 145 201 0.446 0.514 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1138 251 624 1 .384 1 . 544 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4644 368 965 _ 2. 139 2 .466 The year . . . . . . . . . . . ` . . . . . . . . . . . . . . . . . . . . . . . .. 7975 132 891 1.973 26.885 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9199 410 2598 5 . 760 6 . 641 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3475 85 1145 2.539 2 .644 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3305 197 1749 3.878 4.471 April . . . . . . . . . . . . . . . . . 2 . . . . . . . . . . . . . . . . . . . . . . . . 3915 780 1807 4.007 4.471 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1775 112 406 0.900 1 .038 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 991 83 _‚ 216 0.479 0 .534 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 143 50 72 0.159 0.183 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3765 51 376 0.834 0.962 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4675 206 1306 2. 896 3 . 231 BROKENSTRAW CREEK AT YOUNGSVILLE, PA. Т his station, situated on the steel highway and trolley bridge, at Youngsville, War- ren County, Pa., 3 miles above the mouth of the creek, was established October 22, 1909, Ьу К. С. Grant, for the Wate1‘ Supply- Commission of Pennsylvania and the Flood Commission of Pittsburgh. A staff gage, I4 feet long, is bolted to the downstream side of the right abutment. The zero of this gage is 17.85 feet lower than a point on the to-p of downstream hand- rail, 2.7 feet to the right of the third post in handrail from left bank. Measurements are taken, at ordinary stages, from the downstream side of the bridge; at low stages, by wading. The initial point Jfor soundings is at the top edge of the bridge seat, right abutment. -The channel curves to the right, looking upstream from the station, and there is a riflie 300 feet above the bridge. _ Below the bridge the channelìis straight for 1,ooo feet, a riflle occurring 400 feet below the bridge. The bed of the creek is of clay and gravel and fairly permanent. The channel is deep and quiet and the flow during low- stages is mostly at the right side. The right bank is high and does not overflow. The left bank overflows at high stages. The greatest range of gage heights is about 12 feet. The gage is read daily by W. F. Schnell. The drainage area above the station is 290 square miles. 196 BRoKENs'rRAw CREEK АТ YOUNGSVILLE. Discharge Measurements of Brokenstraw Creek at У oungsv-ille, Pa. Date Ilydrographer Width ‘âëëîigâ Vägälty НСЁЁЁЁ 0112126 Feet sq. jt. F9961’ Feet ц sec.-ft. 860. Sept. 28a Farley Gannett . . . . . . . . . . . . . . . . . . . . . . . . . . . 77 68 0.66 0.20 45 1910 Jan. ‘ 31 K. G. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 116 520 1 .25 2.00 648 Маг. lb H. O. Wheelock . . . . . . . . . . . . . . . . . . . . . . . . . 148 1111 5.27 6.90 5850 Mar. 3b do . . . . . . . . . . . . . . . . . . . . . . . . . 148 1131 5.07 7.00 5730 Mar. 5 do . . . . . . . . . . . . . . . . . . . . . . . . . 145 961 3.92 5.80 3770 Mar. 7c do . . . . . . . . . . . . . . . . . . . . . . . . . 150 1227 5.10 7 .55 6264 Mar. 10 do . . . . . . . . . . . . . . . . . . . . . . . . . 107 629 2 .27 3. 10 1424 Mar. 15 do . . . . . . . . . . . . . . . . . . . . . . . . . 100 522 1 .65 2.30 857 July 13a C. E. Ryder . . . . . . . . . . . . . . д . . . . . . . . . . . . . . 88 101 2.14 . 0.60 193 Nov. 28 F . E . Langenheim . . . . . . . . . . . . . . . . . . . . . . . 104 559 1 .92 2.65 1073 1911 _ June 19 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 85 304 0.36 0.29 108 a. Wading measurement near mouth. c. Falling stage. b . Rising stage. PLATE 105 STREAM­FLOW. I97 Rating Table for Brokenstraw Creek at У oungsville, Pa. Ga e Dis- Ga e Dis- Ga ’ - -' ' - ‘ Heigllt charge Height charge Heigfît сгёгде | 01:1)21l’Sg€ C111)a.11S‘,è€ Feet Sec.-ft. Feet See.-ft. Feet вводу‘. Feet Sec.-jt. Feet See.-ft. 0.00 30 1.70 544 3.40 1630 5.10 3055 6,80 5140 .10 52 .80 584 .50 1705 .20 3150 _90 5315 .20 _ 76 .90 626 .60 1780 .30 3245 7_00 5490 .30 102 2.00 672 .70 1855 .40 3345 .10 5665 .40 128 .10 724 .80 1935 .50 3445 .20 5845 .50 155 .20 780 .90 2015 .60 3550 ,30 6025 .60 182 .30 844 4.00 2095 .70 3655 ,40 6205 .70 210 .40 910 .10 2175 .80 3760 .50 6385 .80 240 .50 980- .20 2260 .90 3870 .60 6565 .90 270 .60 1050 .30 2345 6.00 3985 .70 6745 1.00 300 .70 1120 .40 2430 .10 4105 .80 6925 .10 332 .80 1190 .50 2515 .20 4235 .90 7105 .20 364 .90 1260 .60 2605 ..30 4375 8‚00 7285 .30 397 3.0 1330 .70 2695 .40 4515 ‚‚‚‚ ‚... .40 432 .10 1405 .80 2785 .50 4660 ‚‚‚ .50 468 .20 1480 .90 2875 .60 4810 .60 506 .30 1555 5.00 2965 .70 4970 Daily Gage Heights and Discharges of Brokenstraw Creek at Youngs?/ille, Pa., for I9o9. November December November December Day Day Gage Dis- Gag Dis- Gag Dis- Gag Dis- Ht, charge Ht. charge Ht. charge Ht. charge Feet Seo.- Feet See.- Feet Seo.- Feet See.- . ‚. ft. . jt. 1 . . . . . . . . . . . . . . .. 0.35 115 0.60 182 17 . . . . . . . . . . . . . . .. 0.75 225 1.80 584 2 . . . . . . . . . . . . . . .. 0.35 115 0.50 155 18 . . . . . . . . . . . . . . .. 1.00 300 1.80 584 3 . . . . . . . . . . . . . . .. 0.40 128 0.50 155 19 . . . . . . . . . . . . . . .. 1.00 300 1.00 300 4 . . . . . . . . . . . . . . .. 0.40 ~ 128 0.50 155 20 . . . . . . . . . . . . . . .. 1.00 300 1.00 300 5 . . . . . . . . . . . . . . . . 0.40 128 0.50 155 21 . . . . . . . . . . . . . . . . 1.35 415 1.00 300 6 . . . . . . . . . . . . . . .. 0.40 128 0.50 155 22 . . . . . . . . . . . . . . .. 1.90 626 1.00 300 7 . . . . . . . . . . . . . . .. 0.35 115 0.45 141 23 . . . . . . . . . . . . . . .. 2.20 780 1.00 300 8 . . . . . . . . . . . . . . .. 0.38 122 0.45 141 24 . . . . . . . . . . . . . . .. 2.10 724 1.00 300 9 . . . . . . . . . . . . . . .. 0.75 225 0.45 141 25 . . . . . . . . . . . . . . .. 1.20 364 1.00 300 10 . . . . . . . . . . . . . . .. 0.80 240 0.45 141 26 . . . . . . . . . . . . . . .. 1.00 300 1.00 300 11 . . . . . . . . . . . . . . .. 0.65 196 0.45 141 27 . . . . . . . . . . . . . . .. 0.80 240 1.00 300 12 . . . . . . . . . . . . . . .. 0.50 155 0.45 141 28 . . . . . . . . . . . . . . .. 0.70 210 1.00 300 13 . . . . . . . . . . . . . ... 0.50 155 0.50 155 29 . . . . . . . . . . . . . . .. 0.70 210 1.00 300 14 . . . . . . . . . . . . . . .. 0.45 141 2.30 844 30 . . . . . . . . . . . . . . .. 0.65 196 1.00 300 15 . . . . . . . . . . . . . . .. 0.40 128 2.10 724 31 . . . . . . . . . . . . . . .. .... ... 1.00 300 16 . . . . . . . . . . . . . . .. 0.45 141 2.10 724 861 Cß°"|GDU1i~1-I-Ca~D[\'J*'"©C1~5l\'Jl'­‘ 19 l\'.ì Ф 21 22 23 24 25 26 27 28 29 30 31 Day Daily Gage Heights and Discharges of Brokenstraw Creek at Youngs?/ille, Pa., for 1910. January February 1 March April ' — ‘ f ' ­ G ' — ‘ - 22 G13? 313.3.. ‘та? Cgggg, Feet Вес: Feet Sec.- Feet See.- Feet See.- ft. ft. ft. ft, 0 . 80 240 1. 90 626 7 .15 5755 1, 20 364 0.90 270 1.85 605 7.90 7105 1,10 332 1.30 397 1.80 584 7.10 5665 1.00 300 1.30 397 1.70 544 6.00 3985 1.15 348 1.30 397 1. 70 544 6. 10 4105 1. 45 450 1.30 397 1.70 544 6.15 4170 1.35 414 1.30 397 1.70 544 7.30 6025 1.20 364 1. 30 397 1. 40 432 5 . 95 3928 1 . 10 332 1. 30 397 1.30 397 4 .50 2515 1 . 10 332 1.30 397 1.30 397 3.20 1480 1.10 332 1.30 397 1.30 397 2.80 1190 0;90 270 1.30 397 1.30 397 2„80 1190 0.90 270 1 . 30 3-97 1 .30 397 2 . 95 1295 0 . 90 270 1. 30 397 1 .30 397 2 . 70 1120 0 .85 255 1.30 397 1.30 397 2.40 910 0.80 240 1.30 397 1.50 468 2.30 845 0.90 270 1.30 397 2.00 672 2.30 845 0.90 270 3. 50 1705 2 . 00 672 2 . 10 724 0 . 90 270 5 . 10 3055 2 .00 672 2.10 724 1 . 10 332 4.70 2695 2.00 672 4.00 2095 1.45 450 4 . 50 2515 2.00 672 4 . 35 2388 1. 65 525 4.20 2260 2.00 672‘ 3.95 2055 1.65 525 2. 80 1190 2. 00 672 3 . 50 1705 1. 55 487 2 . 50 980 2 . 00 672 3 . 20 1480 1. 40 432 2.00 672 2.00 672 3.20 1480 2-25 812 2.00 672 1.80 584 2.80 1190 3-10I 1405 2.50 980 2.15 752 2.15 752 2-65 1085 2.50 980 u16.80 5140 1.85 605 2»00 672 2.50 980 . 1.60 506 1-60 506 2.20 780 . 1.45 450 1.40 432 2.00 672 1.30 397 -- а. Max5P. M.,7.1 :-5665 sec.-ft. AM 1 1 Мау J une July August September October 1\*ovember December I Gage Dis- Gage Dis- Gage Dis- Gage 2 Dis- Gage Dis- Gag Dis- Gage Dis- Gag Dis- Ht. charge Ht. charge H t. charge Hc. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- ft. ft. ft. ft. ft. jt. ft. jt. 1.30 397 1.40 432 0 .45 142 0 .30 102 0.20 76 0.60 182 2 . 80 1190 2. 45 945 3 .20 1480 1. 60 506 0.45 142 0.30 102 0 .20 76 0. 55 177 3 . 75 1895 2.30 844 3 .80 1935 2 .75 1155 0 . 45 142 0. 30 102 0 .45 142 0 . 50 155 4.35 2388 2.15 752 4.25 2302 2.50 980 0.35 115 0.30 102 0.50 155 0.50 155 3.90 2015 2.10 724 3 . 40 1630 1. 85 605 0 . 30 102 0 . 30 102 0. 60 182 0 . 50- 155 2 . 30 844 1. 95 649- 2.15 752 1.50 468 0.25 89 0.30 102 2.80 1190 1.30 397 1.85 605 1.80 584 1. 70 544 1. 40 432 0 . 45 142 0. 30 102 2 . 20 780 2 . 30 844 1. 75 564 1 .80 584 1. 40 432 1. 25 380 0 . 50 155 0 . 30 102 1. 50 468 2.10 724 1. 75 564 1. 80 584 1.30 397 1 . 10 332 0 . 45 142 0 .30 102 1 . 30 397 1 . 30 397 1.90 626 1. 80 584 1. 20 364 1 . 10 332 0 .40 128 0. 60 182 1.30 397 1 . 10 332 3 .70 1855 ‹ 1.70 544 1. 10 332 1. 35 414 0 .40 128 0 . 45 142 1.30 397 0 . 90 270 5 . 65 3600 1. 70 544 0. 95 285 2. 05 698 0 .45 142 0 .35 115 1.00 300 0. 80 240 5. 25 3190 1 ‚70‘ 544 0 .90 270 1 .80 584 0 . 65 196 0 .30 102 0 .90 270 0 . 75 225 3 . 60 1780 1 .70 544 0. 85 255 1.25 380 0 . 5-0 155 0 . 30 102 0 . 85 255 0 . 70 210 2 .95 1295 1. 70 544 0 .85 255 1 .00 300 0 . 50 155 0. 30 102 0 .85 255 0 . 70 210 2.65 1085 1. 70 544 0 .80 240 0 .85 ‚ 255 0 .45 142 0 . 25 89 0 .85 255 0 . 70 210 2 .55 1015 1. 70 544 0 . 70 210 0. 80 240 0 .40 128 0.20 76 0 . 80 240 0 . 65 196 2.40 910 1. 70 544 1 . 05 316 0.75 225 0.40 128 0.20 76 0 .80 240 0 . 60 182 2.30 844 1 . 70 544 0.95 285 0. 70 210 0 .40 128 0.20 76 0. 75 225 0. 60 182 2.20 780 1. 70 544 0.80 240 0.65 196 0.40 128 0.20 76 0.70 210 0.60 182 2.20 780 1.60 506 0.80 240 0.50 15—5 0.35 115 0.20 76 0.60 182 0.60 182 2.10 724 1.60 506 0 . 75 2'25 0. 50 155 0 .30 102 0 . 20 76 0.40 128 0. 70 210 2 .00 672 1.60 506 1 . 50 468 0. 50 155 0 . 30 102 0 . 20 76 0 . 50 155 1 . 40 432 1 .90 626 1. 60 506 1 . 15 348 О. 50 155 0.55 177 0 .20 76 0 .7О 210 1 .30 397 2 .95 1295 1 . 60 506 1. 30 397 0 . 50 155 0 .50 155 0 .20 76 1.00 300 1.40 432 3 .95 2055 1. 60 506 ' 1. 30 397 0 . 50 155 0 . 45 142 0.20 76 0 . 90 270 1. 70 544 4 . 00 2095 1. 60 506 1 . 10 332 0 .50 155 0.40 128 0 . 20 76 0 . 80 240 1. 90 626 3 . 20 1480 1 . 60 506 0 .90 270 0.45 142 0 .40 128 0. 20 76 0. 70 210 2.30 844 2 .95 1295 1 .65 525 1 . 30 397 0. 45 142 0. 40 128 0 . 20 76 0.65 196 2. 50 980 2 .90 1260 3 .75 1895 1.15 348 0.45 142 0 . 40 128 0 .20 76 0. 60 182 2. 70 1120 2.80 1190 4. 95 2920 1.20 364 .. . . 0.35; 115 0.20 76 .. 2.70 1120_ 4.60 2605 S'1`REA1\‘I­1*`LO\V . 199 Daily Gage Heights and Discha-rges of Broken-straw Creek at Youngs?/ille, Pa., for 1911. January February March April May June July August >> _ Q Gage Dis- Gage Dis- Gag Dis` Gage Dis- Gag Dis- Gage .Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet See.- Feet See.- Feet See.- Feetlr See.- Feet See.- Feet Sec.- Feet Sec.- ft. _ . . . ft. ft. ft. 1 3.70 1855 2.30 844 1.80 584 2.20 780 2.00 672 0.40 128 0.20 76 0.00 30 2 4.55 2560 2.10 724 1.45 450 2.00 672 3.00 1330 0.40 128 0.20 76 0.00 30 3 5.75 3705 1.70 544 1.40, 432 1.90 626 2.60 1050 0.40 128 0.20 76 0.50‘ 155 4 5.00 2965 2.00 672 1.30 397 2.05 698 2.00 672 0.40 128 0.20 76 0.40 128 5 3.50 1705 1.60 506 1.30 397 4.45 2475 1.80 584 0.70 210 0.20 76 0.40 128 6 2.60 1050 1.40 432 1.25 380 4.80 2785 1.55 487 0.70 210 0.20 76 0.40 128 7 2.30 844 1.30 397 1.00 300 4.60 2605 1.35 414 0.70 210 0.20 76 0.25 89 8 2.10 724 1.30 397 1.00 300 3.60 1780 1.15 348 0.65 196 0.20 76 0.20 76 9 2.20 780 1.20 364 1.20 364 2.90 1260 1.10 332 0.60 182 0.15 64 0.15 64 10 2.10 724 1.10 332 2.30 844 2.45 945 1.10 332 0.55 168 0.15‘ 64 0.10 52 11 2.20 780 1.10 332 3.05 1365 '2.25 812 1.00 300 0.55 168 0.10 52 0.05 41 12 5.75 3705 1.00 300 3.40 1630 2.15 752 1.00 300 0.85 255 0.10 52 0.00 30 13 6.30 4375 0.90 270 3.50 1705 1.95 649 0.95 285 0.80 240 0.10’ 52 0.00 30 14 6.55 4735 1.80 584 3.75 1895 2.10’ 724 0.85 255 0.70 210 0.10 52 0.00 30 15K 6.70 4970 4.20 2260 2.50 980 2.25 812 0.80 240 0.60 182 0.10 52 0.40 128 16 41.75 2740 3.75 1895 1.90 626 2.05 698 0.80 240 0.50 155 0.10 52 0.75 225 17 3.30 1555 4.05 2135 1.80 584 1.80 584 0.80 240 0.50 155 0.10 52 0.95 285 18 2.40 910 5.00 2965 1.90 626 1.60 506 0.80 240 0.40 128 0.10 52 0.65 196 19 2.25 812 5.05 3010 1.90 626 1.40 432 0.80 240 0.25 89 0.10 52 0.55 168 20 1.95 649 3.10 1405 1.90 626 4.20 2260 0.80 240 0.20 76 0.05 41 0.35 115 21 2.30 844 2.50 980 1.90 626 3.65 1820 0.75 225 0.15 64 0.05 41 0.20 76 22 2.30 844 2.35 877 3.10 1405 2.70 1120 0.70 210 0.10 52' 0.05 41 0.10 52 23 1.50 468 1.75 574 3.45 1670 2.45 945 0.70 210 0.10 52 0.05 ‘ 41 0.00 30 24 1.75 564 1.90 626 3.00 1330 2.25 812 0.70 210‘ 0.10 52 0.05 41 0.05 41 25 1.70 544 1.85 605 2.20 780 1.90 626 0.70 210 0.25 89 0.05 41 0.75 225 26 1.40 432 1.70 544 2.30 397 1.75 564 0.60 182 0.45 141 0.05 41 0.50 155 27 3.55 1745 2.30 844 2.80 584 1.55 487 0.50 155 0.60 182 0.05 41 0.35 115 28 8.25 7735 2.00 672 4.35 2385 1.40 432 0.50 155 0.65 196 0.00 30 3.90 2015 29 5.05 30’10 3.70 1855 1.25 380 0.45 141 0.45 141 0.00 30 6.00 3985 30 4.20 2260 2.65 1085 1.40 432 0.45 141 0.25 89 0.00 30 5.50‘ 3445 31 2.90 1260 2.50 980 0.45 141 .. 0.00 30 3.00 1330 Esamaied Monthly Discharge of Bro/eerlstraw Creek at Yoimgsf/ille_, Pa. [Drainage area, 290 square miles] Discharge in second-feet Run~oiï Month . _ . Sec0ud­Íeet Depth in Maximum Minimum Mean per nsifîiâare inches 1909 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 780 115 252 0.874 0.975 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 844 141 301 1 .038 1 . 189 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3055 240 859 ­ 2.962 3.415 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5665 397 721 2 . 486 2 . 589 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7105 397 2215 7.638 8 .806 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1405 240 445 1 . 534 1 . 711 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2302 210 540 1 . 862 2 . 146 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1155 142 354 1 . 221 1 .362 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 196 89 134 0. 462 0 .533 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 182 76 93 0. 321 0.370 september . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1190 76 286 0.986 1 .100 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1120 155 436 1 . 503 1 .732 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3600 564 1350 4. 655 5. 193 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2920 506 764 2 . 634 3 . 037 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7105 76 683 2.355 31.994 О 200 BROKENSTRAW CREEK AT YOUNGSVILLE. Estimated Monthly Discharge of Brokenstraw Creek at Yonngsfz/ille, Pa.-(Continued.) Discharge in second­feet Ruîboff Month SeCOl1d­Íeet Depth in Maximum _Minimum Mean Per Square inches ­ mile 1911 ~‘ January . . . . . . . . . . . . . . . . . . . . . . . 4970 468 1995 6.810 7.851 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3010 270 932 3.214 ` 3.375 l\L‘.11’Ch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .A . . . . . . . . .A 2385 300 910 3.138 3.618 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2785 380 1010 3.503 3.908 111185’ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1330 141 347 1 . 197 1.380 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 255 52 141 0. 486 0 . 542 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 76 30 53 0.183 0.211 August . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . 3985 30 227 0.783 0.903 CONEWANGO CREEK AT FREWSBURG, N. Y. This station, situated at Whitman’s Bridge, one mile above Frewsburg, Chautauqua County, N. Y., was established by K. C. Grant, for the Water Supply Commission of Pennsylvania and the Flood Commission of Pittsburgh, October 25, 1909. А standard chain gage, measuring 22.81 feet from marker to bottom of weight, is fastened to the railroad ties, near left abutment of the railroad bridge. The elevation of the outer downstream corner of coping stone of left abutment of railroad bridge is 20.02 feet above the zero of the gage. The distance from the top of downstream track stringer directly under the pulley to the water surface when the gage reads zero, is 21.69 feet. Measurements are taken from the downstream side of the highway bridge, at or- ‘dinary stages, and from the nearby railroad bridge at high stages. The channel is straight for 75 feet above the station, and then bends to the left. The channel below the station is straight for a distance of 600 feet. The bed of the creek is composed of clay and gravel and may be somewhat shifting. The right bank consists of low, wide meadows, overflowing at high stages. The railroad embankment prevents overflow on the left bank. The greatest range of gage heights is about 15 feet The gage is read daily by Harold Hobart. The drainage area above the station is 550 square miles. All estimates of discharge at this station are 'based on а‘ provisional discharge curve and should be used with caution. Discharge Measurements of Conefwango Creek at Frewsbnrg, N. У. Date Hydrographer Width êëîîigrfi V3166i11:y Ilïreàiäht cliizirsge 1910 Feet sq. jt. Fîelêßf Feet see.­ft. Mar. 7 H. О. Wheelock . . . . . . . 2993 3.18 14.21 9517 Mar . 9 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2850 3 . 17 13 . 76 9046 Mar. 1 1 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2458 2 . 54 12 . 26 6236 Mar. 14 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1403 1 .99 8.76 3415 Mar. 19 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1403 1 .73 6 . 66 2426 July 11 do . . . . . . . . . . . .t . . . . . . . . . . . . . . . .. 649 0.32 1 .09 208 Nov. 1 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 142 1223 0.96 5.36 1174 Nov. 26 F . E . Langenheim . . . . . . . . . . . . . . . . . . . . . . . 158 . 1658 1 .59 8 .43 2630 ‘ 1911 ' › June 18 Н. Р. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 698 0.43 1 .31 _ 302 Note. Daily gage heights and discharges of Conewango Creek for 1909 will be found on page 203. IOZ Daily Gage Heights and Discharges of Conewango Creek at Frewsburg, N, Y., for I9Io. January February March April May June July August September October November December 1„ _‚___‚ д Gag Dis- Gag Dis- Gage' Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis-, Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge charge Ht. charge Feet See.- Feet See.- Feet See.- Feet Seo.- Feet Seo.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Seo.- Feet Sec.- ft. ft. ft. ft- _ ft- ft. ft. ft. . ft. ft. ft. 1 2.30 442 a6.11 1417 с13.22 7834 4-53 92 3--48 674 3-23 619 1.56 319 1.04 235 1.27 272 1.23 267 1190 7 .011 1805 2 2,33 447 35,71 1271 613,96 9217 4.20 838 6.00 1375 3.48 674 1.46 303 0.98 226 1.32 280 1.23 267 1402 7.80 2213 3 3,33 641 55,38 1162 14,5810426 3.98 785 9.12 3045 4.88 1016 1.50 309 1.02 231 1.52 312 1.25 269- 1278 7.06 1829 4 3,86 758 55,06 1067 (114,5810426 3.83 751 9.15 3066 4.97 1040 1.43 298 1.05 237 1.68 338 1.23 267 11917 6.16 1436 5 3,45 667 35,09 1075 14,14 9568 3.88 762 7 .85 22.42 4.08 809 1.28 274 1.02 231 1.78 354 e1.66 335 1107 5.13 1087’ 6 3,28 629 54,74 978 13,86 8983 3.86 758 5.20 1107 3.50 678 1.06 239 0.99 228 5.42 1174 e2.09 405 619 4.97 1042 7 3,28 629 54,36 878 14,28 9841 3.77 737 4.55 927 4.08 809 1.18 258 0.96 223 5.98 1368 2.53 483 585 4.69 964 8 33,00 571 54,36 878 1-4,1-8 9646 3.67 715 4.15 826 4.10 814 1.14 251 0.94 220 4.26 853 3.05 581 591 4.61 947 9 53.00 571 34,37 880 13,66 8639 3.48 674 3.75 733 3.76 735 1.28 274 0.98 226 2.90' 553 2.18 421 7921 4.51 917 10 212,80 534 84,25 850 13,16 7726 3.36 647 3.55 689 3.03 577 1.23 267 1.08 242 2.38 456 2.03 395 1781 4.51 917 11 2-87 547 214.01 792 12.28 6223 3.17 606 3.40 656 4.03 797 1.30 277 1.48 306 1.86 367 1-68 338 3220 4.61 947 12 2.80 534 53,96 781 11,18 4899 2.99 569 3.30 634 4.70 967 1.40 293 1.76 351 1.63 330 1-53 314 4111 214.49 911 13 2,78 530 53,91 769 9,86 3623 2.90 553 3.10 591 4.50 914 1.53 314 1.27 272 1.46 303 1.39 291 4018 8.4.40 888 14 2.74 524 53,76 735 8,80 2830 2.74 523 2.85 543 3.18 608 1.60 325 1.26 271 1.40 293 1.40 293 3416 64.32 857 15 812.65 505 53.76 735 7,69 2151 2.62 500 2.65 505 2.76 526 1.46 303 1.18 258 1.32 280 1.33 282 2706 24.36 878 16 a2.52 482 3.96 781 7.20 1897 2.68 511 2.45 469 2.33 447 1.38 290 1.06 239 1.23 267 1.25 269 1902' a4.11 816 17 82.42 464 5,67 1257 7,14 1868 2.64 504 2.38 45-6 2.00 390 1.37 288 1.05 237 1.12 248 1.21 263 ‘: 1689 а4.0‘1 792 18 2.80 534 5,96 1360 6,76 1689 2.54 486 2.32 446 1.90 373 1.22 264 0.98 226 1.04 235 1.14 251 1417 313.91- 769 19 10,00 3742 56,06 1398 6,66 1645 2.54 486 2.38 456 1,78 354 1.24 268 1.04 235 1.01 231 1.19‘ 259 1622 4.11 816 20 10,62 4313 55,96 1360 8,96 2936 2,80 55-34 2,20 424 1,53 314 1.22 264 1.05 237 1.32 280 1.23 267 1064 4.21 840 21 10.65 4344 a5.81 1306 9.58 3392 3.25 623 2.50 478 1.38- 290 1-22 264 1-06 239 1.34 283 1-13 250 1039 3.9`7 783 22 10.72 4413 116.01 1379 10.25 3964 3.86 758 2.10 407 1.40 293 1-24 268 1.06 239 1.34 283 1-31 279' 962 3.92 772 23 10,28 3991 116,24 1468 10,39 4093 3,54 687 2,35 451 1,34 283 1.20 261 1.04 235 1.30 277 1.68 338 932 4.00; 790 24 59.42 3265 55.58 1226 9.62 3424 3.36 647 2.80 534 1.36 2-87 1-19 259 0-90 214 1.26 271 1--53 314 ’ 1236 3.93 774 25 58.65 2732 55.36 1156 8.69 2759 5.20 1107 2.56 489 1.18 258 1-20 261 0.90 214 1.46 303 2-21, 426 2487 3.96 781 26 37.91 2277 5.10 1078 8.24 2474 6.75 1684 2.65 505 1.53 314 1-20 261 0-86 208 1.46 303 3-16 605 2511 4.00 790 27 7.82 2224 5.01 1053 7.24 1917 6.06 1398 2.65 505 1.56 319 1-14 251 1.86 287 1.39 291 2-98 567 2567 3.41 658 28 58.10 2390 010.98 4679 6.26 1476 4.96 1037 2.65 505 1.56 319 1.05‘ 237 0-92 217 1.36 287 4-01 792 2517 3-61 702 29 57.85 2242 5.74 1281 3.78 740 2.5~2 482 1.59 324 1.08 242 0-96 223 1-34 283 5-18 1101 2694 5-72 127.4 30 a7.30 1947 6.25 1472 3.47 672 2.56 489 1.58 322. 1-04 235 0-90 223 1-26 271 5~09 1075 2791 9-83 3598 31 56.80 1707 4.92 1028 3.12 595 0-99 228 0-94 220 5-15 1093 9.57 3384 a. Measured to top of ice. c. Gorge above and below bridge. e. Interpolated. b. Max. 3:30 Р. М.‚ 11.69:5514 sec.-ft. d. Max. 7:30 A. M., 14.71:10675 sec.-ft. f. Max. 11.66_­_­5476 sec.­ft. ZOE’ Daily Gage Heights and Disclzargcs of C onewaiigo Creek at Frczosburg, N . У ., for 1911. January February March April May J une July 1 August September Ё. _____ _ ,__ , __„ ‚_ I W Q Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Seo.- Feet Sec.- Feet Sec.- Feet Seo.- Feet Seo.- Feet Seo.- Feet Seo.- Feet See.- Feet Sec.- ft. ft. ft. ft. fi. ft. ft. ' ft. f й l 9.44 3281 10.72 3759 4.57 932 5.07 1070 6.87 1739 1.55 317 1.24 266 0.84 206 8.37 2554 2 9.70 3490 8.47 2617 4.32 868 4.66 956 6.62 1627 1.50 309 1.20 261 0.94 220 4.35 875 3 9.72 3507 6.57 1605 4.07 807 4.32 867 5.57 1223 1.45 301 1.30 277 1.15 253 2.50 478 4 16.45 11523 5.77 1291 3.85 755 4.77 986 5.27 1128 1.44 299 1.41 295 1.58 322 1.95 381 5 11-96 5874 5-26 1125 3.65 711 6.17 1440 а 1000 1.40 293 1.28 274 1.40 293 3.82 749 6 12 .35 . 6324 5. 02 1056 3 . 55 689 9 . 62 3424 а 920 1. 49 307 1. 25 ‘269 1. 50 309 4 . 10 814 7 10.64 4334 4.07 807 3.37 649 9.60 3408 a 840 1.45 301 1.25 269 1.55 317 3.90 767 8 8.95 2930 5.97 1364 3.47 671 9.77 3548 a 790 1.50 309 1.20 261 1.51 311 4.90 1022 9 8.91 2903 4.30 863 3.47 671 7.27 1932 а 740 1.45 301 1.20 261 1.45I 301 4.49 911 10 8.92 2909 4.32 868 6.07 1403 6.82 1716 a 690 1.50 309 1.18 258 1.27 272 3.62 704 11 9.07 3011 4.27 856 6.42 1541 5.82 1309 a 650 1.35 285 1.09 243 1.10 245 3.17 606 12 11.26 4991 3.77 737 6.42 1541 4.82 1000 а 610 1.50 309 1.00 229 1.16 255 3.14 598 13 11.42 5179 3.67 715 7.68 2146 4.62 945 a 570 1.41 295 0.99 228 1.11 247 3.12 593 14 ' 12.18 6096 5.37 1153 7.27 1932 4.42 893 а 530 1.45 301 1.00 229 1.09 243 4.27 855 15 12.77 7057 6.32 1500 5.87 1357 4.40 888 а 500 1.45 301 0.89 213 1.50 309 3.30 634 16 12.47 6500 7.58 2093 4.97 1042 4.32 868 a 470 1.40 293 0.89 213 1.87 368 3.28 630 17 11.87 ­5752 8.87 2876 4.58 935 4.17 831 а 440 1.50 309 0.86 208 1.88 370 2.87 547 18 9.57 3384 11.42 5179 4.47 906 3.87 767 2.12 410 1.39 291 0.87 209 1.55 317 2.43 467 19 7.47 2034 7.47 2034 4.27 855 3.62 704 2.04 397 1.37 288 0.86 208 1.44 299 2.09 405 20 7.07 1834 7.07 1834 4.32 867 4.60 940 1.99 388 1.35 285 0x87 209 1.37 288 2.05 398 21 7.12 1858 7.12 1858 5.02 1056 4.57 932 1.94 380 1.33 282 1.00 229 1.28 274 1.95 381 22 7.08 .1839 7.08 1838 6.22 1460 4.38 883 1.69 339 1.40 293 1.29 275 1.25 269 1.70 341 23 6.17 1440 6.17 1440 6.07 1402 4.27 855 1.69 339 1.30 277 1.28 274 1.20 261 1.57 320 24 5.57 1223 5.57 1223 5.52 1207 3.67 715 1.64 331 1.20 261 1.10 245 1.23 265 1.45 301 25 4.57 932 4.57 946 4.68 962 3.42 660 1.61 327 1.29 275 0.96 223 1.28 274 1.48 306 26 7.57 2087 5.97 1364 4.37 880 3.22 616 1.59 323 1.30 277 0.89 213 1.55 317 3.35 645 27 10.57 4365 5.97 1364 5.17 1098 3.07 585 1.49 307 1.45 301 0.79 199 1.45 _ 301 3.48 674 28 10.97 4670 5.92 1345 8.47 2617 2.72 519 1.45 301 1.85 365 0.74 192 4.63 948 3.70 722 29 12.78 7073 .... .... 7.32 1957 2.87 547 1.41 295 1.51 311 0.79 199 9.75 . 3531 3.72 726 30 12.67 6900 6.52 1584 3.07 585 1.11 247 1.38 290 0.77 196 9.60 3408 3.90 767 31 11.72 5553 5.52 1207 .... ... 1.0 229 .... ... 0.78 197 8.60 2700 .n.. ... a. Estimated from Kinzua and Brokenstraw Creeks, and Allegheny River at Red House, N. Y. Gage out; bridge being repaired. Ó sTREAM­FLoW. 203 Daíìy Gage Heights and Discharges of Conewango Creek at Frewsburg, N. Y., for 1909. November December November December Day G D' C. D Day a ­ ‘a ’ ­ ' - ~ ' - chalîge Её: chalîge Glîâ clîlllîsge Gêfgtî c1]1)a11§ge Feei,L See.- Feet Sec.- Feet See.- Feet See.- ft. ft. ft. ft. 1 . . . . . . . . . . . . . . . . 1.29 275 1 .89 372 17 . . . . . . . . . . . . . . .. 1 .59 324 3.27 627 2 . . . . . . . . . . . . . . . . 1.21 263 1 .81 358 18 . . . . . . . . . . . . . . .. 1 .91 375 a2.87 547 3 . . . . . . . . . . . . . . . . 1.53 314 1 .77 352 19 . . . . . . . . . . . . . . . . 2.07 402 a2.45 469 4 . . . . . . . . . . . . . . . . 1.36 287 1 .77 352 20 . . . . . . . . . . . . . . .. 2.11 409 a2.07 402 5 . . . . . . . . . . . . . . . . 1.37 288 1 .76 351 21 . . . . . . . . . . . . . . . . 2.32 446 a2.42 464 6 . . . . . . . . . . . . . . . . 1 .38 290 1 .62 323 22 . . . . . . . . . . . . . . . . 2.91 555 a2.47 473 7 . . . . . . . . . . . . . . . . 1 .43 298 1 .77 352 23 . . . . . . . . . . . . . . . . 3.99 788 a2.47 473 8 . . . . . . . . . . . . . . . . 1.37 288 1 .77 352 24 . . . . . . . . . . . . . . .. 3.81 746 a2.48 474 9 . . . . . . . . . . . . . . . . 1.57 320 al .47 304 25 ‚ ‚ ‚ _ _ ‚ ‚ ‚ ‚ ‚ ‚ ‚ ‚ ‚ ‚ ‚ 2,96 564 32,37 455 10 .............. . . 1.68 338 61.52 312 26 .............. . . 2 ‚32 446 a2. 17 419 11 .............. . . 1.54 315 61.57 320 27 .............. .. 2.11 409 42.12 410 12 .............. . . 1.53 314 61.47 304 28 .............. . . 2.09 405 42.31 444 13 .............. . . 1.49 308 1-52 312 29 .............. .. 1 .91 375 92.41 462 14 . . . . . . . . . . . . . . . . 1 .51 310 1 .57 320 30 ‚ „ _ ‚ ‚ „ _ ‚ _ ‚ _ _ ‚ ‚ ‚ ‚ 1 ‚93 378 32,25 433 15 .............. .. 1.49 308 113-79 532 31 .............. .. . . .. .... 92.24 429 16 . . . . . . . . . . . . . . . . 1.49 308 4.00 790 a. Creek frozen. b Interpolatedî м“ “п” 3 M Note--A11 estimates of discharge at this station are based on a provisional discharge curve and should be used With caution. _ Estimated M ohthly Discharge of Conewango Creek at Frewsburg, N. У. [Drainage area, 550 square miles.] Discharge in second-feet Run­off ‹ . n - . Мощь Maximum Minimum Mean Spìîîâgîëâîêt jïâältlîêsln 1909 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 . . . . . . . 788 263 381 0.693 0 .773 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 790 304 419 0 . 762 0 . 878 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4413 442 1599 2.907 3 .341 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5514 735 1206 2.193 2.283 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10675 1028 4818 8 .7 60 10.099 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1684 486 740 1 .346 1.502 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3066 407 816 1 .300 1 .499 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1040 283 549 0 .998 1 . 113 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 325 228 272 0.495 0.571 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 351 208 240 0.436 0.503 September , . . . . . . . . . . . . . .I . . . . . . . . . . . . . . . . . . . . . 1368 231 388 0.705 0.787 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1101 250 431 0.784 0.904 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5476 585 1848 3.360 3.749 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3598 658 1161 2.111 2.318 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10675 208 1172 25.395 28.669 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11523 932 4221 7.675 8.848 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5179 715 1633 2.969 3.092 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2617 649 1245 2.264 2.610 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3548 519 1179 2.144 2.392 May . . . . . . . . . . . . . . . . . . . . ­. . . . . . . . . . . . . . . . . . . . . . 1739 229 616 1 . 120 1 .291 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 365 261 298 0 . 542 0. 605 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 295 192 229 0.417 0.481 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3531 206 590 1.073 1 .237 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2554 301 672 1 .223 1 .364 204 STREAM-FLOW. KINZUA CREEK AT DEWDROP, PA. This station, situated on the steel highway bridge at Dewdrop, Warren County, Pa., 3 miles from the mouth of Kinzua Creek, was established October 23, 1909, by K. C. Grant, for the Water Supply Commission of Pennsylvania and the Flood Com- mission of Pittsburgh. А standard Chain gage, measuring 12.99 feet from marker to bottom of weight, is fastened to the downstream side of the bridge, near the left bank. The elevation of the northeast Corner of the right abutment is 1,253.70. The elevation of the zero of gage is 1,243.13. Measurements are taken from the downstream side of the bridge. The initial point for soundings is at the top edge of left bridge seat. The Channel is straight for a distance of 300 feet above and 600 feet below the station. The bed of the Creek is Composed of rock and gravel and is permanent. There is a good velocity at ordinary stages, but­an eddy oCCurs at the right bank at normal stages. Both banks overiiow at extremely high water. The greatest range of gage heights is about 11 feet. The gage is read daily by Gerald Weiden. The drainage area above the station is 162 square miles. Discharge Measurements of Kinzua Creek at Dewdrop, Pa. Date Hydrographer Width Éëgiiâri vîigîity Hîiëât 5133.-;-5 1909 . Feet sq. ft. Fgègef” Feet See.­ft. Oct. 23 K. C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 92 134 0.76 0.86 102 1910 Mar. 2 Н. О. Wheelock . . . . . . . . . . . . . . . . . . . . . . . . . 99 773 3.35 7.30 2584 Mar. 4 do . . . . . . . . . . . . . . . . . . . . . . . . . 99 492 3.58 4.46 1762 Mar. 8 do . . . . . . . . . . . . . . . . . . . . . . . . . 99 504 3.62 4.56 1814 Mar. 12 do . . . . . . . . . . . . . . . . . . . . . . . . . 99 318 2.33 2.84 742 Маг. 28 do . . . . . . . . . . . . . . . . . . . . . . . . . . 99 329 2.51 3 .00 826 June 16 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99 162 1 .04 1 .24 164 Aug. 17 do . . . . . . . . . . . . . . . . . . . . . . . . . 99 73 0.36 0.30 26 July 11a G. E. Ryder . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .. 1.70 0.55 50 Nov. 2 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99 143 0.94 0.98 131 Nov. 27 F. E. Langenheim . . . . . . . . . . . . . . . . . . . . . . . 99 199 1 .38 1.58 27 5 1911 June 17 H. P. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 96 101 0.70 0.67 71 a . Wading measurement. STREAM-FLOW. 205 PLATE 106 Rating Table for Kinzua Creek at Dewdrop, Ра. Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Height charge Height charge Height charge Height charge Height charge Feet Seo.­ft. Feet Seo.­ft. Feet Sec.-ft. Feet Sec.­ft. Feet Ввод”. 0.20 20 1.80 344 3.40 1040 5.00 2150 6.60 3524 .30 26 .90 376 .50 1100 .10 2228 .70 3612 .40 34 2.00 410 .60 1160 .20 2308 .80 ` 3700 .50 45 .10 444 .70 1220 .30 2390 .90 3790 .60 58 .20 481 .80 1280 .40 2475 7.00 3880 .70 74 .30 519 .90 1342 .50 2560 .10 3970 .80 92 .40 558 4.00 1408 .60 2645 .20 4060 .90 111 .50 598 .10' 1474 .70 2732 .30 4150 1.00 132 .60 640 .20 1544 .80 2820 .40 4240 .10 154 .70 684 .30 1616 .90 2908 .50 4330 .20 177 .80 730 .40 1688 6.00 2996 .60 4420 .30 202 .90 776 .50 1762 .10 3084 .70 4510 .40 228 3.00 824 .60 1838 .20 3172 .80 4600 .50 254 .10 874 .70 1916 .30 3260 .90 4690 .60 283 .20 927 .80 ‘ 1994 .40 3348 8.00 4780 .70 312 .30 982 .90 2072 .50 3436 .... .... Note. Daily gage heights and discharges of Kìnzua Creek for 1909 will be found on page 208. 902. Daily Gage Heights and Discharges of Kineila Creek at Dewdrop, Ра., for 1910. January February March April Мау June July August September October November December и щ _A __ A Q Gage Dis­ Gage Dis­ Gage Dis- Gage Dis- Gage Dis- Gage Dis­ Gage Dis­ Gage Dis­ Gage Dis­ Gage Dis­ Gage Dis­ Gag Dis­ Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Foot Sec.- Fmt Sec.- Feet Sec.- Feat .See.~ F cet Sec.- Feet Sec.- Feet Бес: Feet See.- Feet Sec.- Feet Sec.- Feet Senf/ fŕ­ ft» ft. fi- ft- fl. t. ft. ft. ft. ft. ft. 1 1.14 163 1.85 360 118.60 3230 2.03 420 2.34 535 1.76 331 0.60[ 58 0.45 39 0.25 23 0.28 25 0.81 94 1.75 328 2 1.20 177 1 .61 286 217.59 2650 1.87 366 3.15 900 1.85 360 0.59 57 0.39 33 0.26 24 0.27 24 0.91. 113 1.68 307 3 1.36 218 2.39 554 £16.20 1900 1.74 325 3.13 890 2.57 627 0.55 52 0.39 33 0.43 37 0.24 22 1.01 134 1.50 254 4 1.37 220 2.49 594 4.60 1838 1.73 322 3.23 944 2.17 420 0.55 1 52 0.43 37 0.76 84 0.22 21 0.88 107 1.42 233 5 1.41 231 2.65 662 4.40 1688 1.90 376 2.83 744 2.05 427 0.51 46 0.35 30 0.72 78 0.25 23 0.78 88 1.34 212 6 1. 55 268 2.95 800 4.67 1893 1.73 322 2.60 640 1.97 400 0.46 41 0 ‚37 32 0 .86 103 0 .39 33 0. 74 81 1.28 197 7 1.57 274 2.90 776 6.17 3146 1.65 298 2.40 558 1.87 366 0.75 83 0.35 30 0.76 84 0.89 109 0.66 67 1.22 182 8 1 . 65 298 2.85 753 5 . 17 2284 1.55 268 2.23 492 1. 77 334 0.75 83 О. 31 27 0.58 55 0 .56 52 0 . 70 74 1.28 197 9 1.63 292 2.83 744 3.85 1311 1.49 251 2.07 434 1.63 292 0.50 | 45 0.29 25 0.50 45 0.46 40 0.78 88 1.25 190 10 1.56 271 2.61 644 3.35 1011 1.43 236 1.93 386 1.55 268 0.44 40 0.74 81 0.40 34 0.41 35 1.16 168 1.15 165 11 1.55 268 2.45 578 3.07 859 1.35 215 1.80 344 1.56 271 0.50 45 0.79 90 0.33 28 0.37 32 1.70 312 1.25 190 12 1.55 268 2.35 538 2.93 790 1.35 215 1.69 309 1.51 257 0.88 107 0.53 49 0.28 25 0.35 30 1.63 292 1.25 190 13 1.55 268 2.35 538 2 .83 744 1.25 190 1. 59 280 1.40 228 1.52 260 0 .39 33 0 .32 27 0.31 27 1.35 215 1 .25 190 14 1.55 268 2.35 538 2.60 640 1.22 182 1.52 260 1.26 192 0.90 111 0.35 30 0.33 28 0.28 25 1.29 200 1.45 241 15 1.55 268 2.36 542 2.37 546 1.17 170 1.41 231 1.19 175 0.65 66 0.31 27 0.32 27 0.32 28 1.30 202 1.68 307 16 1.55 268 2.39 554 2.35 538 1.43 236 1.33 210 1.17 170 0,58 55 0.31 27 0.28 25 0,31 27 1,23 185 2.00 410 17 1.55 268 2.47 586 2.27 507 1.31 205 1.27 194 1.17 170 0.62 61 0.33 28 0.27 24 0.30 26 1.19 175 1.92 383 18 2.57 627 2.45 578 2.13 455 1.75 ' 328 1.33 210 1.30 202 0.53 49 0.31 27 0.26 23 0.26 23 1.19 175 1.65 297 19 4.85 2033 2.47 586 2.37 546 1.85 360 1.25 190 1.13 161 0.49 44 0.39 33 0.28 25 0.26 23 1.17 170 1.65 297 20 4.50 1762 2 . 59 636 3 .25 954 2.15 462 1 .23 185 1.05 143 0 .44 40 0.37 32 0 .28 25 0.26 23 1.13 161 1. 62 289 21 4.35 1652 2.65 662 3.73 1238 2.37 546 1 .27 194 0.93 117 0.40 34 0.29 25 0.28 25 0.26 23 1 . 15 165 1.62 289 22 4.85 2033 2.96 805 3.69 1214 2.31 523 1.17 170 0.87 105 0.40 34 0.24 22 0.24 22 0.72 78 1.19 175 1.58 277 23 4.10 1474 2.96 805 3.70 1220 2.19 477 2.63 653 0.84 100 0.40 -34 0.24 22 0.20 20 0.78 88 1.15 165 1.52 260 24 3.75 1250 _ 2.80 730 3.90 1342 2.57 627 1.95 393 0.79 90 0.38 32 0.24 22 0.38 32 0.61 60 1.50 254 1 .45 241 25 3 . 10 874 2 .71 689 4.30 1616 З .65 1190 2.23 492 0 . 75 83 1. 11 156 0 .24 22 0 .78 88 0.78 88 1.90 376 1.45 241 26 2.70 684 2.59 636 3.83 1299 3.37 1022 2.00 410 0 . 70 74 0.75 83 0.58 55 0.66 67 0.94 119 1.80 344 1.50 254 27 2.80 730 3.33 999 3.25 954 3 .03 839 1.87 366 0.69 72 0.55 83 0.47 42 0 .54 50 0.90 111 1.60 283 1.50 254 28 2.65 662 1:17.95 2840 2.95 800 2.73 698 1.70 312 0.67 69 1.05 143 0.31 27 0.45 40 1.15 165 1.62 289 1.60 283 29 2.40 558 . . . . . . . . 2.65 662 2.53 611 1.60 283 0.65 66 0.64 63 0.29 25 0.38 32 1 .04 141 2.10 444 2.96 396 30 2.30 519 2 .40 558 2 .45 578 1 .73 322 0 . 63 63 0 .60 58 0 .25 23 0 .34 29 0 .88 107 1.92 383 4. 14 1502 31 2.37 546 2.20 481 1.70 312 .. 0‚52 48 0.23 22 .. 0.86 103 3.15 900 a. 1100729, M.\{<._10.0, 5:00' Р. ‚М: 1\Ia1~.7i',”Í1.1x. 0.3, 3:00 АЁГ einge formed и 11111@ below si-ntioli dui-mg night of Feb. 21; broigé 31.001 noon, Mar. 3. Dîscllarge reduced about 40 per cent. ¿oz Daily Gage Heights and Discharges of [Ницца Creek at Dcwalrop, Pa., for 1911. January February March April M „ _„„ Q Gage Dis- Gag Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge H t. charge Ht. charge Feet See.- Feet Seo.- Feet Seo.- Feet Seo.- _ ft. . fi» ft. 1 3.46 1076 2.86 758 1.41 23 2.16 466 2 3.06 854 2.56 623 1.56 271 2.06 430 3 4.88 2056 2.26 501 1.56 271 1.86 363 4 3.66 1196 2.46 582 1.36 217 1.96 396 5 2.96 795 2.10 444 1.06 145 2.56 623 6 2.86 758 1.86 363 1.36 217 3.36 1017 7 2.66 666 1.96 396 1.26 192 3.16 906 8 2.16 466 1.96 396 1.16 167 3.66 1196 9 2.21 485 1.71 315 1.06 145 3.16 906 10 1.86 363 1.56 271 1.66 300 2.96 805 11 1.96 396 1.36 217 1.66 300 2.76 711 12 3.76 1256 1.26 192 1.76 331 2.48 590 13 3.46 1076 1.36 217 2.16 466 2.46 5582 14 4.26 1587 1.31 205 2.18 474 2.56 623 15 5.41 2483 2.41 562 2.08 436 3.21 933 16 4.26 1587 1.26 192 2.06 430 2.76 711 17 3.46 1076 1.86 363 1.76 331 2.61 644 18 2.86 758 4.11 1481 1.96 396 2.36 542 19 2.66 666 2.96 795 1.69 309 2.16 466 20 2.36 542 2.66 666 1.76 331 3.36 1017 21 2.20 481 2.26 501 1.86 363 2.86 758 22 2.16 466 2.11 448 1.83 353 2.76 711 23 1.79 341 1.96 396 2.81 735 2.86 758 24 1.56 271 2.08 436 2.16 466 2.56 623 25 1.56 271 1.96 396 2.26 501 2.36 542 26 1.66 300 1.31 205 2.16 466 2.26 501 27 1.76 331 1.91 379 3.56 1136 2.06 430 28 6.41 3357 1.76 331 3.86 1317 1.96 396 29 4.36 1659 . . . . 3.26 960 1.86 363 30 4.16 1516 .... 2.86 758 1.86 363 31 3.26 960 2.56 623 .... ... May June July August September Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge П t. charge Ht. charge Ht. charge Ht. charge Feet Seo.- Feet Soc.- Feet Seo.- Feet Feet »S}¢>Èo.- 1.96 396 0.91 113 1.08 150 0.16 16 1.02 137 2-31 ~ 523 0.76 85 0.40 34 0.19 19 0.86 103 1.96 396 0.66 68 0.39 33 0.61 60 0.73 79 1-80 363 0.66 68 0.32 28 1.36 218 0.65 64 1.66 300 1.06 145 0.32 28 0.73 79 0.71 76 1-66 300 0.96 123 0.32 28 0.40 34 3.02 834 1-56 271 0.86 103 0.38 32 0.44 38 2.15 462 1.46 243 0.86 103 0.34 29 0.48 43 1.82 350 1.46 243 0.86 103 0.27 24 0.38 32 2.36 542 1.41 231 0.76 85 0.30 26 0.30 26 2.19 477 1.46 243 0.71 76 0.44 38 0x23 22 1.90 376 1.36 217 1.56 271 0.30 26 0.19 19 1.57 274 1.26 192 1.86 363 0.20 20 0.18 18 1.38 223 1.16 167 1.66 300 0417 17 0.17 17 1.27 170 1.16 167 1.26 192 0.19 19 0.73 79 3.77 1262 1.11 156 1.06 145 0.17 17 0.73 79 2.88 767 1.21 180 0.96 123 0.48 43 0.46 41 ­2.32 527 1.11 156 1.01 134 0.44 38 0.38 32 1.96 396 1.06 145 0.96 123 0.32 28 0.32 28 1.77 335 1.01 134 0.91 113 0.44 38 0.25 23 1.67 300 0.96 123 0.91 113 0.44 38 0.21 21 1.60 283 0.86 103 0.86 103 0.27 24 0.17 17 1.47 246 0.86 103 1.01 134 0.21 21 0.15 15 1.32 207 0.91 113 0.96 123 0.30 26 0.21 21 1.25 190 0.91 113 1.13 161 0.25 23 0.78 88 1.22 182 0.81 94 1.86 363 0.25 23 0.79 90 1.25 190 0.71 76 1.68 298 0.23 22 0.55 51 1.25 190 0.66 68 1.36 217 0.21 21 1.88 370 1.22 182 0.66 68 1.14 163 0.19 19 2.65 666 3.75 1250 0.61 60 1.06 145 0.15 15 1.55 268 2.88 767 ' 0.55 53 ... ... 0.12 13 1.19 175 .... .... 203 KINZUA CREEK AT DEWDROP. Daily Gage Heights and Discharges of Kinzua Creek at Dewdrop, Pa., for 1909. November December November December Day Day Gage Dis- Gage Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Height charge Feet Sec.- Feet Sec.- Feet Seo.- Feet See.- ft. ft. ft. ft. 1 . . . . . . . . . . . . . . .. 0.47 42 0.72 78 0.68 71 1.03 139 2 . . . . . . . . . . . . . . . . 0.47 42 0.79 90 18 . . . . . . . . . . . . . . . . 0.74 81 0.98 128 3 . . . . . . . . . . . . . . . . 0.48 43 0.73 79 19 . . . . . . . . . . . . . . . . 0.73 79 1.03 139 4 . . . . . . . . . . . . . . . . 0.49 44 0.66 68 20 . . . . . . . . . . . . . . . . 0.72 78 0.98 128 5 . . . . . . . . . . . . . . . . 0.48 43 0.64 65 21 . . . . . . . . . . . . . . . . 1.00 132 1.13 161 6 . . . . . . . . . . . . . . . . 0.46 41 0.64 65 22 . . . . . . . . . . . . . . . . 1.85 360 1.18 172 7 . . . . . . . . . . . . . . . . 0.44 38 0.62 61 23 . . . . . . . . . . . . . . . . 1.75 328 1.18 172 8 . . . . . . . . . . . . . . . . 0.54 50 0.76 85 24 . . . . . . . . . . . . . . .. 1.35 215 1.14 163 9 . . . . . . . . . . . . . . . . 0.95 122 0.87 105 25 . . . . . . . . . . . . . . . . 1.18 172 1.19 175 '10 . . . . . . . . . . . . . . . . 0.78 88 0.98 128 26 . . . . . . . . . . . . . . . . 1.05 143 1 .26 192 11 . . . . . . . . . . . . . . . . 0.70 74 0.94 119 27 . . . . . . . . . . . . . . . . 0.98 128 1.30 202 12 . . . . .. . . . . . . . . . . 0.62 61 0.84 100 28 . . . . . . . . . . . . . . . . 0.88 107 1 .26 192 13 . . . . . . . . . . . . . . . . 0. 58 55 0.85 102 29 . . . . . . . . . . . . . . . . 0.86 103 1 .24 187 14 . . . . . . . . . . . . . . . . 0. 55 52 2.08 437 30 . . . . . . . . . . . . . . . . 0.80 92 1 .22 182 15 . . . . . . . . . . . . . . .. 0.54 50 1.33 211 31 . . . . . . . . . . . . . . .. 1.20 177 16 . . . . . . . . . . . . . . . . 0 54 50 1 .13 161 Estimated M ohthly Discharge of Kiiizua Creek at Dewdrop, Pa. [Drainage area, 162 square miles.] Discharge in second-feet Run-oñ’ Month Maximum Minimum Mean iii;-Íîcâîlêâîgt lïââälêsln 1909 November................... . . . . . . . 360 38 99 0,579 0,842 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 437 61 144 6 , 636 6 _ 970 1910 January....................................... 2033 163 635 3.713 4.280 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2840 286 721 4.216 4.390 Ma1'ch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3230 455 1255 7 .339 8 .461 April. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Í 1190 170 429 2.509 2.799 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 944 170 414 2,421 2 ,791 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‘ 627 63 223 1,304 1 ,455 July. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 260 32 69 0.403 0.465 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90 22 34 О. 199 0 . 229 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103 20 41 0 ,239 0 ‚ 267 October. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 165 21 56 0,327 6,377 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ё 444 67 199 1 . 164 1 ,298 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1502 165 321 1 ‚677 2,164 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3230 .20 366 2.143 28.976 1 1911 i January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2483 271 971 5.680 6 .548 February .................................. . .' 1481 192 451 2.638 2.747 March. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1317 145 440 2.573 2.966 April. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1196 363 646 3.777 4.214 May . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . 523 53 193 1,129 1.362 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 363 68 ` 155 0,964 1,075 July..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 150 13 30 0,175 0,195 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 666 15 87 0 . 509 0 .587 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .È 1262 64 381 2.228 1 2.486 sTiii:AM­FLow. 209~ MONONGAHELA BASIN. MONONGAHELA RIVER AT LOCK NO. 4, PA. This station, situated at the Government Dam at Lock No. 4, 41 miles above the mouth, and at the bridge at Belle Vernon, Washington Co., Pa., was established in March, 1905, for the study of flood discharge only. There are two rod gages, one above and »one below the lock. The elevation of the zero of ‘the upper gage is 726.112, while that of the lower is 717.816. The elevation of crest of dam is 734.94. The discharge ait high water is determined by computations of’ the How over the crest of the dam, and at low water by current meter measurements from the bridge. The channel is straight for a distance of 800 feet above and bel-ow the bridge. IThe bed of the stream is composed of sand and gravel, and is permanent. There are Ithree channels under the bridge at all stages and no ob-struction to Вот. The velocity is low, except at high stages. The greatest range between high and low water is about 35 feet. The drainage area above -the station is 5430 ,square miles. ` Discharge Measurements of Monongahela River at Lock N 0. 4, Pa. Date ' Ilydfographef Width êäâîiââ vìiîîiïy Hîîââ ciïiîge 1905 Feet Sq. ft. F`¿8­e1á.€" Feet S]§t‘î~‘ March 13 E. G. Murphy . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 866 12210 1.76 13.60 21520 March 18 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 843 10780 0.95 9.80 10240 March 23 Grover and Morse . . . . . . . . . . . . . . . . . . . . . . . . . 754 13790 2.80 17.60 38680 PLATE 107 2 I O MONONGAHELA R1VER.AT LOCK NO. Rating Table for Monongahela River at Lock No. 4, Ра. Gage I Dis- Gage Dis- Gage Dis- Gage Dis- l Gage Dis- Height charge Height charge , Height charge Height charge \ Height charge Feet Sec.-ft. Feet Seo.­ft. Feet Seo.­ft. Feet Sec.-ft. Feet Seo.­ft. 12 .00 Í 15300 13 . 60 20880 15 .40 28600 18 . 60 44100 28 .00 99600 . 10 “ 16600 .70 21280 .60 20500 .80 45100 20.00 106600 . 20 15900 . 80 21680 . 80 30400 19 . 00 46100 30 . 00 113600 . 30 16210 . 90 22080 16 .00 31300 . 50 48600 31 .00 120600 . 40 16520 14 . 00 22500 . 20 32200 20 . 00 51300 32 . 00 127600 . 50 16840 . 10 22920 . 40 33100 . 50 54050 33 .001 135000 . 60 17160 . 20 23340 .'60 34100 21 . 00 56800 34 .00 143000 . 70 17490 . 30 23760 .80 35100 . 50 59550 35 .00 151000 . 80 17830 . 40 24180 17 . 00 36100 22 . 00 62300 36 . 00 159000 . 90 18180 . 50 24600 . 20 37100 . 50 65050 37 .00 167000 13 . 00 18540 . 60 25040 . 40 38100 23 .00 67800 38 .00 175000 . 10 18910 . 70 25480 .60 39100 . 50 70800 39.00 183000 . 20 19290 . 80 25920 . 80 40100 24 . 00 73800 40. 00 191000 .30 19680 . 90 26360 18 .00 41100 25 .00 79800 41 .00 199000 .40 20080 15.00 26800 .20 42100» 26.00 85800 . . . . . . . . . . . .50 20480 .20 27700 .40 43100 27 .00 92600 . . . . . . . . . . . The above table is furnished by the U . S. Geological Survey. It is applicable only to Äopen- channel conditions. It is based on three discharge measurements, besides slope and Weir meas- urements. The gage heights refer to the lower gage. Daily gage heights at this station are pub- lished by the U. S. Weather Bureau. The stages during the principal floods will be found in the tables in Chapter III. TURTLE CREEK AT EAST PITTSBURGH, PA. This station, situated on the Cable Avenue viaduct from P. R. R. depot to V\/est- inghouse works, was established December 1, 1907, by K. C. Grant, for the Water Sup- ply Commission of Pennsylvania, in connection with studies of the flood conditions in Turtle Creek Valley. The staff gage, 16 feet long, is fastened to the right abutment on the downstream side of the viaduct. The elevation of the zero of the gage is 722.88. The elevation of top of right abutment, downstream corner, is 746.63. Measurements are -taken from. the downstream si-de of the viaduct. The initial point for soundings is on the downstream handrail directly above the top edge of cop- ing of left bridge seat. The channel above and below the station is s.traigh't for about 1000 feet and is walled in for the entire distance. There is a low dam about 200 feet downstream fromI the station. The bed of the stream is composed of gravel and muddy clay and is somewhat shifting. Both banks are high and do not overflow except in high back- water from the Monongahela. The greatest range between high and low water is about 11 feet. The gage is read daily by an employee of the Westinghouse works. The drainage area above the station is 145 square miles. ' STREA'M­­FLOW. 2 I I Discharge Measurements of Turtle Creek at East Pittsburgh, Pa. Date Hydfogfaphef Width Éëgîigrfl väâìäy Igeaigflt clgirsgè Feet Sq. ft. Ft- P6" Feet Бесы‘. 1907 sec. Nov. 7 K. C . Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 84 215 2.22 1.85 477 1908 Jan. 10 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 67 107 0. 54 1.35 58 Feb . 15 Water Supply Commission . . . . . . . . . . . . .. 87 578 5.07 6.85 295 Aug. 22 do . . . . . . . . . . . . . . 54 64 0.42 0.79 27 Sept. 24a F. E . Langenheim . . . . . . . . . . . . . . . . . . . . . . 14 11 1 .27 О. 25 „ 14 1909 Mar. 11 K. C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 87 195 1 .92 2.07 374 1910 Jan. 18 Samuel Eckels . . . . . . . . . . . . . . . . . . . . . . . . . . .I . . . . . . . . . 10. 10 6410 Jan. 29 do . . . . . . . . . . . . . . . 87 177 2.03 2.50 361 Feb . 21 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 87 391 З .86 4. 90 1509 а. Wading measurement 300 feet above bridge. PLATE 108 212 TURTLE CREEK AT EAST PITTSBURGH. Rating Table for Turtle Creek at East Pittsburgh, Pa. Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Height charge Height charge Height charge ` Height charge Height charge Feet See.-ft. Feet Sec.-ft. Feet See.-ft. ‚ Feet See.­ft. Feet Sec.-jt. 0 . 20 12 2 . 40 393 4 .60 1365 6 . 80 2905 9 . 00 5230 . 30 13 . 50 432 . 70 1415 . 90 3000 . 10 5335 .40 14 . 60 472 . 80 1465 7 . 00 3100 . 20 5440 .50 16 .70 512 .90 1515 .10 3200 . 30 5545 . 60 18 . 80 552 5 . 00 1 565 . 20 3300 . 40 5655 . 70 21 . 90 592 . 10 1615 . 30 3405 . 50 5765 . 80 25 З . 00 635 . 20 1665 . 40 3510 . 60 5875 . 90 30 . 10 679 . 30 1720 . 50 3615 . 70 5985 1 . 00 36 . 20 723 ' . 40 1 780 . 60 3725 . 80 6095 . 10 43 . 30 767 . 50 1840 . 70 3835 . 90 6200 . 20 53 . 40 811 . 60 1905 . 80 3945 10. 00 6305 . 30 65 . 50 855 . 70 1975 . 90 4055 . 10 6410 . 40 80 . 60 899 . 80 2050 8 . 00 4165 . 20 6515 . 50 100 . 70 943 . 90 2125 . 10 4270 . 30 6620 . 60 124 . 80 987 6 . 00 2205 . 20 4375 . 40 6725 . 70 153 . 90 1031 . 10 2285 . 30 4480 . 50 6830 . 80 185 4 . 00 1075 ; 20 2370 . 40 4585 . 60 6935 .90 217 . 10 1120 . 30 2455 . 50 4690 . 70 7040 2 .00 250 I .20 1167 .40 2540 . 60 4795 . 80 7145 . 10 285 . 30 1215 . 50 2625 . 70 4900 . 90 7250 . 20 320 .40 1265 . 60 2715 .80 5010 11 . 00 7355 .30 356 . 50 1315 . 70 2810 . 90 5120 . . . . . . . . . .. Daily Gage Н eíghts and Discharges of Turtle Creek at East Pittsburgh, Pa., for 1907. December December December Day ' Day Day т“ _ Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Fee t See.- Feet See.- Feet Site.- 1 . . . . . . . . . . . . . .. 1.00 36 12 . . . . . . . . . . . . . .. 1.50 100 23 . . . . . . . . . . . . . .. 6.25 2412 2 . . . . . . . . . . . . . .. 1.00 36 13 . . . . . . . . . . . . . .. lâä 24 _ _ _ _ _ . _ ‚ O _ ` _ _ ц 3_52 864 3 . . . . . . . . . . . . . . . 1 .00 36 14 . . . . . . . . . . . . . . . 1 . ' I. 4 ............. .. 1.00 36 15 . . . . . . . . . . . . . .. 1.88 211 20 ””””””” “ “О 356 5 ............. .. 1.25 59 16 ............. .. 2.12 292 26 ­­­­­­­­­­­­­ ­­ 2-25 333 6 . . . . . . . . . . . . . .. 0.75 23 17 . . . . . . . . . . . . . .. 1.75 169 27 . . . . . . . . . . . . . . . 2.36 378 7 . . . . . . . . . . . . . ._ 1.00 _36 18 . . . . . . . . . . . . . .. 1.50 28 ‚ ‚ ‚ _ ‚ ‚ ‚ _ ‚ _ ‚ _ ‚ ‚‚ 2.15 302 8 . . . . . . . . . . . . . .. *1.25 59 19 . . . . . . . . . . . . . .. 1.50 0 _ 9 ............. .. 1 .50 100 20 ............. .. 1.25 59 29 ””””””” °° 1 '98 243 10 ............. .. 2.00 250 21 . . . . . . . . . . . . . .. 1.62 130 30 ­­­­­­­­­­­­­ ­­ 2-30 356 11 . . . . . . . . . . . . . . . 1.75 169 22 . . . . . . . . . . . . . . . 1 .25 59 31 . . . . . . . . . . . . . . . 2.20 320 *Interpolated ` Sie Daily Gage Heights and Discharges of Turtle Creek at East Pittsburgh, Pa., for 1908. January February March April May June July August September October November December Ь‘ __ ___ ___ŕ____1Y,“,1,_ __ ___ Ud D Gage I Dis- Gage Dis- Gage 1 Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge 11`t. I charge Ht. charge Ht. charge I­It. charge Ht. _charge Ht. charge Ht. charge Ht charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet Sec.- Feet Sec.- Feet See.- ft. ft. ft. ft. ft. ft. ft. fi. ft. ft. ft. ft 1 1.85 201I 1.80 185 4.90 1515 2.10 285 . . 1.45 90 0.90 30 0.70 2] 0.60 18 0.75 23 0.80 ~25 0.70 21 2 1.65 139 1.65 139 4.85 1490 2.05 268 1.30 65 0.80 25 *0.65 20 0.55 17 0.75 23 0.65 20 0.75 23 3 1.60 124 1.40 80 4.20 1167 2.00 250 . . . 1.30 65 0.70 21 0.60 18 0.60 18 0,70 21 0,80 25 0,70 21 4 1.66 141 1.40 80 2.35 375 2.00 250 1.30 65 0.55 17 0.70 21 0.60 18 0,80 25 0,55 17 0,70 21 5 1.90 217 1.30 65 2.10 285 1... 1.30 65 60.50 16 1.00 36 0.70 21 0,70 21 0,55 17 0,80 25 6 1.50 100 1.55 112 4.40 1265 1.30 65 0.50 16 1.40 80 0.70 21 0,60 18 0,65 20 0,75 23 7 1.55 112 1.60 124 3.62 908 4.05 1098 *1.25 59 0.85 28 1.25 59 0.95 33 0,50 16 0,75 23 1,11 44 8 1.60 124 1.50 100 3.15 701 . 3.85 1009 1.20 53 1.10 43 1.00 36 0.65 20 0,50 16 0,95 33 0,80 25 9 1.55 112 1.60 124 3.35 789 2.60 472 1.25 59 1.00 36 31.05 40 0.65 20 0,65 20 0,65 20 0,80 25 10 1.35 73 1.45 90 3.20 723 ic‘2.20 320 1.15 48 0.90 30 1.10 43 0.70 21 0,65 20 0,75 23 0,75 23 11 1.40 80 1.70 153 2.40 393 1.80 185 1.25 59 0.80 25 1.00 36 0.70 21 0,90 30 0,60 18 0,75 23 12 2.92 601 2.30 356 2.20 320 . . . ;. 1 .70 153 1.20 53 ai0.90 30 1 .00 36 0.65 20 0,75 23 0,60 18 0,95 33 13 2.95 614 3.00 635 2.10 285 1.70 153 1.20 53 1.00 36 1.05 40 0.80 25 0,60 18 0,65 20 0,95 33 14 2.15 302 3.62 908 2.35 375 1.65 139 *1.25 59 1.10 43 1.15 48 0.85 28 0,60 18 0,65 20 0,70 21 15 1.85 201 6.70 2810 2.85 572 2.10 285 1.30 65 1.15 48 1.00 36 0.70 21 0,70 21 0,85 28 0,75 23 16 1.85 201 la 10.40 6725 2.45 413 1.70 153 1 .30 65 1 .00 36 1.00 36 0.75 23 0,65 20 0,75 23 0,70 21 17 1.60 124 3.95 1053 2.25 338 1.75 169 1.20 53 1.20 53 1.15 48 0.75 23 0,70 21 0,80 25 0,80 25 18 1.80 185 2.40 393 4.10 1120 2.40 393 1.20 53 1.10 43 1.05 40 0.65 20 0,80 25 0,70 21 1,21 54 19 1.95 234 2.00 250 b6.10 2285 2.25 338 1.20 53 *1.05 40 0.95 33 0.70 21 0,70 21 0,70 21 1,00 36 20 1.45 90 1.95 234 5.05 1590 2.00 250 1.40 80 1,00 36 0,85 28 0.85 28 0,70 21 0,70 21 0_, 90 30 21 1.40 80 1.70 153 2.50 432 1.90 217 *1.30 . 65 0,90 30 0,80 25 0.60 18 0,65 20 0,75 23 0,70 21 22 1.40 80 1 . 80 185 2 .10 285 1 ,S5 201 1 .25 59 0 ,85 28 1 ‚20 53 0,60 18 0 _ 65 20 0.00 30 0 _80 25 23 1.45 90 1.60 124 2.10 285 1,80 185 1.70 153 0,80 25 1,20 53 0,70 21 0,55 17 0,75 23 0,75 23 24 1.20 53 1.80 185 2.15 302 81.70 153 1.45 00 0.90 30 1.20 53 0.40 14 0.80 0.60 18 0.75 2. 25 1.30 65 1.85 201 2.00 250 1.65 139 1 .40 80 1.20 53 1.10 43 0.60 1s 0.05 20 0.70 21 0.90 30 26 1 .85 201 2.45 413 1-85 201 1.60 124 1 .30 65 *1.20 53 1.00 36 0.75 23~ 0. 60 18 0.90 30 0.85 28 27 1 . 85 201 2.05 263 1. 80 185 1.45 90 1. 25 59 1 . 25 59 0 . 90 30 0 .90 30 0 _ 65 20 0 . 60 18 0 .80 25 28 1.50 100 1.80 185 2.00 250 1.40 80 31.15 48 1.10 43 0.85 29 0.90 25 0.70 21 0.70 21 0.70 21 29 2.40 393 2-05 ,268 3-30 767 1.40 80 1.00 30 0.90 30 0.60 25 0.85 26 0.60 16 0.75 23 0.75 23 30 1.60 124 2.60 472 1.60 124 1.00 36 0.75 23 0.75 23 0.75 23 0.65 20 0.50 16 0.60 25 31 1.40 80 ‚‚ 2.40 393 *1.50 100 .. 0.70 21 0.75 23 .. 0.80 25 .. 0.80 25 а. Мах. 1:00 P.M., 10.7 :7040 seC.~ft. b. Max. 8:30 A.M.. 7.4_­­:3510 sec,-ft. ’X‘Interpolated. Иг January Daily Gage Heights and Discharges of Turtle Creek at East Pit February March April May June Ё __. ‚_‚ _ д Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dís- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sect- Feet See.- Feet Sec.- Feet See.- Feet See.- ft. ft. ft. ft. ft. ft. 1 0.80 25 1.05 40 1.74 166 1.42 84 4.76 1445 0.95 33 2 0. 70 21 1.05 40 3 . 84 1005 1.49 98 3 . 28 758 1.24 58 3 0 . 80 25 1.05 40 4.43 1280 1. 50 100 2 .58 464 1. 44 88 4 0 . 90 30 1. 05 40 3 .33 780 1. 42 84 2 .52 440 1 .28 63 5 1 .00 36 1 .42 84 2.63 484 1.32 68 2 .U46 416 2.46 416 6 1.14 47 1.58 119 2.20 320 1.86 204 2.12 292 1.73 163 7 0.90 30 1.50 100 2.36 378 2.63 484 1.90 217 1.31 67 8 0 .80 25 1 . 15 48 1.96 237 1.98 243 1.75 169 1.29 64 9 О . 85 28 1. 37 76 2 . 25 338 1. 92 224 1. 62 130 1 . 14 47 10 0.95 33 2.20 321 1.94 230 1.88 211 1.65 139 1.14 47 11 0. 90 30 1 . 81 188 2 .04 264 1.53 107 1.52 105 1. 32 68 12 0.80 25 1.30 65 1.84 198 1.50 100 1.41 82“ 1.16 49 13 0.65 20 1.83 195 1.89 214 1.52 105 1.38 77 1.10 43 14 0.80 25 1.74 166 1.71 156 3.20 723 1.29 64 1.10 43 15 1.53 107 2.34 371 1.77 175 2.37 ` 382 1.27 61 1.10 43 16 1.44 88 3 . 60 899 1.63 133 1. 98 243 1.27 61 1.05 40 17 1.15 48 2.17 310 1.48 96 1.76 172 1.18 51 1.05 40 18 1.00 36 1.84 198 1.40 80 1.64 136 1.14 47 1.14 47 19 0.75 23 1.69 150 1.56 114 1.55 112 1.11 44 1.00 36 20 1 . 10 43 2.49 428 1. 70 153 1. 65 139 1.05 40 0.90 30 21 1.00 36 2.14 299 1.59 122 1,08 147 1,20 53 0,90 30 22 1.37 76 1.92 224 1.46 92 3 ‚ 39 807 1 ‚ 10 43 1 ‚00 36 23 1.92 224 3 .18 714 1 .38 77 2. 84 568 1 . 10 43 0.95 33 24 1.64 136 5 . 58 1892 1.42 84 2 .40 393 1.00 36 0 .95 33 25 1 . 58 119 3 . 62 908 2 .08 278 2 .02 257 1.05 40 0 . 90 30 26 1. 36 74 2 . 85 572 2 .08 278 2 .12 292 1. 05 40 0 .90 30 27 1.14 ’ 47 2.10 285 2.11 289 2.14 299 1.10 43 0.90 30 28 1.05 40 1.55 112 1.88 211 198 211 1,10 43 0,90 30 29 1.43 86 1.67 144 1,74 100 1,00 36 0,95 33 30 1 .32 68 1.62 130 3 . 28 758 0.90 30 0 .80 25 31 1.05 40 1.59 122 0.95 33 .. tsbargh, Pa., for 1909. July 1 August September October November Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. Charge Ht. chargq Ht. charge Feet Sec.- Feet See.- Feet See.- Feet See.- Feet See.- ft. ft. jt. ft. ft. 0.80 25 0.70 21 0.70 21 0.55 17 0.75 23 0.75 23 0.70 21 0.60 18 0.60 18 0.75 23 0.75 23 0.80 25 0.60 18 0.70 21 0.75 23 0.75 23 0.80 25 0.70 21 0.50 16 0.70 21 0 .75 23 0.85 28 0.75 23 0.70 21 0.80’ 25 0.70 21 0.85 28 0.70 21 0.25 13 0.80 25 0.60 18 0.75 23 0.60 18 0.60‘ 18 0.80 25 0.55 17 0.65 20 0.60 18 0.65 20 0.80 25 0.60 18 0.65 20 0.65 20 0.65 20 0.85 28 0.60 18 0.70 21 0.65 20 1.17 50‘ 0.85 28 0.70 21 0.70 21 0.65 20 1.14 47 0.80 25 0.70 21 0.60 18 0.70 21 1.05 40 0.75 23 0.70 I21 0.70 21 0.55 17 1.05 40 0.75 23 0.70 21 0.60 18 0.60 1.8 0.85 28 0.80 25 0.70 21 1. 52 105 0.65 20 0.65 20 0.75 23 0.70 21 1.16 49 1.11 44 0.70 21 0.85 28 0.75 23 1.10 43 0.75 23 0.65 20 0.80 25 0.65 20 0.85 28 0.75 23 0.85 28 0.70 21 0.80 25 0.75 23 0.65 20 0.80 25 0.65 20 0.60 18 1.16 49 0.70 21 0.80 25 0.85 28 0.45 15 0.85 28 0.65 20 0.80 25 0.80 25 0.55 17 0.75 23 0.55 17 0.75 23 0.65 ‚20 1.05 40 0.70 21 0.70 21 1.16 49 0.65 20 0.80 25 0.75 23 0.85 28 1.36 74 0.70 21 0.80 25 0.70 21 0.75 23 0.95 33 0.80 25 0.80 25 0.75 23 0.75 23 0.85 28 0.70 21 0.80 25 0.75 23 0.6-0 18 0 .75 23 0.75 23 0.70 21 0.70 21 0.70 21 0.75 23 0.75 23 0.75 23 0.80 25 0.60 18 0.75 23 0.70‘ 21 0.70 21 0.70 21 0.55 17 0.80 25 0.75 23 0.65 20 0.70 21 .. 0.75 23 .. December Gage Dis- Ht. charge Feet Sec.- ft. 0 . 65 20 0 . 60 18 0 .7 0 21 0. 75 23 0. 80 25 0. 70 21 0 .95 33 0 . 80 25 0. 75 23 0. 60 18 0 . 60 18 0 . 70 21 1 . 26 60 1.48 96 1 . 14 47 1 .00 36 0 . 75 23 0 . 80 25 0 . 80 25 0. 80 25 0 .50 16 0 .60 18 0 . 65 20 0 .80 25 0 . 80 25 0 . 80 25 0 . 80 25 0 . 80 25 0 . 80 25 0 . 80 25 0. 25 SIZ Daily Gage Heights and Discharges of Turtle Creek at East Pittsburgh, Pa., for 1910. Janmry February March April May June July August September October November December Ё‘ Q Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht» Charge Feet Seo.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet Seo.- Feet Seo.- Feet Seo.- Feet Seo.- Feet Seo.- Feet Seo.- Feet Seo.- ft. ft. ft. ‚. ft. ft. ft. ft. ff. ft. ft. ft'. l 0.83 26 1,76 172 4,00 1075 1.03 38 '1.40 80 0.82 26 0.96 33 ­ 0.75 23 0.67 21 0.60 18 0.90 30 1.27 61 2 2.16 306 1.68 147 3.03 648 1.00 36 1.39 79 0.86 28 0.96 33 0.75 23 0.66 20 0-72 22 0-92 31 1-20 53 3 1.97 240 1,66 141 2 ,81 556 0. 98 35 1. 27 61 1 .02 38 0 .88 29 0 . 75 23 0 ‚66 20 0 -70 21 1 - 24` 58 1 .20 53 4 4.35 1240 1.65 139 2.50 432 1.00 36 1.27 61 1.14 47 0.84 27 0.74 23 0.71 21 0.68 20 1.20 53 1.44 88 5 1,43 86 1,61 127 2,20 320 1.01 37 1.06 40 1.21 54 0.82 26 0.74 23 1.28 63 0.69 21 1.17 50 1.22 55 6 4.00 1075 1.46 92 1.86 204 0.98 35 1.02 38 0.98 35 0.80 25 0.74 23 1.20 53 0-08 20 1­16 49 1-19 52 7 2.7.5 532 1,41 sz 1,99 247 1.02 37 1.02 38 0.97 34 0.83 26 0.70 21 1.05 40 1~52 105 1­16 49 1­21 54 8 1.08 42 1.40 80 1.78 179 1.01 37 1.02 38 0.98 35 1.49 98 0.46 15 1.50 100 1.40 80 1.12 45 1.20 53 9 1.00 36 1.30 65 1.58 119 0.98 35 1.00 36 0.98 35 1.04 39 0.58 17 1.52 84 1.40 80 1.12 45 1.19 52 10 1.20 53 1.50 100 1.51 102 0.96 33 1.00 36 1.05 40 0.87 28 0.59 18 1.06 40 1.38 76 1.13 43 1.18 51 11 1.15 48 1.30 65 1.46 92 0.93 32 1.02 38 1.22 55 0.86 28 0.66 20 0.93 32 1.37 74 1.14 44 1.25 59 12 1.10 43 1.29 64 1.47 94 0.92 31 1.00 36 1.31 67 0.85 27 0.70 21 0.91 31 1.30 65 1..14 44 1.25 59 13 1.28 63 1.29 64 1.23 57 0.91 31 0.98 35 1.00 36 0.91 31 0.75 23 1.95 233 1.26 60 1.16 49 1.20 53 14 2.85 572 1.16 49 1.46 92 0.90 30 0.99 35 1.00 36 0.89 29 0.75 23 1.38 63 1.29 64 1.20 53 1.20 53 15 2.17 310 1.02 37 1.36 74 0.90 30 1.00 36 1.00 36 0.87 28 0.70 21 1.16 48 1.35 72 1.18 51 1.20 53 16 1.68 147 4.50 1315 1.26 60 0.90 30 0.94 32 0.99 35 0.86 28 0.64 19 0.94 32 1.38 77 1.17 50 1.18 51 17 1.50 100 3.6 899 1.26 60 0.99 35 0.89 29 1.06 40 0.86 28 0.50 16 0.92 31 1.37 76 1.18 51 1.17 50 18 219.80 6095 2.14 299 1.26 60 0.91 31 1.15 48 1.12 45 0.85 27 0.62 19 0.77 24 1.30 65 1.18 51 1.25 59 19 6.80 2905 1.72 159 1.20 53 0.94 32 1.10 43 1.70 153 0.85 27 0.70 21 0.76 23 1.20 53 1.18 51 1.30 65 2 2.95 614 2.72 526 1.20 53 1.02 38 1.18 51 4.80 80 0.86 28 0.66 20 0.75 23 1.10 43 1.18 51 1.30 65 21 6.1.0 2285 3.57 886 1.20 53 1.60 124 1.26 60 0.95 33 0.85 27 0.66 20 0.62 19 1.10 43 1.00 36 1.34 71 22 3. 85 1009 3.50 855 1.18 51 1 .40 80 1.25 59 0.92 31 0.86 28 0.58 18 0.48 16 1 .06 40 1.08 39 1.68 147 23 2.37 384 2.48 424 1.16 49 1.60 124 1.21 54 0.90 30 0.85 27 0.60 18 0.42 14 1.00 36 1.14 47 1.67 144 24 2.20 320 2.29 352 1.15 48 1-60 124 1­19 52 0-92 31 0.75 23 0.58 18 0.55 17 1.24 58 1.24 58 3.57 885 25 1.80 185 2.11 289 1.12 45 4.40 1265 1.10 43 0.87 28 0,75 23 0,60 18 1.14 47 1,09 42 1.20 53 2.20 320 26 1.70 153 2 .48 424 1.10 43 2 .57 460 1.00 36 0 .94 32 0 ‚74 23 0 , 75 23 1,65 138 1, 20 53 1, 20 53 1.96 237 27 3 . 70 943 4.65 1390 1 . 07 41 1.80 185 О . 93 32 0 .96 33 0 . 75 23 0 . 66 20 1 .83 26 1.33 61 1 . 20 53 1.94 230 28 2.60 472 6.50 2625 1.02 37 1.50 100 0.88 29 0.97 34 0.79 25 0.58 18 0.60 18 1.33 61 1.25 48 2.19 317 29 2.16 306 1.00 36 1.40 80 0.83 23 0.96 33 0,79 25 0,58 18 0.45 15 1,04 39 1.30 79 3.70 512 30 1.85 201 1.14 47 1.28 63 0.96 33 0.94 32 0.79 25 0.58 18 0.42 14 0.92 31 1.30 65 4.25I 11.91 31 1.79Í 182 1.06 40 .. 0.96 33 .. 0.77 24 0.60 18 .. 0.83 26 .. 3.21 727 a. Max. at 5 Р . М . 11 . 10 : 74-60 sec .-ft . b . Gage height affected by backwater from Monongahela River . Interpolated dischar ges used. 216 TURTLE CREEK AT EAST PITTSBURGH. Esñmaŕed Monthly Discharge of Turtle Creek at East Pittsburglz, Pa. [Drainage area, 145 square mi1es.] Discharge in second­feet R\111­0Íï lfonth. nd_feet _ Maximum Minimum Mean Speeìîägllèare lìîgiíîëân 1907 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2412 23 252 1 .738 2.004 1908 January. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 614 53 176 1 .214 1 .400 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7040 65 572 3.945 4.225 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3510 185 669 4.614 5.319 June... .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 153 36 64 0.441 0.492 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59 16 34 О . 234 0. 270 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80 18 37 0. 255 0 . 294 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33 14 22 0. 152 0. 169 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 16 21 0 . 145 0.167 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33 16 22 0.152 ‚ 0.169 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54 21 26 0 .179 0. 207 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 224 20 55 0.379 0.437 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1892 40 317 2 . 186 2 . 276 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1280 77 278 1.917Y 2.210 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 807 68 264 1 . 821 2 .032 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1445 30 17 9' 1.234 ‘ 1.423 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 416 25 60 0.413 0.461 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 40 15 22 0.152 0.175 ‘August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105 18 28 0.193 0. 223 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44 17 21 0 .145 0.162 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74 13 28 0 . 193 0.223 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ’ 28 20 24 0 .166 О. 186 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 96 16 28 ‘ 0. 193 О. 223 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1892 13 109 0. 585 10.031 1910 January . . . . . . . . . . . . . . . . . . . . .— . . . . . . . . . . . . . . . . . . 7460 26 677 4.669 5.383 February . . . . . . . . . . . . . . . . 2625 37 424 2.924 3.045 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1075 36 196 1 .352 1 .558 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1265 30 109 0. 752 0.839 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80 29 43 0.291 0.342 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 153 26 42 0 . 289 О . 322 July . . . . . . . . . . . . . . . . . . . . . . . . . .p . . . . . . . . . . . . . . . .. 98 23 29 0.200 0.231 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 15 20 0. 131 0. 151 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 233 14 44 0.303 0.338 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105 18 52 0.358 0. 413 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79 30 49 0.338 0.377 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1191 50 191 1 .317 1 .518 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7460 14 156 1 .077 14.517 STREAM-1-‘Low. 2 1 7 YOUGHIOGHENY RIVER AT CONNELLSVILLE, PA. This station, situated on t-he steel highway bridge at Connellsville, Fayette Co., Pa., 44 miles above the mouth, was established July 22, 1908, by К. С. Grant, for the Wa­ter Supply Commission of Pennsylvania. A s.tandard chain gage, -the chain of which measures 34.21 feet from -bottom of weight to low-water marker and 24.21 from bot- tom of weight to high­water marker, is bolted to the downstream handrail of the bridge. The elevation -of the zero of the gage is 860.131. The elevation of a chiselled point on _ projecting stone in retaining wall on New Haven side below the bridge, is 864.656. Measurements are taken from the downstream side of bridge. During extremely low water, measurements are Itaken by wading at a secti­on 600 feet labove B. & О. pump- ing sta.tion, which is si\tu‘afte­d on the right bank, about one mile above the bridge. The initial point for sound­ings for the first span is a point on the do~wns:trea~m handrail directly above faoe of concrete reftaining wall along the B. & О. -traclks. The initial point for soundings for the second span is the bend in handrail over the channel pier. The Ichannel above the station is stra-ight for about И mile, while below the station there is a straight stretch of -about 600 feet. There is a riiiie 600 feet upstream from the bridge and another from 600 to 800 feet downstream. The bed of the river is com- posed of ro-ck, gravel and mud and is fairly permanent. There is a railroad bridge about 500 feet below the station. There is a grist mill on Ithe ‘left bank, .the tailrace of which comes in about 100 feet above the bridge. The B. & О. tracks and retaining wall extend along the right b-ank. Both banks are high and do Inot overflow. There isa range of about 17 feet between extreme high and extreme low water. The gage is read daily by C. W. Brooks. The drainage area above the station is 1320 square miles. Discharge Measurements of Y onghiogheny Ri?/er at Connellsfoille, Pa. Date Hydrographer Width 80:61:11 У218Ё11у Iiieiiêiit cliiiirsg-e 1908 Еев: sq. fe, Fgeláßr Евв: see.­ft. July 22 K. C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 243 812 0.77 1.54 621 Aug. 22 R. H. Bolster . . . . . . . . . . . . . . . . . . . . . . . . . . .. 244 674 0.36 0.99 244 Sept. 25a F. E. Langenheim . . . . . . . . . . . . . . . . . . . . . .. 14 9 1.67 0.14 16 Nov. 19 K. C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 39 108 0.75 0.51 b83 1909 Feb. 17 J. D. Stevenson . . . . . . . . . . . . . . . . . . . . . . . .. 300 2138 3.65 6.36 7817 Feb. 26 do . . . . . . . . . . . . . . . . . . . . . . . . . . . 303 2121 3 .87 6.34 8194 Маг. 9 K. C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 288 1721 3.38 5.06 5824 Apr. 15 F. W. Scheidenhelm . . . . . . . . . . . . . . . . . . . .. 296 2138 4.52 6.57 9657 Apr. 15 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 296 2161 4 .43 6.45 9380 1910 Mar. 1 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 298 2759 6.13 8.71 16756 June 10 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 306 1703 3.58 5.06 6107 June 28 Farley Gannett . . . . . . . . . . . . . . . . . . . . . ‚ . . .. " 260 1192 1.74 2.95 2080 1911 . July 13 F. E. Langenheim . . . . . . . . . . . . . . . . . . . . . .. 242 831 0.70 1.48 582 a . Wading measurement. 1). Wading measurement above bridge. Discharge of Dunbar Creek, which enters between the wading section and the gage, is included. S EN „.„o„§ 689 btooub ‚ВЧ *obl QSPV œmLmQo®`Q QQ- .OUD ‚(Ц _ ш.._.= >m.3m zzoO ._.< mmìm >zmI0o_1@no> man m>œDO mOœ 4490.-! U/ il/6,/@H aäes mop m._.<|_n_ STREAM­FLOW. 219 Rating Table for Y oughiogheiiy Rit/er at Connellsville, Pa. Gage I Dis- Height charge Feet See.-ft. 0.10 10 .20 20 .30 35 .40 55 .50 75 .60 100 .70 130 .80 160 .90 200 1.00 250 .10 300 .20 350 .30 410 .40 475 .50 545 .60 615 .70 690 .80 770 .90 855 2.00 950 .10 1045 . 20 1 145 .30 1250 ` Gage \ Dis- Gage Dis- Gage Dis- Gage Dis- Height charge Height charge Height charge Height charge Feet See.­ft. Feet Sec.-ft. Feet Sec.­ft. Feet Sec.­;ft. 2 . 40 1360 4 . 70 5155 7 .00 10970 9 .30 18890 . 50 1470 . 80 5350 . 10 11280 .40 1927 0 . 60 1 590 . 90 5545 . 20 1 1590 . 50 19650 .70 1715 5.00 5740 .30 11910 .60 20040 . 80 1855 . 10 5950 . 40 12230 . 70 20440 . 90 2000 . 20‘ 6160 . 50 12550 . 80 20840 3 . 00 2145 . 30 6370 . 60 12880 . 90 21240 . 10 2305 . 40 6590 . 70 13210 10 . 00 21640 . 20 2470 . 50 6820 . 80 13540 . 10 22040 . 30 -2640 . 60 7050 .90 13870 . 20 22450 . 40 2810 . 70 7280 8.00 14200 . 30 22860 . 50 2980 . 80 7520 . 10 14530 . 40 23270 . 60 3150 .90 7780 . 20 14860 . 50 23690 . 70 3325 6 . 00 8040 .30 15200 . 60 24120 . 80 3500 . 10 8300 . 40 15550 . 70 24560 . 90 3680 . 20 8580 . 50 15920 . 80 25000 4 . 00 3860 . 30 8860 . 60 16290 . 90 25440 . 10 4040 . 40 9150 .70 16660 11. 00 25880 . 20 4220 . 50 9450 . 80 17030 . 10 26320 . 30 4400 . 60 9750 . 90 17400 . 20 26760 . 40 4580 . 70 10055 9 . 00 17770 . 30 27200 . 50 4770 . 80 10360 . 10 18140 . 40 27640 . 60 4960 . 90 10665 . 20 18510 . 50 28100 Daily Gage Heights and Discharges of Youghiogheny River at Connellsville, Pa., for 1908. July August September October November December Day Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet вес: Feet Seo.- Feet See.- Feet See.- Feet See.- Feet See.- f . ft. ft. ft. ft. ft. 1 . . . . . . . . . . . . .... ... a1.20 350 0.61 103 0.36 47 0.48 71 0.37 49 2 . . . . . . . . . . . . . . .... ... 0.94 220 0.57 92 0.38 51 0.43 61 0.35 45 3 . . . . . . . . . . . . . . . . . .. ... 0.90 200 0.57 92 0.36 47 0.43 61 0.22 23 4 . . . . . . . . . . . . . ... 0.93 215 0.44 63 0.30 35 0.43 61 0.22 23 5 . . . . . . . . . . . . . . . . . .. ... 0.84 176 0.44 63 0.30 35 0.38 51 0.32 39 6 . . . . . . . . . . . . . . . . .... ... 0.99 245 0.47 69 0.36 47 0.38 51 0.45 65 7 . . . . . . . . . . . . . . . . . .. . . ... 0.99 245 0.47 69 0.36 47 0.33 41 0.52 80 8 . . , _ . . . . . ‚ . , , . . ‚ . ... 1.14 320 0.44 63 0.30 35 0.38 41 0.49 73 9 . . . . . . . . . . . . . . . . . .. .. ... 1.01 255 0.39 53 0.30 35 0.38 41 0.49 73 10 . . . . . . . . . . . . . . . . ... ... 0.84 176 0.31 37 0.26 29 0.38 41 0.52 80 11 . . . . . . . . . . . . . . . . . .. .... ... 0.74 142 0.31 37 0.30 35 0.43 61 0.59 98 12 . . . . . . . . . . . . . . . . 0.74 142 0.29 34 0.30 35 0.46 67 0.59 98 13 . . . . . . . . . . . . . . . . . . . . . . . . . 0. 65 115 0.27 30 0.26 29 0.40 55 0.67 121 14 . . . . . . . . . . . . . . . . ... 0.60 100 0.29 34 0.26 29 0.43 61 0.77 151 15 . . . . . . . . . . . . . . . . . . . . . . . . . 0. 55 88 0.29 34 0.26 29 0.46 67 0.89 196 16 . . . . . . . . . . . . . . . . 0.43 61 0.29 34 0.26 29 0.40 55 0.89,A 196 17 . . . . . . . . . . . . . . . . . .. 0.39 53 0.21 22 0.26 29 0.38 51 1.32 423 18 . . . . . . . . . . . . . . . 1.04 270 0.21 22 0.28 32 0.48 71 2.09 1035 19 . . . . . . . . . . . . . . . . . .. 1.71 698 0.17 17 0.26 29 0.53 82 3.12 2338 20 . . . . . . . . . . . . . . . . . .. . . 1.54 573 0.19 19 0.26 29 0.50 75 2.52 1494 21 . . . . . . . . . . . . . . . . . .. 0.97 235 0.17 17 0.26 29 0.53 82 1.82 787 22 . . . . . . . . . . . . . . . . . . . 1 .57 594 0.84 176 О .14 14 0.26 29 0.53 82 1 .52 559 23 . . . . . . . . . . . . . . . . . . . 1 .42 489 0.87 188 0.11 11 0.28 32 0.58 95 1.27 392 24 . . . . . . . . . . . . . . . . . . . 1 .12 310 0.94 220 0.14 14 0.28 32 0.60 100 0.97 235 25 . . . . . . . . . . . . . . . . . . . 2.98 2116 1.04 270 0.14 14 0.28 32 0.60 100 1.17 335 26 . . . . . . . . . . . . . . . . . . . 2.45 1415 0.89 196 0.11 11 0.28 32 0.60 100 1.22 362 27 . . . . . . . . ‚ . . . . . . . . . . 2.28 1229 0.79 157 0.11 11 0.30 35 0.60 100 1.07 285 28 . . . . . . . . . . . . . . . . . . . 2.28 1229 0.79 157 0.31 37 0.30 35 0.48 71 0.87 188 29 . . . . . . . . . . . . . . . . . . . l .82 787 0.87 188 0.41 57 0.28 32 0.46 67 0.97 235. 30 . . . . . . . . . . . . . . . . . . . al .60 615 0. 81 164 0.41 57 0.40 55 0.43 61 1.02 260 31 . . . . . . . . . . . . . . . . . .. a1.40 475 0.71 133 .. 0.48 71 .. 1.02 260 a . Estimated . OZZ Daily Gage Heights and Discharges of Yongltioglieny River at Connellwil/e, Pa., for 1909. Day 1-­-It-I p--|©<:DCß°"lGDC.«"|ìÈ~CJ~âl\'ìl""‘ January February March April May June July August September October November December Ga e 'L_ Ga е Dis- а D1' - Ga e Dis- Gag Dis- Ga c 1)' ‘- ‘ ' '. - ‚ ' — ' — 1 ’ - , ' _ cliîilrqgc 11%. charge G11%.e cllarîïe 111?. charge Ht.C charge Hi?. chalrsge cl]1)a]îge (1-alge cliîilrqge cliîalrsge (11dtg.e сайт c1]1)a1rsge Clîtgle clI1)a11§ge Feet Seo.- Feet See.- Feet Sec.- Feet 1 Seo.- Feet Seo.- Feet See.- Feet Sec.- Feet See.- Feet Seo.- Feet Sec.- Feet Seo.- Feet Seo.- п. ft. ft. ft. ft. ft. fl. jt. ft. ft, ft, ft, 0.80 105 1.50 545 4.71 5175 3.60 3150 5.05 5845 2.60 1500 2.01 060 1.29 405 1.50 545 578 155 1,57 595 1,23 370 0 . 89 195 1 . 86 820 4 .72 5195 3 . 79 3480 5 .05 5845 3 .55 3065 1.93 885 1. 24 375 1 . 25 380 0‚ 69 125 1 .45 510 1 ,21 355 1.22 360 2. 18 1125 5.46 6730 4.11 4060 4.57 4900 3 .46 2910 1.84 805 1.04 270 1 . 14 320 Q_ 69 125 1‚49 540 1 ‚09 295 1.57 595 2.18 1125 6 .69 10025 4.60 4960 4 . 53 4825 3 .16 2405 1.60 615 0 .98 240 1. 22 360 0_ 71 135 1, 57 595 1 , 21 355 1. 45 510 2.72 1745 5 . 51 6845 4 .91 5565 4 .33 4455 3 . 27 2590 1. 41 480 0. 88 190 1 .56 585 0,67 120 1 ‚54 575 1 ‚28 400 1. 49 540 4 .22 4255 4 . 92 5585 4 .60 4960 3 .90 3680 6 .41 9180 1. 32 425 1.14 320 1. 52 560 0 _ 80 100 1_ 33 430 1 _ 21 355 1 . 67 665 _ 4 . 05 3950 4. 48 4730 4 .45 4670 3 . 56 3080 4 . 94 5625 1 . 36 450 0 . 96 230 1 . 42 490 0_ 63 110 1 ‚ 25 380 1 . 24 37 5 1 .17 335 3 .40 28-10 5.20 6160 4 . 05 3950 3. 21 2485 4.27 4345 1.30 410 0.84 175 1 .23 370 0 _ 55 85 1 .22 360 1 .54 575 1.09 295 3 . 12 2340 5 .05 5845 3 . 71 3340 2 .90 2000 4 .27 4345 1 .22 360 0 . 75 145 1 . 10 300 0 ‚ 59 100 1 ‚ 37 455 1. 43 495 1. 55 580 З . 62 3185 5 . 52 6865 3 . 59 3130 2. 93 2045 5 .03 5805 1.16 330 0.70 130 1.00 250 0 ‚ 58 95 1 ‚ 53 565 1. 23 370 1. 67 665 4 . 72 5195 5. 02 5780 3 .33 2690 2 . 93 2045 6 .57 9660 1.09 295 0 . 64 110 1. 01 255 0, 79 155 1, 65 650 1 .07 285 1.66 660 3.98 3825 4.36 4510 3.51 2995 2.71 1730 5.43 6660 1.08 290 0.58 95 1.82 785 1 .33 430 1 ‚57 590 1 ‚51 550 1 .57 595 3 . 84 3570 3 . 96 3790 3 . 43 2860 2.43 1395 4 . 49 4750 1 .08 290 0. 56 90 1 .68 675 2 . 23 1175 1 . 47 520 1 . 75 730 1.49 540 4.58 4920 3.76 3430 7.00 10970 2.27 1220 4.05 3950 1.14 320 0.57 90 1.31 415 1.65 655 1.45 510 4.31 4420 4 .21 4240 4 . 54 4845 3 . 54 3050 6 ‚60 9750 2. 22 1165 3 . 79 3485 1.14 320 1 . 00 250 1. 16 330 1 . 33 430 1 . 35 440 3 . 60 3150 5 . 33 6435 5 . 84 7625 3 .21 2485 5 .29 6350 2 .13 1075 3 . 77 3445 1 . 15 325 3 . 27 2590 1 .02 260 1 .15 325 1 .33 430 2. 78 1825 3 .69 3305 6 .22 8635 3 .08 2275 4 . 53 4830 2.06 1005 3 .20 2470 1. 09 295 4 .66 5075 1.19 345 1 . 07 285 1 .31 415 2. 10 1045 3 . 09 2290 4 . 98 5700 2 . 82 1885 4.04 3930 1.99 940 3 . 61 3170 1 .06 280 3 . 09 2290 1.64 645 1.15 325 1. 27 390 1 . 87 830 2 . 62 1615 4 . 30 4400 2. 91 2015 3 .63 3200 1. 89 845 3 . 35 2725 1.06 280 2 . 40 1360 1 .24 375 1 .25 380 1 . 30 410 1. 67 670 2.63 1625 4.38 4545 3’. 66 3255 4.01 3880 1.83 795 2 . 91 2015 1.02 260 2.05 995 1.16 330 1. 31 415 1.28 400 1 .43 495 2.67 1675 4.39 4560 3 .56" 3080 6.40 9150 1.83 795 2.58 1565 0.95 225 4.19 4200 1.01 255 1 .43 495 1. 27 390 1 .48 530 2.95 2070 4.44 4655 3.22 2505 1218.77 ‘16920 1.96 910 2.44 1405 0.92 210 3.19 2455 0.94 220 1.38 460 1.29 405 1.65 650 4.05 3950 4.46 4695 2.97 2100 7.45 12390 2.09 1035 2.56 1540 1.28 400 2.40 1360 0.86 185 1.53 565 1.30 410 1.57 595 6.05 8170 219.04 17920 2.79' 1840 6.63 9840 1.95 900 2.61 1600 2.00 950 l .97 920 0.82. 170 3.99 3840 1.46 515 1 .49 540 5 .04 5825 8 . 22 14930 3 .04 2210 5 . 50 6820 1. 81 780 2 .40 1360 _ 1. 56 585 1. 70 690 1. 04 270 3 . 90 3680 1 . 59 610 1 . 55 580 4.07 3985 6 .35 9005 3 . 66 3255 5 . 19 6140 1.71 700 2 ‚21 1155 1 .32 425 1.48 530 1 .06 280 2 .95 2075 1 . 52 560 1 .52 560 3 . 43 2860 5 .70 7280 4-.14 4110 4.80 5350 1. 84 805 3 .37 2760 1.14 320 1.44 505 1.04 270 2. 68 1690 1. 40 475 1 . 47 525 3 .01 2160 5.42. 6635 4.32 4435 4 .34 4470 2 . 73 1755 2.75 1785 1.05 275 1.32 425 0.93 215 2.41 1370 1.33 430 1 .48 530 2.70 1715 4.25 4310 4.11 4050 2.74 1770 2.67 1680 1.00 250 1.02 680 0.85 180 2.23 1175 1.29 405 1.49 540 2 . 65 1650 4 . 01 3880 4 . 21 4240 2 . 36 1315 2 . 57 1555 1.02 260 1. 70 690 О. 80 160 1-93 885 1- 27 390 1 ­ 49 540 1.93 885 3.84 3572 2.21 1155 1.07 285 1.66 660 1.71 700 1.35 440 CD Maximum . IZZ Daily Gage Heights and Discharges of 1/'oiiglziogheiiy River at С oiiiiellsfz/ille, Pa., for 1910. January February March April May June July August September October November December :>. CB д Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage? Dis- Gage Dis- Gage Dis~ Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dís- Ht. charge Ht.' charge Ht. charge Ht. charge Ht. 'charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet Sec.- п. fi. fi. fi. fi. fi. ft. fi. ff- ft. ft. ft. 1 1.39 468 3.19 2455 d8.83 17140 1.81 780 3.17 2420 3.64 3220 2.15 1095 0.92 210 0.43 61 0.40 55 0.56 90 1.78 754 2 2.48 1448 2.75 1785 8.41 15585 1.75 730 2.86 1945 4.82 5390 1.96 912 0.94 220 0.89 196 0.40 55 0.60 100 1.22 362 3 9.68 20360 3.34 2710 7.23 11685 1.73 715 2.68 1690 4.85 5450 1.90 855 0.86 184 1.12 310 0.29 33 0.62 106 1.27 392 4 9.2818815 3.38 2775 6.43 9240 1.75 730 2.59 1580 4.34 4470 1.92 874 0.76 148 1.96 912 0.34 43 0.60 100 1.48 531 5 6.21 8610 3.14 2370 6.03 8120 1.83 795 2.42 1380 4.30 4400 1.89 846 0.65 115 1.76 738 0.25 27 0.64 112 1.48 531 6 6.75 10205 2.78 1825 5.97 7960 1.86 805 2.26 1210 5.85 7650 1.74 722 0.60 100 1.61 622 0.23 24 0.53 83 1.34 436 7 8.13 14630 2.36 1315 5.96 7935 1.79 760 2.16 1105 4.90 5545 1.92 874 0.61 103 1.39 469 0.26 29 0.54 85 1.06 280 8 6.12 8355 134.29 4380 5.09 5930 1.75 730 2.09 1035 4.14 4110 2.12 1065 0.60 100 1.34 437 0.28 32 0.56 90 1.16 330 9 4.93 5605 b2.73 1755 4.33 4450 1.73 715 2.23 1175 3.80 3500 1.90 855 0.58 95 1.22 362 0.24 26 0.41 57 1.00 250 10 4.11 4060 b3.06 2240 3.81 3520 1.65 650 2.32 1270 4.90 5545 1.80 770 0.58 95 1.08 290 0.28 32 0.44 63 1.20 350 11 3.32 2675 b3.29 2625 3.43 2860 1.56 585 2.80 1855 4.96 5660 1.81 779 0.61 103 0.82 168 0.25 27 0.52 80 1.24 374 12 3.43 2860 135.32 6415 3.16 2405 1.49 540 4.11 4060 5.04 5825 1.69 682 0.64 112 0.78 154 0.20 20 0.48 71 1.26 386 13 3.29 2625 b5.30*6370 3.11 2320 1.47 525 3.82 3535 4.50 4770 1.63 636 0.62 106 0.75 145 0.20 20 0.50 75 1.24 374 14 3.21 2485 b5.40*6590 2.91 2015 1.44 505 3.27 2590 3.99 3840 1.80 770 0.57 94 0.98 240 0.18 18 0.52 80 1.20 350 15 3.65 3235 b5.50*6820 2.87 1955 1.42 490 2.95 2075 3.66 3255 1.76 738 0.51 77 0.76 157 0.18 18 0.54 85 1.27 392 16 3.13 2355 5.52 6865 2.61 1600 1.49 540 2.72 1745 3.44 2880 1.77 746 0.54 85 0.75 145 0.18 18 0.60 100 1.24 374 17 3.13 2355 7.17 11495 2.61 1600 1.75 730 2.49 1460 3.94 3750 1.66 660 0.52 80 g0.85 180 0.16 16 0.64 112 h1.26 386 18 7.50 12550 6.54 9570 2.53 1505 1.99 940 2.46 1420 3.96 3785 1.58 601 0.47 69 g0.85 180 0.14 14 0.62 106 1.27 392 19 a10.28 23780 4.90 5545 2.41 1370 2.63 1630 2.32 1270 t'11.66 28850 1.50 545 0.56 90 g0.85 180 0.16 16 0.53 83 1.44 503 20 6.83 10450 4.31 4420 2.37 1325 3.09 2290 2.28 1.230 7.68 13145 1.31 416 0.70 130 g0.79 157 0.18 18 0.34 43 1.77 746 21 6.23 8665 4.78 5310 2.63 1630 3.61 3165 2.55 1530 5.60 7050 1.20 350 0.73 139 g0.77 151 0.16 16 0.35 45 1.82 786 22 * 6.03 8120 c7.7713440 2.65 1655 4.07 3985 2.52 1495 4.75 5255 1.10 300 0.59 108 g0.77 151 0.30 35 0.61 103 1.78 754 23 * 5.83 7600 7.20 11590 2.53 1505 3.76 3430 2.36 1315 4.08 4005 1.06 280 0.56 90 g0.69 127 0.39 53 0.66 112 1.90 855 24 ’x` 5.63 7120 5.44 6680 2.43 1395 3.57 3100 2.22 1165 3.64 3220 0.97 235 0.46 73 g0.69 127 0.47 69 0.74 142 3.08 2273 25 * 5.33 6435 4.57 4905 2.35 1305 €6.17 8495 2.74 1770 3.62 3185 0.90 200 0.42 59 g0.69 127 0.55‘ 87 0.96 218 3.04 2209 26 * 5.13 6015 4.14 4115 2.23 1175 6.15 8440 3.34 2708 3.00 2145 0.86 184 0.38 51 0.40 55 0.55 87 1.20 350 2.80 1855 27 * 4.93 5605 4.35 4490 2.13 1075 5.15 6055 2.90 2000 2.66 1665 0.82 168 0.36 47 0.43 61 0.53 83 1.47 524 2.52 1494 28 4.69 5135 7.77 13440 2.03 980 4.44 4655 2.68 1690 2.86 1940 0.78 154 0.34 43 0.46 67 0.52 80 1.76 738 2.30 1250 29 4.30 4400 1.97 920 3.91 3700 2.46 1425 2.83 1900 0.75 145 0.32 39 0.46 67 0.57 93 2.24 1187 3.60 1590 30 3.73 3375 . . . . .. 1.89 845 3.49 2965 2.42 1380 2.50 1470 0.82 168 0.50 75 0.42 59 0.63 109 2.46 1426 7.29 11590 31 3.60 3150 1.85 810 2.56 1540 0.86 184 0.40 55 0.63 109 5.88 7728 a. Max. 8 A.M., 11.23 = 2'7892 sec.­ft. b. Ice gorge Feb. 8 to 15, just below bridge; broke on night of 15th. Мах. 5 P.M., 8.27 : 15100 sec.-ft. Max. 8 А.М.‚ 13.09:36З00 Sec.-ft. . Frozen. In te rpolatcd . d. Мах. 8 А. М. 9.01 :17805 sec.­ft. g. Chain broke after А.М. reading Sept. 16th. New chain putin Sept. 26th. Readings interpolated. ’i‘Esti1natcd . e. Мах. 5 Р.М. 7.26: 11780 sec.­ft. 222. YOUGHIOGHENY RIVER АТ CON NELLSVILLE. Daily Gage Heights and Discharges of Y oughioghehy River at C ahnellsville. Pa., for 1911. January February March April May June July August :>. CS д Gage Dis- Gage Dis- Gage I Dis- Gage Dis- Gag Dis- Gage Dis- Gag Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet Sjetc.- Feet Sjete.- Feet See.- Feet See.- Feet See.- 1 4 . 70 5155 5 . 92 7832 4 . 25 4310 3 . 30 2640 3 . 34 270 2. 06 1007 2 . 52 1494 0 . 82 168 2 5 . 44 6682 5. 19 6139 3 . 82 3536 3 .19 2454 4 .06 3968 1 . 62 630 2 .22 1156 0 . 74 142 3 7 . 04 11094 4. 60 4960 3 . 48 2946 3 .50 2980 3 .50 2980 1 .39 469 2 .06 1007 0 .97 235 4 6 . 11 8328 4. 06 3968 3 . 38 2876 3 .96 3788 3 . 19 2454 1 . 32 423 1 .88 838 1 . 31 416 5 4 . 92 5584 4.40 4580 3 . 08 2273 6 . 46 9330 2 . 90 2000 1 . 37 455 1 . 81 778 2 . 12 1055 6 4.42 4618 3.99 3842 3.22 2504 9.57 19923 2.62 1615 1.96 912 1.66 660 1.98 931 7 3 . 50 2980 З . 62 3185 4. 00 3860 7.65 13045 2 .56 1542 4 . 10 4040 2 . 24 1187 1 . 44 503 8 3 . 25 2555 3 . 47 2929 3 . 58 3065 6 . 25 8720 2 .46 1426 3 . 73 3377 2 .37 1327 1 . 22 362 9 3 . 38 2776 3 . 54 3048 3 . 64 3220 6 . 08 8248 2 .28 1229 3 . 07 2257 2 . 03 978 1 . 20 350 10 2 . 96 2086 3 . 24 2538 4. 06 3968 5 . 92 7832 2 . 23 1176 2 . 53 1506 1 . 74 722 1. 06 280 11 2 . 81 1870 3 .90 3680 5. 33 6436 5 . 23 6223 2 .16 1105 2 . 28 1229 1 . 52 559 0 . 90 200 12 3 . 92 3716 3 .02 2177 5. 54 6912 4. 42 4618 2 .04 988 3 . 37 2759 1 . 56 587 0 .88 192 13 10 . 28 22778 3 .04 2203 4. 93 5603 3 . 95 3770 1. 96 912 3 . 86 3608 2 . 26 1208 0 . 82 168 14 10 . 79 25396 3 . 52 3014 4. 64 5038 4. 05 3950 1. 89 847 3 . 34 2708 2 . 42 1382 0 . 82 168 15 8 . 13 14630 5 . 19 6139 4. 41 4599 4. 45 4675 1. 76 738 2 . 89 1986 1 . 82 787 1. 15 325 16 7 .48 12486 4. 63 5018 3. 90 3680 4. 56 4884 1. 66 660 2 . 60 1590 1 . 50 545 1 .82 787 17 6 .02 8092 4 . 19 4202 3 . 64 3220 4 .18 4004 1. 64 645 3 . 82 3536 1 . 36 449 1. 58 601 18 4 . 52 4808 4 . 34 4476 3. 72 3360 3 . 99 3842 1. 66 660 5 . 70 7280 1 . 24 374 1.48 531 19 4 . 11 4058 4 . 23 4274 4. 96 5662 3 . 69 3308 1. 64 645 6 . 72 10116 1 . 24 374 1 . 34 436 20 3 . 62 3185 4 . 15 4130 5. 43 6659 4 . 20 4220 1. 63 638 4 . 75 5252 1 . 16 330 1 . 19 345 21 3 . 53 3031 3 . 64 3220 4. 88 5506 4 . 75 5252 1. 62 630 3 . 82 3536 1 . 17 335 0 . 96 230 22 3 . 88 3644 3 .30 2640 4. 47 4713 5 . 34 6458 1. 58 601 3 . 11 2321 1 . 18 340 0 . 88 192 23 3 . 64 3220 3 .09 2289 4. 11 4058- 5. 48 6774 1. 54 573 2 . 73 1757 1 .12 310 0 . 74 142 24 3.09 2289 2.98 2116 3.64 3220 4.79 5320 2.24 1187 2.42 1382 1.22 362 0.78 154 25 2 . 84 1913 2 . 96 2087 3 . 45 2895 4. 32 4436 2 . 07 1016 3 . 42 2834 1 . 30 410 0 . 85 180 26 3 . 38 2776 3 .84 3572 3 . 37 2759 3 . 92 3616 1 . 64 645 4 . 48 4732 1 .24 374 1 .00 250 27 5 . 00 5740 4 . 78 5311 3 . 34 2708 3 . 54 3048 1. 62 630 4 . 45 4675 1 . 17 335 1 . 59 608 28 6 . 02 8092 4 . 84 5428 3 . 41 2827 3 . 27 2589 1. 38 462 4 . 37 4526 1 . 01 255 1 . 89 847 29 9 .32 18966 . . . . . . . 3.04 2209 3. 28 2606 1.32 423 3 .69 3308 0 .94 220 3 .78 3465 30 10 .32 22942 . . . 3 . 16 2404 3 . 28 2606 1.35 442 2 . 94 2058 0 .86 184 8 . 75 16845 31 9.28 18814 3.58 3116 1.50 545 0.84 176 8.42 15624 Estimated M mi thly Discharge of Youghiogheay River at C ohnellsf/ille, Pa. [Drainage area, 1320 square mi1es.] Discharge in second­feet Run-ofi' Month ond-feet . 1 Maximum Minimum I Mean Slîecrnslgllêare Diîlfèiäieìn 1908 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 698 53 217 0 . 164 0 . 183 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 106 11 41 0.031 0.034 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71 29 36 0 . 027 0.030 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 41 68 0 .052 0. 058 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2338 23 342 0. 259 0 .289 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8170 195 1914 1.495 1.724 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19115 545 5173 3 . 919 4.081 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . ­ 10025 1840 4017 3 . 043 ' 3 . 508 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . 17915 2690 5737 4.346 4.849 Мау . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ 5845 700 2042 1 . 547 1 . 783 June . . . . . . . . . . . . . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9660 1155 3353 2 . 540 2 ‚834 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 960 210 415 0.314 0.362 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5075 90 919 0.696 0.802 September . . . . . . . . . . . . . . . . . . . . . . . . . — . . . . . . . . . . 785 160 359 0.272 0.303 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3840 85 731 0.554 0.639 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 650 360 478 0 . 362 О. 404 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . f 4420 285 773 О .586 0,575 The уеаг .................................. 19115 95 2165 1.639 21.965 STREAM-FLOW. 22 3 Estimated Monthly Discharge of Youghiogheny River at C onnellszfille, Pa.-(Continued.) Discharge in second-feet I Run~off Month Maximum Minimum Mean Spîaîorgcjìuäîìt Diâîgèsln mile 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26890 468 7211 5 . 470 6 . 306 February . . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15100 1315 5511 4. 175 4.347 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17805 810 3994 3.025 3 .488 Ар 1‘il . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11780 490 2139 1.620 1.807 Мау . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4060 1035 1744 1 . 321 1 . 523 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36300 1470 5229 3.961 4.419 .'Iul51 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1095 145 574 0 . 435 0 . 502 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220 39 99 0 . 075 0 . 086 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 912 55 236 0. 179 0.200 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109 14 44 О ‚033 0.038 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1426 43 215 0. 163 0.182 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11590 250 1319 0.999 1.152 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36300 14 2351 1.788 24.050 1911 January . . . . . . . . . . . . . . . . . . . '. . . . . . . . . . . . . . . . . . . . 25396 1870 7881 5.955 6.865 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7832 2087 3893 2.949 3.071 l\'IaI‘Ch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‚ 6912 2209 3876 2.936 3.385 Ар 1'ìl . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19923 2454 5505 4. 170 4.652 Мау . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3968 423 1164 0.882 1.016 .lune . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10116 423 2875 2. 178 2.430 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1494 176 647 0 . 490 0. 565 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16845 142 1508 1 . 150 1 .326 YOUGHIOGHENY RIVER АТ CONFLUENCE, РА. ` This station, situated on the two-span steel highway bridge, about V2 mile from the railroad station at Confluence, Somerset Co., Pa., was established September, 1904, Ьу Е. С. Murphy, for the U. S. Geological Survey, and in 1907 was taken over and has since been maintained by the W'ater Supply Commission of Pennsylvania. A standard chain gage measuring 23.28 feet from marker to bottom of weight is fastened ‘to the downstream handrail of bridge. Bench Mark N0. I is a cross on the head of a ri-vet in the bedlplate on the down- I stream side of the right abutment, and has an elevation of 20. 53 feet above the zero of the gage. Bench Mark No. 2 is a cross on the lower chord of the bridge under the gage box and has an elevation of 20.28 feet above the zero of the gage. Discharge measurements are made from Ithe upstream side of the bridge. The initial point for soundings is Ithe center of the bridge pin over right abustrnent on the up- stream side of bridge. The channel is straight for about 200 feet above and 500 feet below the station. The bed of the stream is rocky. Th'ere is a small cobblestone dam about 6 inches high under the bridge. The right bank is high and does not overíiow. The left b-ank is low and overflows during high water. There is an extreme range of about 16 feet between high and low water. The joining of the Casselman River, Laurel Hill Creek and Youghiogheny River just below this station, together with the fact that the Youghiogheny below its junction has a 'cross-section inadequate to carry away the Hood How, causes back-water in all these streams at high water. No measurements have been made to ascertain »the effect . 224 YOUGHIOGHENY RIVER AT CON FLUEN CE, of the back-Water on the Youghiogheny itself, and while it is Ibelieved that it is but little affected, the» higher discharges herein given should be used With caution. The gage is read daily by L. L. Mountain. The drainage area above the station is 43 5 square miles. Discharge Measurements of Youghíogheny River at С enñuenee, Pa. Date Hydrographer ` Width âëgiigii Viiigìiiy r1(ìiggrit ciiìirsée Feet Sq. ft. I"t~ Per Feet Sec.­ft. 1904 860. Sept. 12 E. C. Murphy . . . . . . . . . . . . . . 78 64 0,55 1,30 35 Sept. 27 N. C. Grover . . . . . . . . . . . . . . . . . . . . . . . . .. 190 80 0,54 1,37 43 1905 Mar. 11 E. G. Murphy . . . . . . . . . . . . . . . . . . . . . . . .. 260 1365 4,52 7,02 6164 Маг. 11 (10 . . . . . . . . . . . . . . . . . . . . . . . . . . . 260 1303 4. 32 6.81 5628 Mar. 15 N. G. Grover . . . . . . . . . . . . . . . . . . . . . . . . .. 240 699 3,42 4,41 2380 Mar. 16 do . . . . . . . . . . . . . . . . . . . . . . . . . . . 240 699 3,36 4,42 2344 Mar. 28 E. C. Murphy . . . . . . . . . . . . . . . . . . . . . . . .. 231 553 3,39 3,73 1372 April 17 A. H Horton . . . . . . . . . . . . . . . . . . . . . . . . .. 203 295 2,27 2,61 670 Ap ril 22 do . . . . . . . . . . . . . . . . . . . . . . . . . . . 231 550 2 , 35 3 , 79 1567 June 5 R. H. Bolster . . . . . . . . . . . . . . . . . . . . . . . . .. 203 256 2.08 2.41 534 Nov. 4 Hanna and Grieve . . . . . . . . . . . . . . . . .. 203 251 1.99 2,30 499 1906 May 25 U. S. Geological Survey . . . . . . . . . . . . . .. 188 163 1.23 1.86 200 1907 June 10 A. H. Horton . . . . . . . . . . . . . . . . . . . . . . . . .. 222 475 3.09 3.38 1390 Aug. 15 H. D. Padgett . . . . . . . . . . . . . . . . . . . . . . . .. 201 196 1.56 2.20 307 1908 ' Feb. 16 F. F. Henshaw . . . . . . . . . . . . . . . . . . . . . . .. 257 1900 4.66 219.10 8850 Анд.’ 21 В. Н. Bolster . . . . . . . . . . . . . . . . . . . . . . . . .. 178 98 0.78 1.59 76 Sept. 25h F. E. Langenheim . . . . . . . . . . . . . . . . . . . .. 75 69 0.33 1.20 23 1909 June 12 F. W. Scheidenhelm . . . . . . . . . . . . . . . . . .. 232 679 3.32 4.34 2253 1911 July 13 F. E. Langenheim . . . . . . . . . . . . . . . . . . . .. 134 316 1.25 2.75 396 a. Falling stage. b. Wading measurement. ш а PLATE '1 IO S’1`REAM­FLOW. Rating Table for 1/oughiogheny River at C07zŕlue11ce, Pa. Gage Dis- Gage Dis- Gage Dis- Gage Dis- Н Gage Dis Height charge Height charge Height charge Height charge Height charge Feet Sec.-jt. | Feet Sec.-ft. i Feet Sec.­ft. Ген Sec.-ft. Feet Sec.­ft 1.20 28 4.30 1 2237 Ё 7.40 5715 10.50 12450 13.60 18314 .30 33 .40 2351 Б .50 6890- .60 12640 | .70 18503 .40 47 .50 ‘ 2467 1 .60 7065 .70 I 12830 .80 18692 .50 67 .60 2585 .70 ‘ 7242 .80 13020 .90 18881 .60 93 1 .70 | 2705 .80 7420 .90 13210 14.00 19070 .70 127 1 .80 I 2827 .90 7600 11 .00 I 13400 .10 19259 .80 168 ‘ .90 I 2951 8.00 7780 .10 1 13589 .20 19448 .90 217 Í 5.00 | 3077 . 10 7964 .20 ‹ 13778 .30 19637 2.00 271 I .10 Р 3207 .20 8148 .30 13967 .40 ’ 19826 . 10 334 I . 20 3337 . 30 8332 . 40 14156 . 50 20015 . 20 399 . 30 3470 . 40 8516 . 50 14345 . 60 20204 . 30 465 . 40 3604 . 50 8700 . 60 14534 . 70 20393 . 40 533 . 50 3742 . 60 8884 . 70 14723 . 80 20582 . 50 603 . 60 3880 . 70 9068 . 80 14912 . 90 2077 1 .60 674 ‘ .70 ' 4023 .80 9252 .90 15101 15.00 20960 . 70 746 .80 4166 .90 9436 12.00 15290 . 10 21149 . 80 820 .90 4313 9 .00 9620 . 10 15479 . 20 21338 . 90 896 6 . 00 4460 . 10 9809 . 20 15668 . 30 21527 3. 00 974 . 10 4610 .20 9998 .30 15857 . 40 21716 . 10 1055 .20 4760 .30 10177 . 40 16046 . 50 21905 . 20 1139 .30 4915 .40 10366 . 50 16235 . 60 22094 . 30 1226 . 40 5070 . 50 10555 . 60 16424 . 70 22283 . 40 1316 . 50 5230 . 60 10744 . 70 16613 . 80 22472 . 50 1407 . 60 5390 . 70 10933 . 80 1 6802 . 90 22661 .60 1501 .70 5550 .80 11122 .90 16991 16.00 22850 .70 1598 .80 5710 .90 11311 13.00 17180 17.00 24740 .80 1698 .90 ‚ 5875 10.00 11500 .10 17369 18.00 26630 .90 1801 7.00 6040 . 10 11690 .20 17558 19.00 28520 4.00 1 1907 .10 6207 .20 11880 .30 17747 . . . . . . . . . . . 10 2015 .20 6375 .30 12070 .40 17936 . . . . . . . . . . . 20 2125 .30 6545 ` .40 12260 .50 18125 . . . . . . . . . . 1, Da-ily Gage Heights and Disc/uzrges of Youglzioglzeny Ríîßer аг‘ Confluence, Pu., for 190-/ September October 1\`0\'ember ‚ December September October Noveniber December Ё‘ »___ Q- — Q Gage Dis~ Gage 1 Dis- Gage Dis- Gage Dis- д Gage 1 Dis~ Gage 1 Dis- Gage Dis- Gage Dis- Ht. cliarge Ht. Е 611214-C Ht. charge Ht. charge Ht. Ichange Ht. ‘charge Ilt. charge Ilt. charge Feet See.- Feet See.- Гсст 1 Sec.- Feet Sec.- Feet Sec.- Feet 1 Sec» Feet 1 Sec.- Feet Sec.- fl. 1 ff, . jt. ft. ’ ft. i jt. 1 ft. ft. 1 1_3@ 35 1,35 42 1,40 50 17 1.35 42 1.60 94 1.40! 50 151.50 694 2 1.30. 35 1 . 35 42 1. 40 50 18 1 .35 42 1 .60 94 1.40 50 а (194 3 1. 30 1 35 1 . 35 42 1.40 50 19 1 .35 42 1.50 70 1.40 50 а (194 4 1.25 Ё 28 1.35 42 1.40 50 20 1.35 42 1 .45 60 1 .40 50 а (194 5 1.25‘ 28 1.30 35 1.40 50 21 1.40 50 1.40 50 1.40 50 а (194 6 1. 25 г 28 1 . 30 35 1 . 40 50 22 1 .40 50 1 .40 50 1 .40 1 50 а (194 7 1.25Ё . 28 1.30 35 1.40 50 23 1.55 81 1.40 50 1.40 50 а (194 8 1.301 35 1.30 35 1.40 50 24 1.55 81 1.40 50 1.40 50 1)1.90 94 9 1. 35 ; 42 1 . 30 35 1.40 50 25 1 .50 70 1.40 50 1.40 50 С 4 .80 2850 10 1.353 42 1.35 42 1.40 50 26 1.40 50 1.40 50 1.40 50 4.25 2165 11 1 .40 50 1 . 35 42 а (150 27 1 .40 50 1 .40 ' 50 1 .40 50 4.50 2460 12 1.40 I 50 1.35 42 а (150 28 1 42 1.35 42 1.40 50 4.90 2990 13 1 . 40 50 1 . 35 42 а (170 29 1 .35 42 1.35 42 1.40 50 3 .80 1695 14 1.70; 124 1.35 42 а (170 30 1.35 42 1.35 42 1.40 50 3.00 995 15 .. 1.70; 124 1.35 42 а (194 31 .. 1.35 42 .. 2.70 750 16 1.35 42 1.65 108 1 42 а (194 I а. Frozen. с. Ice gone out. b. Hole eut in ice and gage read to surface of water. (1. Discharge estimated . gaz Daily Gage Heights and Discharges of Y oughiogheny Riz/er at C onítaehce, Pa., for 1905. January February March April May June July August September October November December N. Q Gag Dis- Gag Dis­ Gage Dis­ Gag Dis­ Gag Dis- Gag Dis- Gag Dis- Gag Dis~ Gag Dis­ Gag Dis­ Gage Dis­ Gage Dis­ Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge H charge I-It. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet Sec.- Feet See.- Feet Sec.- Feet See.- Feet See.- . ft. ft. ­ . . . ft. . ft- ft. ‚ ft. 1 2 ‚45 556 2 _ 35 479 3 ‚ 55 1465 2,75 790 2 ‚ 55 633 3 ‚ 20 1165 2. 45 556 3 . 60 1510 2 . 10 308 1 . 60 94 2 .50 595 3 . 95 1847 2 2.35 479 2.30 441 3.55 * 1465 2.60 672 2.40 518 2.80 830 3.65 1555 3.00 995 2.05 279 1-60 94 2.40 518 3.50 1420 3 2.60 672 2.35 479 3.55 * 1465 2.60 672 2.35 479 2.70 750 3.15 1122 2.70 750 2.05 279 1.80 ‘160 2.30 441 8.05 7420 4 2 . 50 595 2 . 30 441 3 . 55 1465 2 . 50 595 2 . 25 405 2 . 50 595 3 . 00 995 2 . 55 633 2 . 05 279 1 . 75 140 2 . 30 441 5 . 60 3984 5 2.45 556 . . . . . . . . 4.28 * 2210 2.55 633 2.25 405 2. 518 3.90 1795 2.50 595 2.10 308 1.70 124 2.30 441 4.35 2282 6 2.40 518 . . . . . ‚ . ‚ 4.91 3@ 2955 2.65 711 2.30 441 2.30 441 3.60 1510 2.35 479 2.20 370 1.65 108 2.45 556 3.70 1600 7 2.25 405 . . . . . . . . 5.40 3700 2.75 790 2.30 441 3.00 995 '4.50 2460 2.20 370 2.25 405 1.65 108 2.40 518 3.35 1292 8 2.20 370 2.55 633 5.45 3771 2.90 910 2.35 479 2.90 910 4.80 2850 2.10 308 2.55 633 1.60 94 2.35 479 3 . 10 1080 9 2.10 308 . . . . . . . . 7.85 7140 2.90 910 2.25 405 2.75 790 3.85 1745 2.10 308 2.75 790 1.60 94 2.30 441 2.90 910 10 2.15 339 . . . . . . . . 8.70 ‘ 8330 3.05 1037 2.25 405 2.60 672 3.30 1250 2.05 279 2.90 910 1 .55 81 2.30 441 2.80 830- 11 2.20 370 2. 65 711 6. 75 5600 3 .95 1847 2 .40 518 4. 70 2710 3 . 15 1122 2. 30 441 3 . 50 1420 1. 70 124 2.20 370 2 . 75 790 12 2.45 556 . . . . . . . . 5.65 4055 3 .55 1465 3 .00 995 3 .60 1510 3.00 995 2.20 370 3.75 1647 2.30 441 2.20- 370 2.70 750 13 6 .35 5040 5 . 05 3205 3 . 30 1250 2 . 85 870 3 . 1420 3 . 10 1080 2 . 10 308 3 . 10 1080 3 . 20 1165 2 .'15 339 2 . 60 672 14 4.70 2710 . . . . . . . . 4.70 2710 2.95 952 3 .20 1165 3. 1080 2.85 870 2.05 279 2.60 672 2.00 250 2. 15 339 2.50 595 15 3 .55 1465 3 .05 1037 4 . 45 2400 2 .85 870 4. 05 1952 2 . 750 2 . 55 633 4. 50 2460 2 . 20 370 1 .90 202 2 .20 370 2 .40 518 16 3.15 1123 . . . . . . . . 4.45 2400 2.75 790 3 .85 1745 2. 556 2.35 479 4.10 2005 2. 15 339 1.80 160 2.20 370 2.35 479 17 2.90 910 . . . . . . . . 5.70 4126 2.60 672H 3.70 1600 2. 518 2.20 370 3.20 1165 3.10 1080 1.75 140 2.30 441 2.30 441 18 2. 75 790 3 . 35 1292 6 . 45 5180 2 . 60 672 3 . 40 1335 2 . 441 2 .15 339 2 . 70 750 2 . 05 279 1. 70 124 2 . 30 441 2 . 25 405 19 2.60 672 . . . . . . . . 8.70 8330 2.50 595 3.00 995 2. 370 2.10 308 2.40 518 2.00 250 1.90 202 2.35 479 2.25 405 20 2 .55 633 . . 8 .45 7980 2 .75 790 2 .85 870 2 . 370 2 .20 370 2. 30 441 1 . 95 225 6 . 15 4760 2 .20 370 2 .20 370 21 2.50 595 . . . . . . . . 10 .25 10500 3.05 1037 2.75 790 2. 308 2.70 750 2.20 370 1.90 202 4.10 2005 2. 10 308 3.80 1695 22 2.40 518 3 .45 1377 8 .05 7420 3 .80 1695 2. 60 672 3 . 1292 2.40 518 2. 10 308 1 .80 160 3 .25 1207 2.05 279 4.60 2580 23 2.45 556 . . . . . . . . 5.85 4338 3 .45 1377 2.50 ` 595 3. 1080 2.30 441 2. 10 308 1.80 160 2.80 830 2.05 279 4.20 2110 24 2.35 479 . . . . . . . . 4.90 2990 3 . 10 1080 2.35 479 3. 1335 2.70 750 2.00 250 1 .80 160 2.60 672 2.00 250 4.00 1900 25 2 .40 518 3 . 55 1465 5 . 20 3417 3 .00 995 2 .30 441 3 . 995 2 . 50 595 2 . 50 595 1. 80 160 3 .50 1420 2.10 308 3 . 50 1420 26 2.40 518 . . . . . . . 4.55 2520 2.80 830 2.25 405 2. 830 2.25 405 4.00 1900 1 .75 140 3 .50 1420 2.05 279 3.10 1080 27 2 .30 441 . 4 .15 2057 2 . 90 910 2 . 20 370 3 . 1377 2 . 10 308 2 . 95 952 1. 70 124 3 ‚ 30 1250 2 ‚ 05 279 2 _ 95 952 28 2 . 35 479 . 3 . 70 1600 2 .85 870 2 . 15 339 2. 910 2 .05 279 2. 65 711 1. 70 124 3 ‚00 995 2,40 518 2 ‚ 85 870 29 2 . 30 441 . 3 . 30 1250 2 . 85 870 2 . 00 250 2 . 672 2 . 40 518 2 . 30 441 1 . 65 108 2 . 80 830 5 .40 3700 3 . 10 1080 30 2 .35 479 3 . 15 1122 2 . 60 67 2 2 .05 279 2.50 595 4 .40 2340 2. 25 405 1. 60 94 2 . 65 711 5 .35 3629 2.85 870 31 2.30 441 2.90 910 2.10 308 4,00 1900 2.20 370 .. 2,55 633 2,75 790 From Feb. 5 to Mar. 6, river frozen entirely across, except for narrow channel of open water under gage. Ice 0.7 ft. to 1.0 ft. thick. *Estìmated. ¿zz Daily Gage Heights Eind Discharges of Y onghiogheny River at C ontlitence, Pa., for 1906. Day O[\Q«­­|»-It­Il­­J!­‘1­­|\­­|>­-Il-ll­­­‘ ~O©œQœmßœwHoœœQ@mßwwH nl O3l©l\‘J[\'Jl\')l\'.1l©l\')l\'1 O¢Dœ"~IOäCJ1|-lâ-CJ0l\') 31 January February March April May June July August September October November December Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gag Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Ht. Dis- Gage Dis- ' Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Gage charge Ht. charge Ht. charge Feet see.- Feet See.- Feet` See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet Seo.- Feet See.- Feet See.- jt. . ft. . . ft. jt. . . ft. . jt. 2.60 672 2.60 672 2.50 595 6. 10 4690 3.10 1080 2.45 556 2.45 556 2.20 370 1.90 202 1.80 160 2.10 308 2.30 441 2.50 595 2.50 595 2.50 595 5.10 3276 3 .30 1250 2.50 595 2.40 518 2.10 308 1 .90 202 1 .75 140 2.20 370 2.30 441 2.85 870 2.45 556 2.50 595 4.80 2850 3.20 1165 2.35 479 2.20 370 2.40 518 1.80 160 1 .75 140 1.95 225 2.65 711 5.35 3629 2.40 518 2.75 790 4.80 2850 3.00 995 2.25 405 2.15 339 2.10‘ 308 1.80 160 1.85 180 1.80 160 2.50 595 4 .40 2340 2 .35 479 3 . 40 1335 5 .20 3417 2 .90 910 2.20 370 2 . 15 339 2.00 250 1 . 75 140 2.10 308 1 .80 160 2. 35 479 3.70 1600 2.25 405 3.20 1165 7.00 5950 2.80 830 4.40 2340 2. 10 308 1 .90 202 1.70 124 2.20 370 1.85 180 3 .30 1250 3 . 30 1250 2 . 15 339 3 . 00 995 5 . 50 3842 2 . 70 750 5 .20 3417 2 .00 250 1 . 90 202 1. 70 124 2.35 479 1 . 80 160 4 . 10 2005 3.20 1165 1.90 202 2.85 870 4.50 2460 2.60 672 3.90 1795 1.95 225 4.40 2340 1.65 108 2.25 405 1 . 75 140 3.50 1420 3 . 70 1600 1 .90 202 2 . 75 790 4 .40 2340 2. 60 672 3 .35 1292 1.90 202 7.40 6510 1.65 108 2.10 308 1 . 75 140 3 . 10 1080 2.50 595 1.95 225 2.75 790 5.75 4197 2.60 672 2.90 910 1.90 202 8.20 7630 1.80 160 2.05 279 1.80 160 6.40 5110 2 . 70 750 2 . 00 250 2 . 80 830 4 .80 2850 2 . 55 633 2 . 70 750 1. 85 180 5 . 10 3276 1 .80 160 2 .00 250 1 . 80 160 8 . 10 7490 3 .30 1250 2 . 20 370 2 . 85 870 4. 10 2005 2 . 50 595 2 . 60 672 1. 85 180 3 . 90 1795 1 . 60 94 2 .00 250 1 . 85 180 5 . 55 3913 2.70 I750 2.15 339 2.75 790 3.80 1695 2.40 518 2.50 595 1.80 160 3.40 1335 1.65 108 1.95 225 1.80 160 4.40 2340 2 . 70 750 2 . 10 308 2 . 70 750 3 . 60 1510 2 . 30 441 2.40 518 1. 80 160 3 . 00 995 2 .00 250 1 . 95 225 1 . 80 160 3 . 95 1847 2 . 75 790 2 . 05 279 2 . 75 790 5 . 20 3417 2. 25 405 2 . 35 479 1 . 75 140 2 . 80 830 1 .80 160 1. 90 202 1 . 85 180 3 . 65 1555 2.85 870 2.05 279 2.75 790 4.70 2710 2.20 370 2.25 405 1.75` 140 2.55 633 1 .70 124 1 .90 202 1.90 202 4.20 2110 3 .55 1465 2.00 250 2.70 750 4.10 2005 2.15 339 2.15 339 1.75 140 2.55 633 1 .65 108 1.85 180 2.00 250 5.85 4338 3.80 1695 2.05 279 2.65 711 3.70 1600 2.10' 308 2. 10 308 1.80 160 2.50 595 1.95 225 1 .85 180 3.00 995 6.40 5110 4 . 35 2282 2 . 10 308 2 . 70 750 3 .40 1335 2 . 10 308 2 .05 279 1 . 70 124 2. 70 750 1 .90 202 1 . 85 180 3 . 50 1420 4.80 2850 3.80 1695 2.20 370 2.7 5 790 3 . 10 1080 2.05 279 2.30 441 1.70 124 3.60 1510 1.90 202 2.00 250 4.40 2340 4. 10 2005 3.80 1695 2.20 370 2.60 672 3.10 1080 2.00 250 3.10 1080 1.70 124 4.00 1900 1.85 180 2.30 441 4.00 1900 3.90 1795 3.85 1745 2.40 518 2.50 595 3.20 1165 2.00 250 2.90 910 1.80 160 3.15 1122 1.85 180 2.40 518 3.35 1292 3.60 1510 10.00‘ 10150 2.65 711 2.50 595 3 .35 1292 1 .95 225 2.80 830 2.80 830 2.70 750 1 .85 180 2.30 441 2.90 910 3 .25 1207 6.40 5110 2.60 672 2.80 830 3.40 1335 1.90 202 2.80 830 2.40 518 2.60 672 ' 1 .80 160 2.15 339 2.70 750 3 .00 995 4.80 2850 2.45 556 3 .00 995 3 .40 1335 1 .85 180 2.60 67 2 2 . 20 37 0 2.60 67 2 1.80 160 2.05 279 2.55 633 2.80 830 4 .00 1900 2.30 441 2.70 750 3.40 1335 1.85 180 2.50 595 2.00 250 2.35 479 1 .75 140 1.95 225 2.45 556 2.80 830 3.50 1420 2.30 441 5.50 3842 4.65 2645 1.80 160 2.50 595 1.80 160 2.35 479 1.75 140 1.95 225 2.35 479 2.85 870 3 . 30 1250 2. 35 479 8 . 00 7350 3 . 90 1795 2 . 30 441 2 . 45 556 1. 75 140 2. 25 405 1 .70 124 1 . 90 202 2 . 30 441 3 . 50 1420 3.10 1080 . . .. . . . 6.40 5110 3.50 1420 2.35 479 2.75 790 1.70 124 2.15 339 1.70 124 1 .95 225 2.25 405 4.90 2990 2.90 910 . . . . 7 .70 6930 3.25 1207 2.30 441 2.50 595 2.50 595 2.10 308 1.80 160 2.05 279 2.20 370 5.35 3629 2.80 830 8.60 8190 2.40 518 2.30 441 2.00 250 . 2.10 308 . 7.50 6650 Note. Discharge probably unaffected by ice conditions . 1228 m@@N @H.w @HHN @N.w »Hwœ @N.m mœH@ @@.m mw»H mœ.œ @H»N @».w »@Hw m».m сета mN.» @Nmw m@.@ мат @m.N @»w mœ.N œHm @w.N m@m @m.N mw»H mœ.œ @@@H @@.w mNNN @œ.w @œmN @œ.w mœHm @@.m @@»m @w.m wœ@œ @m.m œmmw mœ.m @»ww m@.m mmHH @N.N mm@ @@.N ст» m».N mmm @m.N mm@ @@.N m@»H @@.N @œ@H @H.N m@@ @@.m mmHH @N.m «H ...@Wm w®b..N мшнмдо .HHH -w§H oww@ .SHHHHEQQQ NNHH mH.œ »w@H m».œ »@NH mN.œ NNHH mH.œ mm@ @@.œ @H@ @@.N @mœ @œ.N @mœ @@.N @»œ mœ.N HH» mm.N @œœ @@.N @œ@H @H.N N»@ @@.N тыл @m.N mmm mm.N @@» m».N Nm@ m@.N @mm mH.N @HmH @m.m m@mH @œ.œ »mHN mN.w m»Nœ @H.m »œwm mN.m @@mm m».m псом @H.w mNNN v@mw @H»N @».w @mmw @@.m N»w mm.N „## @œ.N #H ‚ QQ@ wub@ om.äHHo .HHH -WFH @mßs .5«H:5>o./. @Hm @w.N @»w mm.N ось m».N @mNH @m.m @mN @@.N N@N @@.H @œH mœ.H N@N @@.H mNN m@.H @mN @@.N так @H.N тем @H.N @mm mH.N m@w mN.N œHm @w.N œHm @w.N m@w mN.N Hww @w.N @mm mw.N œHm @w.N ваш @m.N @m» @».N m@@ @@.m œHm @w.N @mm mw.N @mm mm.N тем @H.N тем @H.N N@N @@.H mNN m@.H @»N m@.N HH -..¿M ЁРЩ 9w.:2Ho .HHH ‚во @www .SAHOHOO .»QQH œ@œ @H.N @œH mœ.H N@N @@.H @mN @@.N так @H.N @mm mH.N œHm @w.N тот @H.N шею @H.N @»œ @N.N Hww @N.N „## @N.N @»N m@.N N@N @@.H N@N @@.H @mN @@.N тот @H.N „## @m.N mmm @m.N mmm mw.N @mN @@.N @»N m@.N @»N m@.N @»N m@.N @»m @N.N m@m @m.N N»m @m.N HH» mm.N @mN @@.N @»N »@.N HH -..mmm wœœfw œ.w.S2Ho .HHH -..«HAH www ‚БДЕФЁФШ œ@œ @H.N @»m @N.N @»w mm.N mm@ mm.N @@» m».N @œ@H @H.N mmwH mm.m @@@H @@.w @»œ @N.N N@N @@.H N@N @@.H @mN @@.N тот @H.N œ@œ @H.N œ@m @H.N @»m @N.N Hww @N.N œHm @w.N mœm @m.N N»m @@.N @@» m».N @mm @œ.N @H@ @@.N m@@ @@.m @œ@H @H.m mmœH @w.N mmm @m.N маю @m.N N»m @@.N om» @».N @H@ @@.N . #H -..@ww Hmmm» œ.w.§HHo .HHH -m.H^H штаб „шзшзч Nm@ m@.N N@NH mœ.m @@mH @».m @HHN @N.w @Nmm mm.m @@œm @@.m m@mH @@.N @@@H @@.w @œmN @m.w m@HH @N.m mmHH @N.N m@mH @œ.m @œmN @m.w @œmw @H.m »Hwm @N.m m@m @m.N @m» @».N »œ@H m@.m mw»H mœ.œ @Nmœ mœ.m @mm @N.N N@N. @@.H N@N @@.H mNN m@.H @mN @@.N @»N m@.N том @H.N @»w mm.N mmm mm.N @m» @».N @»N @N.N #H -..Em Ёюыы оыёдо .HHH ‚та oww@ »ma ... .... @Hm @@.N @»œ @N.N @Hm @@.N @»œ @N.N @œ@H @H.N @»m @N.N mmHH @N.N Hww @N.N »@NH mN.m Hww @N.N NNHH mH.m Hww @m.N »m@H m@.œ N»m @@.N N@NH mm.m œHm @w.N »»mH mw.œ N»m @@.N mmwH mm.œ см» @».N mmmH mm.m от» m».N @wœN @w.w @»œ mœ.N @»œ mœ.N @œ@H @H.m HH» mm.N mmœH @w.N @@» m».N @HmH @@.N @»œ mœ.N Nm@H m@.w @»œ mœ.N œmmm @m.m »œ@H m@.œ Nm@H m@.w mmmH @w.N mw»H mœ.œ @@@H @@.w @wœœ mH.m @wmN @w.w mmHH @N.m »www mN.m @HmH @m.œ @@»» mN.œ Nm@H m@.w NNHH mH.m @HHN @N.w NNHH mH.m @mwN @œ.w @»œ mœ.N @mwN @m.w @Hm @@.N @NwH @m.m mmHH @N.m @mwN @m.w Nm@ mm.N NHNN mm.m mm@ @@.N m@HH @N.m @œ@H @H.N #H m» ...¿ra „SPH -duw ÉPH wwuwno .HHH @NHQSQ .HHH ¿HQ www@ ‚та www@ @Csm мы; m@HH @N.m mmmH @w.N mmwH mm.m @@@H @».m mw»H mœ.m @wœN @w.w @mmm @m.m mmHH. @N.N m@HH @N.N »@NH mN.m @mNH @œ.m @mNH @œ.m »»œH mw.m @@mH @».m @@mH @».m mm@ @@.m @œ@H @H.m шеф @@.N шва оо.м @mm @œ.N @œ» m».N œHm @w . 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N Hww @N.N œHm @w.N mmm mw.N URK. uuu@ mmv; QNÈHHQ .HHH .w:H www@ HH.:HH« mmm mm.N HH» mm.N @œœ @œ.N @»œ »œ.N »@@ @@.œ @œ@H @H.N NNNH mœ.œ »w@H m».m MNNN @m.w œNHw @».m @mmm @».@ @mHHH @».@H @m»mH @@.wH @wœN .@w.w mmHm @@.m @mNm @m.m @mwm @m.@ @mmNN O@.@H _@m»œH @N.mH @NwH @m.m @NwH @m.œ мат @@.m @H@ @@.N Nm@ m@.N m@@ @@.N @œ@H @H.m »@NH mN.m mmœH @w.œ @HmH @@.N »m@N mH.w mmHH @N.m ¿H -..Ew EP» QNHQQQ HHH -mmm @MHHÖ HHQÈHH È» гвщ „ъзёзтзею Ё ЁВЩ „H:ÈmQ„:H95..H же .âm.ë„Hä,.„Q Ёё .„Èm.§H|H «SG ЭЁЩ m@@ @@.N @HQ @@.N @H@ @@.N Nm@ m@.N шаг @@.œ »œ@H m@.œ @œ@H @H.N mœœH @w.œ mw»H mœ.œ юга @@.N @@» m».N @mm @œ.N @»œ mœ.N @H@ @@.N N»@ @@.N HH» m@.N HH» m@.N @m» @».N @mœ @œ.N NNHH mH.œ @mNH @N.N @HmH @@.N mmmH mm.œ »w@H m».œ mœHœ @@.m @w@m mm.@ m@HH @N.m HH» mm.N HH ‚бот »ouh Qm,:...=o .HHH .wFH @www HHw:H2@H . @m» @».N @œœ @w.N @H@ _@@.N »m@H m@.m @mNH @œ.m @@@H @».œ @@@H @@.w @@@H @».œ мест @H.w @mwN @œ.w @œœw @N.@ @»H@ @œ.@ @mœœH m@.NH @@w» @H.œ @»@w @œ.m @mmm @».@ @Hmm @@„œ @@œNH @HH . HH @@œ@ mN.» @m»HH mH.HH @HHN @N.w mœHœ @@.m @@@m m».@ m@»H @@.N mmmH @w.m mmmH @w.m @@@H O» . œ m@»H @@.N @wmN @w.w @@@N @@.w @»@w @@.@ mm -..»QM _ w„Öf.~ @m.:2Ho .HHH -WE @mio >..::EœH. Hm/ wm ты ‘Ы ст mm wm „N ты _N f­­C\`I'-"'I'<Í'l'î ózz Daily Gage Heights and Discharges of 1/'aughiogheny River at Confluence, Pa., for 1908. January February s Ш -----1 д Gag Dis- Gag@ Dis- Ht. charge Ht. ' charge Feet See.- Feet See.- П. ft. 1 3 . 80 1695 3 . 30 1250 2 3.60 1510 2.95 952 3 3 . 50 1420 2 . 75 790 4 3 . 00 995 2 . 60 672 5 2 . 95 952 2 . 55 633 6 2.90 910 2.55 633 7 2 . 65 711 2 . 70 750 8 2 . 50 595 2 . 60 672 9 2 . 65 711 2 . 55 633 10 2.55 633 2.55 633 11 2.45 556 2.00 072 12 6.45 5180 2.70 750 13 5 .80 4268 3 .75 1647 14 5 .35 3629 5 . 65 4055 15 4.65 2645 15.00 17150 16 3 . 65 1555 8 . 75 8400 17 3 . 30 1250 5 . 80 4268 18 2 . 95 952 4 . 95 3062 19 2.80 830 4.00 1900 20 2.65 711 3.50 1420 21 2.70 750 3.20 1165 22 3.10 1080 3.15 1122 23 3.20 1165 2.90 910 24 3.05 1037 2.80 830 25 3 .00 995 2 . 70 750 26 3 . 25 1207 2 . 70 750 27 3.95 1847 2.70 750 28 3 .75 1647 2.70 750 29 3.10 1080 2.65 711 30 2 .85 870 . . . . . . 31 3 .70 1600 March April Мау June July August September October 1\°o\‘e1nber December Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage 1 Dis- Gage Dis- Gage Dis- lit. ì charge Ht. charge llt. charge llt. charge Ht. charge Ht. charge Ht. charge Ht. charge _ H1.. charge НЕ. charge Feet ' Sec.- Feet 1 See.- Feet 1 Sec.- Feet Bcc.- Feet же: Feet Sec.- Feel See.- Feet 1 sce.- Feet Sca.- Feet See.- jt. ft. ft. ft. ft. ft. ft. ft. ft. ft. 2.70 750 4.75 _.780 2.60' 672 2.95 952 1.60 94 1.65 108 1.50 70 1.30 35 1.30' 35 1.30 35 7 .50 6650 4 . 75 2780 2 . 50 t 595 2 . 75 790 1 . 60 94 1. 60 94 1 . 50 70 1. 30 35 1. 30 35 1 .30 35 7.20 6230 4.05 1952 2.50 595 2.60 672 1.60 94 1.60 94 1.50 70 1.30 35 1.30 35 1.30 35 5 . 50 3842 3 . 65 1555 3 . 55 1465 2 . 50 595 1 . 60 94 1. 55 - 81 1. 45 60 1. 30 35 1 . 30 35 1.30 35 5.10 3276 3.40 1335 7.85 7140 2.45 556 1.60 94 1.55 81 1.45 60 1.30 35 1.30 35 1.25 28 7.40 6510 3.40 1335 6.70 5530 2.40 518 1.55 81 1.55 81 1.45 60 1.30 35 1.30 35 1.25 28 10.90 11410 3.20 1165 10.25 10500 2.50 595 1.55 81 2.05 279 1.45 60 1.30 35 1.30 35 1.40 50 7.75 7000 3 .90 1795 8.10 7490 2.35 479 1.55 81 1.90 202 1.45 60 1.25 28 1 .30 35 1.50 70 10.05 10220 5.40 3700 6.15 4760 2.20 370 1.50 70 1.70 124 1.45 60 1.25 28 1.30 35 1.40 50 6 . 60 5390 4 . 55 2520 5 . 25 3487 2 . 10 308 1. 50 70 1. 50 70 1 .40 50 1. 25 28 1 .30 35 1 .50 70 5 . 30 3558 7 . 25 6300 4 . 45 2400 2 . 00 250 1. 50 70 1 . 50 70 1 . 40 50 1. 25 28 1 . 30 35 1 . 50 70 5 . 00 3135 4.95 3062 3 . 85 1745 2 .00 250 1. 50 70 1 . 50 70 1 . 40 50 1. 25 28 1.30 35 1.60' 94 5 .00 3135 4 .20 2110 3 .50 1420 1.95 225 1.50 70 1.45 60 1.40 50 1. 25 28 1.30 35 1.70 124 5.30 3558 3.75 1647 1292 1.90 202 1.70 124 1.45 60 1.35 42 1.25 28 1.30 35 1.70 124 5.00 3135 3.60 1510 3.901 1795 2.05 279 1.85 180 1.40 50 1 .35 42 1.25 28 1.30 35 1.70 124 4.80 2850 3.50 1420 3.60 1 151.0 2.00 250 1.85 180 1.40 50 1 .30 35 1.25 28 1.30 35 1.70 124 4.40 2340 3 .40 1335 3.40 I 1335 1.95 225 1 .85 180 1.40 50 1.30 35 1.25 28 1.30 35 1. 70 124 4 .50 2460 3 .30 1250 3 .25 ‚ 1207 1.90 202 1. 80 160 2 .35 479 1.25 28 1. 25 28 1.35 42 2. 20 370 11.00 11550 4 . 30 2225 4. 30 \ 2225 1 .90 202 1. 95 225 2 . 00 250 1. 25 28 1. 25 28 1 . 35 42 2 . 80 830 6.75 5600 4.00 1900 5.30 1 3558 1.85 180 1.85 180 1.75 140 1.25 28 1.25 28 1.40 50 2.30 441 4 .90 2990 3.35 1292 5 .60 3984 1. 85 180 1 . 70 124 1. 55 81 1 .20 23 1 .25 28 1. 40 50’ 2 .О0 250 4 . 15 2057 3 . 20 1165 6 . 60 5390 1 . 90 202 1. 60 94 1 . 50 70 1 . 20 23 1. 25 28 1 . 40 50 1 .85 180 3 .80 1695 3 . 10 1080 4.40 2340 1 .90 202 1.50 70 1.50 70 1.20 23 1. 25 28 1.40 50 1.85 180 3 . 75 .1647 3 . 00 995 4 . 40 2340 1. 85 180 2 . 45 556 1. 70 124 1 . 20 23 1. 25 28 1.40 50 1. 85 180 3.25 1207 2.90 910 3.90 1795 1.85 180 2.20 370 1.70 124 1.20 23 1.30 35 1.40 50 1.80 160 3 . 00 995 2 .80 830 3 . 60 1510 1.80 160 2 _ 10 308 1. 65 108 1.20 23 1.30 35 1.35 42 1. 70 124 2.85 870 2.60 672 3.50 1420 1.70 124 2.00 250 1.65 108 1.20 23 1.30 35 1.35 42 1.60 94 2 . 80 830 2 . 45 556 3 .30 1250 1. 65 108 1 . 90 202 1. 65 108 1. 30 35 1. 30 35 1. 35 42 1. 70 124 3.65 1555 2.45 556 3.60‘ 1510 1.65 108 1.85 180 1.60 94 1.30 35 1.30 35 1.35 42 1.70 124 3.80 1695 2.40 518 4.20‘ 2110 1.60 94 1.75 140 1.55 81 1.30 35 1.30 35 1.30 35 1.70 124 4.55 2520 I 3.30)I 1250 .. 1.70 124 1.50 70 1.301 35 1.75 140 087: Daily Gage Н eíghts and Discharges of Y oughíogheny River at Conŕîuence, Ра., for 1909. „а January February March April May June July August September October November December :>. N Q Gage Die- Gage Die~ Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis~ Gage Dis- Gage Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Бес: Feet все“ Feet Sew Feet Sec’. F661 Sec.- Feet Sec.- Feet Sco.- Feet Seo.- Feet Sec.- Feet Sec.- Fee! See.- Feet Sec.- . ft. . fi. . ft. ft. ‘. . . ft. jt. 1 1.75 140 2.25 405 3.60 1510 3.00 995 3.80 1695 2.70 750 2.20 370 1.60 94 1.75 140 1.55 81 2.00 250 1.90 202 2 2. 00 250 2 .50 595 3 .90 1795 3 .00 995 3.70 1600 3.00 995 2- 10 308 1.00 94 1-70 124 1.55 81 2 .00 250 1.85 180 3 2,05 279 2 _ 50 595 4 ‚ 60 2580 3 . 20 1165 3 _ 50 1420 3 .35 1292 2. 05 279 1 . 60 94 1. 70 124 1.50 70 1 . 95 225 1.85 180 4 1 .80 160 2.40 518 4.60 2580 3.90 1795 3 .60 1510 3 .20 1165 2-00 250 1.60 94 1 .70 124 1 .50 70 1.95 225 1.85 180 5 1.80 160 2 . 50 595 4 . 40 2340 3 .85 1745 3 .40 1335 5 .00 3135 2. 00 I250 1 .60 94 1 .80 160 1. 50 70 1 . 90 202 1. 85 180 6 1.90 202 3 . 60 1510 3 . 80 1695 3 . 75 1647 З . 00 995 5 .35 3629 1- 99 202 1 .60 94 1.90 202 1.50 70 1.85 180 1.80 160 7 1.90 202 3 .3_5 1292 3 .40 1335 3 .45 1377 2 . 80 830 4 . 10 2005 1 - 80 160 1 -55 81 1 .80 160 1.45 60 1 . 80 160 1.90 202 8 1.85 180 2.90 910 4.20 2110 3.20 1165 2.70 750 4.05 1952 1.75 140 1.55 81 1.75 140 1.45 60 1.80 160 2.40 518 9 1.80 160 2.80 830 4.20 2110 3.00 995 2.65 711 3.75 1647 1.70 124 1.50 70 1.70 124 1.45 60 2.00 250 2.40 518 10 2 .00 250 3 . 00 995 4. 50 2460 2. 90 910 2 . 60 672 3 .90 1795 1. 65 108 1.45 60 1.65 108 1 .40 50 2.10 308 2. 20 370 11 1. 90 202 3 .90 1795 3 . 90 1795 2 .85 870 2 . 50 595 5 . 30 3558 1.65 108 1 .45 60 1 . 70 124 1 . 55 81 2 .00 250 2 . 10 308 12 2 .00 250 3 . 75 1647 3 .40 1335 2 . 80 830 2 . 40 518 4 . 30 2225 1. 65 108 1.40 50 2 . 15 339 2 . 25 405 2 .00 250 2 . 10 308 13 2.10 308 3.60 1510 3.25 1207 2.75 790 2.30 441 3.60 1510 1.65 108 1.40 50 2.05 279 2.15 339 2.00 250 2.40 518 14 2 .30 441 4 . 00 1900 3 .15 1122 6 .05 4620 2. 25 405 3 . 70 1600 1. 65 108 1.40 50 1 .90 202 1. 90 202 1 . 95 225 3 . 40 1335 15 4 . 85 2920 3 . 90 1795 3 .00 995 4 . 85 2920 2 . 20 370 3 . 60 1510 1. 65 108 1 . 45 60 1 . 80 160 1. 90 202 1. 95 225 2 . 60 672 16 4 .00 1900 6 . 00 4550 2 . 90 910 4 . 00 1900 2 . 15 339 3 . 60 1510 1 . 60 94 3 .05 1037 1 . 70 124 1 .85 180 1 .95 225 2 . 50 595 17 3 . 35 1292 4.50 2460 2 . 80 830 3 . 50 1420 2 . 20 370 3 . 95 1847 1. 60 94 3 .50 1420 2.50 595 1. 80 160 1 . 95 225 ` 2 . 35 479 18 2.85 870 3 .90 1795 2.80 830 3.15 1122 2.10 308 3.25 1207 1.60 94 2 .90 910 2.10 308 1.75 140 1.95 225 2.25 405 19 2 . 50 595 3 . 60 1510 2 . 75 790 3 . 10 1080 2.00 250 3 .05 1037 1. 60 94 2 . 60 672 2 .00 250 1. 75 140 1 . 95 225 2 . 15 339 20 2 . 70 750 3 . 85 1745 3 . 10 1080 3 . 65 1555 2 .00 250 2 .90 910 1 . 60 94 2 . 35 479 1 .90 202 1. 75 140 1 . 95 225 2 .05 279 21 2.60 672 3.50 1420 2 .90 910 5.85 4338 2 .05 279 2.80 830 1 .55 81 3 .20 1165 1 .80 160 1 .75 140 1.95 225 2. 00 250 22 2 . 80 830 3 . 25 1207 2 . 80 830 7 . 20 6230 2 .30 441 2 . 70 750 1. 50 70 2.40 518 1 .80 160 1.90 202 1 . 95 225 2.00 250 23 3.60 1510 3.65 1555 2.65 711 5.95 4479 2.20 370 2.65 711 1.50 70 2.10 308 1.75 140 2.10 308 1.95 225 1.90 202 24 4 . 70 2710 8 . 10 7490 2 . 55 633 5 . 05 3205 2. 05 279 2 . 60 672 1. 65 108 1. 90 202 1 . 75 140 5 . 00 3135 1 . 90 202 1 . 90 202 25 3.90 1795 6.50 5250 2.75 790 4.20 2110 2.00 250 2.40 518 1.70 124 1.80 160 1.75 140 3.50 1420 1.90 202 2.00 250 26 3 . 70 1600 5. 00 3135 ‚З . 10 1080 4.05 1952 2 .00 250 2 .25 405 1.70 124 1.70 124 1.75 140 2.90 910 1.90 202 2.10 308 27 2.90 910 4.45 2400 3.30 1250 3.60 1510 2.30 441 2.15 339 1.65 108 1.70 124 1.70 124 2.40 518 1.90 202 2.10 308 28 2.80 830 4.15 2057 3 .50 1420 3 . 40 1335 3 .15 1122 2.00 250 1. 65 108 1 .70 124 1 .65 108 2.40 518 1 .85 180 2. 10 308 29 2.70 750 . . . . . . . . 3.40 1335 3.20 1165 2.90 910 2.00 250 1.65 108 1.85 180 1 .65 108 2.30 441 1.90 202 2.10 308 30 2.25 405 . . 3 .30 1250 3 .30 1250 2.60 672 2.00 250 1.65 108 1.85 180 1.60 94 2.20 370 1.90 202 2 . 10 308 31 1.75 140 3.10 1080 2.50’ 595 ... 1.65 108 1.85 180 2.10 308 2.10 308 лёг Daily Gage Heights and Discharges of Y oughíogheny River at Conŕiueiice, Pa., for 1910.. January February March April May June July August September October November December >. N д Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage _ Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sec.- Feet Sŕfâe.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet SÍÍLG.- Feet Sůe.- 1 2 . 25 432 2 .95 935 7 .05 6123 1. 95 244 2 . 70 746 3 .00 974 2 ­ 25 432 1 .60 93 1 . 60 93 1- 35 40 1 .40 47 1 . 80 168 2 3.35 1271 2.85 858 6.40 5070 1.95 244 2.55 638 3.90 1801 2.25 432 1.60 93 1.70 127 1.35 40 1.45 57 1.80 168 3 10.80 13020 2.90 896 5.40 3604 1.90 217 2.45 568 3.90 1801 2.20 399 1.55 80 1.70 127 1-35 40 1.45 57 1.80 168 4 7 .35 6630 2 . 85 858 4 .85 2889 1 . 90 217 2 .35 499 3 .60 1501 2 . 15 366 1 .55 80 2 . 15 366 1 .30 33 1.45 57 1 . 80 168 5 4 . 65 2645 2 . 55 638 4. 55 2526 1. 95 244 2.30 465 3 . 85 1750 2 . 10 334 1 .50 67 2. 15 366 1- 30 33 1 .45 57 1 ­ 80 168 6 4 . 85 2889 2 . 20 399 4 . 40 2351 1 . 95 244 2. 30 465 4 .60 2585 2. 10 334 1 . 50 67 1.80 168 1.30 33 1.40 47 1. 90 217 7 5.30 3470 2.00 271 3.90 1801 1.90 217 2.25 432 3.95 1854 2.05 301 1.50 67 1.75 147 1 .30 33 1.40 47 1.90 217 8 4.95 3014 2.00 271 3.50 1407 1.90 217 2.20 399 3.35 1271 2.00 271 1.50 67 1.70 127 1.35 40 1.40 47 1 .90 217 9 3.90 1801 2.50 603 3.20 1139 1.90 217 2.30 465 3.25 1182 2.10 334 1.50 67 1.65 110 1.35 40 1.40 47 1.90 217 10 3.35 1271 3.60 674 2.90 896 1.90 217 2.30 465 3.95 1854 2.15 366 1.50 67 1.60 93 1.35 40 1.40 47 2.10 234 11 3.00 974 3.35 1271 2.75 783 1.90 217 2.35 499 4.30 2237 2.10 334 1.50 67 1.60 93 1.35 40 1.40 47 2.15 366 12 2.95 935 3.15 1097 2.65 710 1.90 217 3.05 1014 4.10 2015 2.05 301 1.50’ 67 1 .60 93 1.35 40 1.40 47 2.20 399 13 2 . 85 858 3 .00 974 2 . 55 638 1. 90 217 2 . 90 896 3 . 80 1698 2 . 20 390 1 . 50 67 1 . 60 93 1. 30 33 1. 40 47 2 . 40 533 14 2 . 80 820 2 . 85 858 2 . 50 603 1. 85 192 2. 95 935 3 .60 1501 2 . 20 390 1. 50 67 1. 60 93 1. 30 33 1. 40 47 2 . 40 533 15 2 . 80 820 2 . 75 783 2 . 45 568 1 .85 192 2 . 75 783 3 . 45 1361 2 . 10 334 1 . 50 67 1 .60 93 1. 30 33 1 .40 47 2 . 50 603 16 2 . 80 820 4 . 85 2889 2 . 40 533 1. 85 192 2. 55 638 3 .40 1316 2 . 00 271 1 . 50 67 1 . 55 80 1. 30 33 1. 40 47 2 . 60 674 17 2 .80 820 5 . 80 4166 2 .35 499 1 . 85 192 2 .40 533 4 . 10 2015 1 . 90 217 1 .50 67 1 . 55 80 1 . 30 33 1.40 47 2 . 60 674 18 10 . 70 12830 5 . 20 3337 2 . 30 465 1 . 80 168 2 .30 465 3 . 95 1854 1. 85 192 1.45 57 1 . 55 80 1. 30 33 1.40 47 2 . 60 674 19 7 . 90 7600 4 .00 1907 2 . 30 465 1 . 80 168 2 . 40 533 12 . 20 15668 1. 80 168 1 .45 57 1 . 55 80 1. 30 33 1. 50 67 2 . 60 674 20 5 .15 3272 3 . 45 1361 2 . 50 603 1 . 80 168 2 . 40 533 6 . 70 5550 1 . 75 147 1 .45 57 1 . 50 67 1 . 30 33 1. 50 67 2 . 60 674 21 6.80 5710 3.90 1801 2.40 533 1 .85 192 2.35 499 4.30 2237 1.70 127 1.45 57 1.50 67 1.30 33 1.50 67 2.60 674 22 5 . 35 3537 7 . 25 6460 2 .30 465 3 . 10 1055 2 .30 465 3 . 90 1801 1 . 65 110 1 .45 57 1 . 50 67 1. 30 33 1. 50 67 2 . 60 674 23 4.15 2070 5.60 3880 2.20 399 3.25 1182 2.25 432 3.55 1454 1 .65 110 1.45 57 1.45 ­ 57 1.40 47 1.50 67 2.60 674 24 3 .65 1549 4 .45 2409 2.15 366 3 . 05 1014 2 .30 465 3 .30 1226 1. 60 93 1 .45 57 1.45 57 1. 40 47 1. 50 67 2 . 70 746 25 3.35 1271 3.70 1598 2.15 366 5.55 3811 2.85 858 3.20 1139 1.60 93 1.45 57 1.45 57 1.40 47 1.60 93 2.70 746 26 3 . 25 1182 3 . 60 1501 2 . 10 334 4 .45 2409 2 .90 896 3 .00 974 1. 60 93 1. 45 57 1 .45 57 1 . 40 47 1 . 93 2 . 70 746 27 4 . 35 2294 3 . 70 1598 2 . 10 334 3 . 75 1648 2 . 70 746 2 . 80 820 1. 55 80 1 .40 47 1. 40 47 1 . 40 47 1 . 60 93 2 . 70 746 28 3 . 90 1801 6 . 20 4760 2. 00 271 3 . 60 1501 2 . 60 674 2 . 70 746 1. 55 80 1. 40 47 1.40 47 1. 40 47 1. 75 147 2 . 70 746 29 3.50 1407 . . . . . . . 2.00 271 3.40 1316 2.55 638 2.50 603 1.55 80 1.40 47 1.40 47 1.40 47 1.80 168 2.90 896 30 3 .30 1226 . . . . 1.95 244 3 . 10 1055 2.50 603 2.35 499 1.75 147 1.40 47 1.35 40 1.40 47 1.80 168 6.80 5710 31 3.05 1014 1.95 244 2.50 603 — 1.65 110 1.40 47 .. 1.40 47 5.86 4309 a. Max. 11,90: 16991 sec.-ft, 232 YOUGHIOGHENY RIVER AT CONFLUENCE. Daily Gage Heights and Discharges of Y oughiogheny Riz-'er at C onŕiuence, Pa., for 1911. January February March April May Day 1 1 1 Gage Dis- Gage Dis- Gag Dis- Gage ‘ Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet See.- Feet See.- Feet See.- Feet Sec.- ft. ft. ft. ft. ft. 1 4. 20 ' 2125 5 . 10 3207 3 . 70 1598 3 . 10 1055 3 . 00 974 2 5. 00 3077 4 . 45 2409‘ 3 . 60 1501 3 .05 1014 2 . 85 858 3 6 . 10I 4610Y 4 . 00 1907 3 . 50 1407 3 .00 974 2 . 75 783 4 5.00 3077 3.85 1750 3.40 1316 3.40 1316 2. 65 710 5 4. 10 2015 3. 75 1648 3. 35 1271 7.70 7242 2. 65 710 6 3 . 60 1501 3 . 65 1549 3 . 40 1316 9 . 50 10555 2 . 55 638 7 3.25 1183 3.45 1361 3.40 1316 6.35 4992 2.45 568 8 З .00 974 3 .30 1226 3 .45 1361 5 . 15 3272 2.40 533 9 2.80‘ 820I 3.40 1316 3.45 1361 5.05 3142 2.35 499 10 2. 70 746 3.25 1182 3.50 1407 5.00 3077 2.30 465 11 2.90 896 3.15 1097 3.40 1316 4.45 2409 2.25 432 12 3.20 1139 3.05 1014 3.40 1316 4.00 1907 2.20 399 13 12.40 16046 3.05- 1014 3.30 1226 3.70 1598 2.15 366 14 8 . 60 8884 3 .35 1271 3 .40 1316 3 .65 1549 2. 15 366 15 7 . 20 6375 4.00‘ 1907 3 .80 1698 4.20 2125 2. 10 334 16 5. 80-Y 4166 3 . 65 1549 3 . 70 1598 4 .00 1907 2 . 10 334 17 4. 75 2766 3 . 45 1361 3 .65 1549 3 . 80 1698 2.05 304 18 4.00 1907 3.20 1139 3.60 1501 3.70 1598 2. 05 304 19 3.55 1454 3.00‘ 974 3.75 1648 3.60 5101 2.00 271 20 3 .30 1226 2 . 90 896 4 . 90 2951 4 .00 1907 2 . 00 27 1 21 3.20 1139 2.80 820 4.40 2351 3.00 974 2.00 271 22 3.20 1139 2.70 746 4.10 2015 4.05 1961 2.00 271 23 3 . 15 1097 2 . 70 746 З . 90 1801 4 . 55 2526 2.00 271 24 3. 10 1055 2.75 783 3.75 1648 4. 15 2070 2.25 432 25 3.05 1014 2.85 858 3.60 1501 3 .95 1854 2.15 366 26 3 . 30 1226 3 . 20— 1139 3 . 50 1.407 3 . 7 V 1648 2 . 05 304 27 4 . 80 2827 4. 00 190-7 3 . 40 1316 3 . 50’ 1407 1.95 244 28 4.90 2951 3.85 1750 3.35 1271 43.30 1226 1.90 217 29 5.55 3811 . . . . . . . . 3.30 1226 3 . 15 1097 1 .90 217 30 12.75 16703 3.30 1226 3.00 974 2.10 334 31 7.15 6291 3.20 1139 . . . . . 2.10 334 Estimated Month]-_v Discharge of Y01-lglz/ieg/zen.y River at Conŕiilence, Pa. [Drainage area, 435 square n1i1es.] Discharge in second­feet I Run-oiï Month Ma.\'imum Minimum Mean Speec1‘O;1<;iu5î'î2t пер?‘ ш mile me les 1904 ‘ October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 124 28 54 0. 124 0 ‚143 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50 35 45 0. 103 0. 114 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2990 50 503 1 . 156 1 . 333 1905 January. _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5040 308 791 1.818 2.096 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10500 910 3809 8.756 10.095 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1847 595 932 2 . 143 2 . 391 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ 1952 250 696 1 . 600 1 . 845 .I une . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2710 308 893 2 . 053 2 . 290 July . . . . . . . . . ._ . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . . . . ‚ 2850 279 1007 2.315 2.669 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2460 250 696 1 . 600 1 . 845 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1647 94 445 1 .023 1. 141 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4760 81 666 1 .531 1. 765 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3700 250 620 1 .425 1 . 589 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7420 370 1401 3.221 3. 713 sTR'EAM­FL0w. 2 3 3 Estimated Monthly Dischrwge of У oughiogh eny Ri?/er at C onŕîuence, Pa.-(Continued.) 3 Discharge in second-feet Run-oiî Month Maximum Minimum Mean SIJeec1*Oê1cj1uìe1'îet lìâgîllêàn mile 1906 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10150 595 1792 4. 200 4 . 842 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ 711 202 408 0.938 0.977 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ 8190 595 1684 3 . 871 4 . 463 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5950 1080 2356 5 . 416 6 . 043 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1250 160 533 1 . 225 1 .412 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3417 279 813 1 .869 2.085 July . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . 830 124 275 0.632 0 .728 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7630 202 1238 2 . 846 3 . 281 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 250 94 156 0.359 0.401 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 518 140 271 0. 623- 0 . 718 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2340 140 526 1 . 209 1 .349 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7490 441 2252 5.177 5 968 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _. . . . . . . 10150‘ 94 1025 2.—364 32.267 1907 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . 13860 750 4150 9.540 10.999 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5040 672 1256 2.887 3 .006 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22650 633 3981 9 . 152 10 . 551 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3558 370 1121 2.577 2.875 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7700 711 1470 3.379 3.896 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3913 370 1473 3.386 3 . 778 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5390 202 1553 3.570 4.116 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1900‘ 202 678 1 . 559 1. 798 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711 180 359 0 . 825 0. 920 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1250 180 453 ‚ 1. 041 1.200 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5600 339 1543 3 . 547 3.958 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6300 479 2261 5 . 198 5 . 993 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22650 180 1692 3 .888 53 . 090 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5180 556 1451 3 . 336 3 .846 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17150 633 2023 4. 650 5.015 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11550 750 3892 8 . 947 10 . 315 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6300 518 1742 4.005 4.468 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10500 595 2762 6.350 7 .321 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 952 94 321 0 . 738 0. 824 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 556 70 152 0 . 349 0 . 403 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 479 50 114 0. 262 0 . 302 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 70 23 42 0 . 097 0 . 108 October . . . . . . . . . . . . . . .‚ . . . . . . . . . . . . . . . . . . . . . . . . 35 28 31 0. 071 0 .082 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50 35 39 0.090 0. 100 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 830 28 146 0 . 336 0. 387 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 17150 23 1060 2.436 33.171 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2920 140 763 1 . 754 2.022 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7490 405 1910 4 .391 4.572 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2580 633 1377 3 . 166 3 . 650 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6230 790 1916 4.404 4.913 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1695 250 677 1 . 555 1 .793 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3629 250 1342 3 . 085 3.442 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 370 70 139 0.320 0 .369 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1420 50 287 0 . 660 0 . 761 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 595 94 17 7 0.407 0.454 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3135 50 353 0 . 811 0. 935 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 308 160 220 0 . 506 0 . 565 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1335 160 353 0. 811 0.935 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7490 50 793 1 .822 24.411 234 YOUGHIOGHENY RIVER AT CONFLUENCE. Estimated Monthly Discharge of Y oughiogheny River at Confluence, Pa.-(Continued.) Discharge in second­feet Run-off Month Second­feet — Maximum Minimum Mean pernfîfîillêare l)i‘Í,I.’,t§‘e;“ 1910 January . . . . . . . . . . . . . . . . . . . . . . 16991 432 2879 6.618 7.630 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6460 271 1752 4.028 4 . 195 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6123 244 1209 2 . 779 3 . 204 April . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . 3811 168 646 1 .485 1 . 656 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1014 399 608 1 .397 1 .611 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15668 499 2109 4.848 5 .405- July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 432 80 239 0. 549 0. 633- August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93 47 63 0. 145 0 . 167 September . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . 366 40 104 0.239 0.267 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47 33 39 0.089 0 . 156 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 168 47 68 0 . 156 0 .173 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5710 168 787 1 .809 2 . 086 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16991 33 875 2 012 27 183 1911 January . . . . . . . . . . . . . . . . . . . . . . . .. 16703 746 3363 7.731 8.913I February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3207 .746 1376 3 . 163 3 . 294- March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2951 1139 1512 3.476 4.008 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10555 974 2352 5.407 6 .033 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 974 217 432 0. 993 1 . 145»` YOUGHIOGHENY RIVER АТ FRIENDSVILLE, MD. This station, situated on the iron highway bridge at Friendsville, Garrett Co., Md., 86 miles above the mouth, Was established August 17, 1898, by E. G. Paul, for the U. S. Geological Survey. The station Was discontinued December 31, 1904. А standard chain gage, measuring 20 feet from the marker to bottom of Weight, was installed at this station. Measurements were 'taken from upstream side of bridge. The initial point for soundings was 15 feet back from face of the right Iabutment on upstream side of bridge. Tlhe zero of the gage was 33.17 feet below `'the U. S. Geological |„Survey lbenlch mark »on the foun-dati-on corner stone of the southeast corner of Frie-nd’s store. The ele- vation of fthe bench mark is 1501.53 feet. The channel is straight for several hundred feet above and below the station. The bed is rocky and the banks are high and not subject t­o overflow. The drainage area above the station is 294 square miles. Discharge Measurements of Youghíogheny Ri?/er at Fríendsville, Md. Date Hydrographer Hcgilëât cllgalrsg-e 1899 ' ‚ Feet Seo.-ft. Jan. 24 U. S . Geological Survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5.40 959 J an . 25 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6 .35 2050 May 17 do . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. 5.97 1697 J une 30 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.40 944 1901 ‚ July 27 do . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . .. 4. 10 132 Nov. 3 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.90 89 1902 Aug. 22 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.40 208 1903 Sept. 3 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4. 10 124 Note: More measurements have been made by F.- W. Scheidenhelm and discharge curve is based on these measurements as Well as on above. Mr. Scheidenhe1m’s data on individual meas- urements are not available. й s'rREA114­F_LoW. kv2 3 5 PLATE 1 1 1 Rating Table for У oughiogheny Riz/er at Fríendsville, Md. Gage Dis- Gage Dis- Gage Dis- Ga e Dis» Gage Dis- Height charge Height charge Height charge Heig t charge Height charge Feet Бесы‘. Feet Sec.­ft. Feet See.­J't. Feet See.­ft. Feet See.­ft. 3 . 60 22 5 . 00 625 6 . 40 2125 7 . 80 4100 9 . 20 6370 . 70 35 . 10 710 . 50 2250 . 90 4250 . 30 6540 . 80 51 . 20 795 . 60 2380 8 .00 4400 . 40 6720 . 90 71 .30 885 . 70 2510 . 10 4560 . 50 — 6900 4.00 95 .40 980 .80 2645 .20 4720 — .60 7080 . 10 124 . 50 1080 . 90 2780 .30 4880 . 70 7 260 . 20 158 . 60 1 180 7 . 00 2920 . 40 5040 . 80 7440 . 30 197 . 70 1285 . 10 3060 .50 5200 . 90 7620 .40 241 .80 1395 . 20 3200 .60 5360 10.00 7800 .50 290 .90 1510 .30 3350 .70 5520 . 10 7980 .60 _ 345 6.00 1630 .40 3500 .80 5690 .20 8160 .70 405 . 10 1750 . 50 3650 .90 5860 . . . . . . . .80 470 .20 1875 .60 3800 9.00 6030 . . . . . . . .90 545 .30 2000 .70 3950 . 10 6200 . . . . . . . 2:95 534444444 .52 В 42 252522.22552 225.59252 .2.. ... .... ... .... .... ... .... w.... 525 52.5 552 55.4 55 55.4 452 52.4 452 52.4 552 55.4 5522 55.5 545 _55.4 545 55.4 5555 55.5 .... 1.... 525 44.4 .55 525 52.5 444 44.4 44 44.4 452 52.4 452 52.4 245 54.4 555 54,5 554 55.4 _554 55.4 5544 55.5 .... .... 555 5545 55 525 44.4 444 54.4 44 55.4 452 52.4 55 55.4 552 55.4 555 44.4 444 44.4 444 55.4 4444 44.4 5555 55.5 5552 55.5 55 ‚444 44.4 444 44.4 25 55.5 452 52.4 55 „44.4 444 55.4 555 44.4 545 55.4 545 44.4 5522 55.5 5554 55.5 4444 55.5 55 444 44.4 444 44.4 25Y 55.5 44 44.4 44 44.4 444 44.4 525 52.5 525 52.5 545 44.4 5552 55.5 5552 55.5 5552 44.4 44 555 44.4 545 55.4 25 55.5~ 55 55.4 55 55.4 245 54.4 555 55.5 555 55.5 444 55.4 5552 55.5 5252 55.5 5525 44.4 44 555 55.5 545 55.4 25 55.5 452 52.4 55 55.4 444 44.4 444 44.4 4444 44.4 444 55.4 5555 55.5 5525 44.4 444 55.5 44 444 55.5 545 44.4 25 55.5 444 44.4 44 55.4 552 55.4 545 55.4 5552 44.4 444 55.4 5555 _55.5 5555 55.5 444 55.5 55 555 55.5 554 55.4 25 55.5 552 55.4 44 44.4 552 55.4 554 55.4 5555 44.4 554 55.4 5552 55.5 4444 44.4 444 44.4 44 555 55.5 545 44.4 25 55.5 552 55.4 55 55.4 245 54.4 554 55.4 5555 44.4 444 44.4 5552 .55.5 555 54.5 5552 .55.5 44 444 44.4 444 44.4 25 55.5 452 52.4 55 55.4 444 44.4 554 55.4 5555 55.5 545 55.4 5552 55.5. 444 44.4 5552 55.5 55 555 44.4 552 55.4 45 55.5 452 52.4 44 44.4 444 55.4 ‚444 44.4 4444 44.4 444 55.5 5552 55.5 525 44.4 5552 44.4 44 555 44.4 444 44.4 25 55.5 44 55.4 44 55.4 545 55.4 555 54.5 5544 55.5 444 44.4 5552 55.5 525 44.4 4444 44.4 44 525 52.5 452 52.4 25 55.5 55 55.4 452 52.4 545 55.4 5552 44.4 4444 55.5 444 44.4 4444 55.5 525 52.5 4444 44.4 52 525 52.5 452 52.4 25 55.5 452 52.4 452 52.4 545 55.4 4444 44.4 4444 44.4 525 52.5 5522 44.4 .525 44.4 4444 52.5 44 444 55.5 552 55.4 25 55.5 452 52.4 444 44.4 444 44.4 5552 55.5 5552 55.5 525 52.5 5522 44.4. 525 52 4 5544 55.5 44 4444 44.4 444 55.4 25 55.5 552 55.4 444 44.4 552 55.4 5522 55.5 5522 44.4 555 55.5 5552 55.5 525 52.55 5552 44.4 42 5552 55.5 552 55.4 45 55.5 552 55.4 444 44.4 444 44.4 4444 55.5 5522 44.4 444 55.5 5252 55.5 525 52.5 525 52.5 52 522 525 522 524 25 525 5î„ 524 522 524 522 524 252 525 5:2 525 44: 525 542 255 Q; 4Ч4 2: 525 52 545 55.4 552 55.4 25 55.5 245 54.4 444 55.4 444 55.4 5252 44.4 4444 55.5 5552 55.5 5552 44.4 555 55.5 444 55.5 22 444 44.4 444 44.4 44 44.4 444 44.4 444 44.4 444 44.4 555 55.5 4444 44.4 4444 44.4 4444 55.5 555 55.5 5522 44.4 44 554 55.4 552 55.4 55 55.4 44 44.4 444 44.4 245 54.4 245 54.4 5555 55.5 5555 55.5 5252 55.5 555 44.4 5552 55.5 5 545 55.4 552 55.4 44 44.4 444 44.4 552 55.4 555 55.4 444 44.4 525 44.4 5555 44.4 5552 55.5 5522 44.4 5552 44.4 5 545 44.4 444 44.4 44 44.4 25 55.5 444 44.4 444 44.4 444 55.4 555 55.5 525 52.5 5555 ‚44.4 4444 44.4 5552 44.4 5 444 44.4 444 44.4 44 44.4 25 55.5 444 _44.4 444 44.4 545 55.4 555 55.5 ~555 44.4 5554 55.5 5552 55.5 4444 44.4 4 552 55.4 555 55.4 44 44.4 25 55.5 545 55.4 545 55.4 554 55.4 444 55.5 444 55.5 5555 55.5 5555 5.5 4444 44.4 4 552 55.4 554 55.4 452 52.4 55 55.4 444 .55.4 444 44.4 554 55.4 444 ~55.5 5552 55.5 4444 44.4 5555 54.5 555 44.4 4 552 55.4 444. 44.4 444 44.4 44 44.4 444 44.4 545 55.4 554 55.4 444 44.4 5552 55.5 5555 55.5 .555 44.4 555 55.5 5 444 55.4 545 44.4 444 44.4 444 44.4 552 55.4 554 55.4 545 55.4 444 44.4 4444 44.4 4444 44.4 545 55.4 555 55.5 4 552 55.4 444 52.4 452 52.4 44 44.4 444 44.4 555 55.5 545 55.4 444 44.4 4444 44.4 5555 55.5 444 55.5 555 55.5 4 .55 .2_5 .55 .225 .55 .225 .55 .55 .55 .55 ,.25 _.225 -..8m 44444 -.55m 44444 -dem 55555 -55m 55554 -5552 555.214 255@ 44444 .5552 55552. 255.52 55552. 255.5. 54554 -..55m 55552. .5552 55554 -5552 55554 . . . . .. . . . . . . _ . . . . . .. . . .25 о . .544 .2....2....22. „444 .......52. 544 ..........„2. .545 .......2.m2. 55.2.22. „444 ..4...„.2.22. „444 .4....„.2.22. ..5„..„...22. ..„...,.m2. 444 „Мыъ .5525 ...5522 „444 2.... „А ‚Бдёшошд .2œßEœ>oZ .2œno..5oO .2e52:2352œm 25m52w22< За. 4444:. 4442 25.5.4. £05.52 Èasaßœfm 2Ú52E5H. 552.225 55.5 „.5425 .È.S5.„25255.2.2f4~ 2.5 555.5% 555255554555554 .25 5455522555@ 52255 522255.42224 4440 252.45@ 237 nnn nnn nä ä.n .. nä ä.n nnä nnn nnn „nnn nnä nnn nnn ФФНЮ nnn nnn nnä nnn nä ä.n Е nnn nä ä.n nnn nnn nnn @nn nnn nnn nnn ‚Ф: nnä Ф; nnn ФФ.Ю nnn ФФ.Ю nnä nnn nä 3.? 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Ga nis- Ga@ ni- Ga ‘- 1)‘- G Di- Ga, ’. ’. -- -- -_ (1-115€ c1]1)a11!’;ge Hä chasge НЕ @1.31-ge НЕ сЬахёге Htg.e cl11)aî1§ge (äitge chalrsge e chaxîsge Häe clïilrsge Giîäe c1]1)z11§ge Gêï. clliëlëge Gñï. ol]1)a1Íge а}??? ¢i].).ÍÍge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet see.- ff. ft- jt- ft'. ft. ft. ft. ft. ft. ft. ft. ft. 1 5 .00 625 5.00 625 5.00 625 5.30 885 5.50 1080 6.30 2000 4.40 241 4.00 95 4.10 124 3.90 71 3.90 71 4.40 241 2 4.90 545 5.00 025 5.00 025 5.30 885 5.30 885 5 .80 1395 4.30 197 4.00 95 4.00 95 3.90 71 3 .90 71 4.70 405 3 4 . 90 545 5 . 00 025 0 . 90 2780 5 .40 980 5 . 20 795 5 . 40 980 4 .20 158 4 . 00 95 4. 00 95 3 . 90 71 3 . 90 71 5 . 60 1180 4 4.90 545 5.00 625 6.70 2510 5.90 1510 5.00 625 5.20 795 4.20 158 4.00 95 4.00 95 3.90 71 3.90 71 6.90 2780 5 4.90 545 5.00 025 6.50 2250 0.20 1875 5.00 625 5.00 625 4.20 158 4.00 95 4.00 95 3.90 71 3.90 71 6.40 2125 6 4.90 545 5.00 625 6. 40 2125 7.50 3650 4.90 545 5.20 795. 4.20 158 4. 10 124 4.00 95 3.90 71 3.90 71 6.40 2125 7 4.90 545 5.00 625 0. 10 1750 8.40 5040 4.70 405 5.20 795 4.10 124 4.10 124 3.90 71 3.90 71 3.90 71 6.10 1750 8 4.90 545 5.00 625 5.70 1285 8.00 4400 4.60 345 5.80 1395 4.10 124 4.10 124 3.90 71 3.90 71 3.90 71 6.00 1630 9 4.90 545 5.00 625 6.40 2125 7.00 2920 4.80 470 5.60 1180 4.00 95 4.10 124 3.90 71 3.90 71 3.90 71 5.30 885 10 5 . 20 795 5 .00 625 8 . 50 5200 6 . 60 2380 5 . 00 625 5. 20 795 4 .00 95 4 . 00 95 З . 90 71 3 . 60 22 3 . 90 71 6 . 30 2000 11 5.70 1285 5.00 625 8.20 4720 6.50 2250 5.80 1395 5.00 625 4.00 95 4.00 95 4.10 124 3.90 71 3.90 71 6.00 1630 12 5.90 1510 5.00 625 7.60 3800 6.40 2125 5.90 1510 4.90 545 4.10 124 4.10 124 4.10 124 3.90 71 4.00 95 5.80 ‘ 1395 13 6 . 30 2000 5 . 00 625 7 . 10 3000 6 .30 2000 5. 80 1395 4 . 80 470 4. 10 124 4 . 20‘ 158 4 . 20 158 3 . 90 71 4 .00 95 5 . 40 980 14 5 .90 1510 5.00 625 0.90 2780 6.30 2000 5. 70 1285 4.80 470 4.10 124 4.30 197 4.30 197 3.90 71 4.10 124 7.30 3350 15 5.70 1285 5.00 625 6.70 2510 6.30 2000 5.60 1180 5.00 625 4.10 124 4.20 158 4.30 197 4.00 95 4.10 124 9.30 6540 16 5 . 50 1080 5 .00 625 6. 60 2380 6 . 10 1750 5 . 60 118-0 5 . 40 980 4 . 20 158 4 . 10 124 4. 40 241 4. 00 95 4 . 00 95 7 . 80 4100 17 5.40 980 5.00 625 6.40 2125 6.00 1630 5.50 1080 5.10 710 5.20 795 4.10 124 4.40 241 4.00 95 4.00 95' 7.40 3500 18 5.10 710 5.00 625 6.20 1875 5.90 1510 5.40 980 5.00 625 5.10 710 4.10 124 4.30 197 4.00 95 4.00 95 6.70 2510 19 4.90 545 5.00 625 5.90 1510 5.80 1395 5.20 795 _4.90 545 4.80 470 4.20 158 4.20 158 4.00 95 4.00 95 5.40 980 20 4.90 545 5.00 025 5.80 1395 5.90 1510 5.10 710 4.70 ‚ 405 4.30 197 4.20 158 4.20 158 4.00 95 4.10 124 5.00 625 21 5.30 885 6.00 1630 5.70 1285 7.80 4100 5.00 625 4.70 405 4.20 158 4.20 158 4.10 124 4.00 95 4.20 158 4.90 545 22 5.20 795 5.00 625 5.60 1180 7.50 3650 5.00 625 4.70 405 4.10 124 4.30 197 4.10 124 4.00 95 4.30 197 '4.80 470 23 5. 20 795 5 .00 625 5.50 1080 7 . 10 3060 5. 10 710 4. 60 345 4. 10 124 4.40 241 4. 00 95 4.00 95 4. 40 241 4.80 470 24 5. 10 710 5 .00 625 5.40 980 6 .00 1630 5. 10 710 4.50 290 4.20 158 4.60 345 4 .00 95 3 .90 71 4.40 241 4.80 470 25 5 . 10 710 5.00 625 5 .40 980 6. 60 2380 5 . 20 795 4.50 290 4. 10 124 4.40 241 4 . 00 95 3 .90 71 4.50 290 4. 90 545 26 5 . 10 710 5.00 025 5.30 885 0.40 2125 5. 90 1510 4.40 241 4.10 124 4.30 197 4.00 95 3. 90 71 4.40 241 4.90 545 27 5 . 00 a625 5 . 00 025 5 .30 885 0 . 10 1750 7 .00 2920 4 . 00 345 4 . 10 124 4 . 20 158 3 . 90 71 3 . 90 71 4 . 40 241 4 . 90 545 28 5.00 025 5.00 025 0.00 1030 0.10 1750 7.30 3350 4.80 470 4.10 124 " 4.20 158 3.90 71 3.90 71 4.40 241 4.50 290 29 5.00 025 . . . . . . . 5.80 1395 5.90 1510 7. 10 3060 4.60 345 4. 10 124 4. 10 124 3 .90 71 3.90 71 4.30 197 7.20 3200 30 5.00 625 5.60 1180 5.70 1285 6.80 2645 4.50 290 4.00 95 4.10 124 3.90 71 3.90 71 4.50 290 7.80 4100 31 5.00 625 5.40 980 6.50 2250 4.00 95 4.10 124 .. 3.90 71 6.70 2510 а. Frozen January 27 to February 2, inclusive. 698 Daily Gage Heights` and Discharges of У oughíogheny River at Friends?/ille, Md., for 1902. и January February March April May June July August September October November December «S с‘ Ga е Dis- Ga Dis- Dis- Ga Di - — — в‘ _ - ‘ - - - - - - Hä charge Hä charge Glîlläe charge 11%. chasrge Gfaläe из?“ 02%? chalrsge 0118 6111112? c111)aî1t‘gge Glîä 01111738 GIîtg.e c£)e1\£13‘­ge GI;a1äe c111)aì$ge Glîäe cllîâîèe „ ‚ Feet Sec.- Feet See.- Feet Seg.- Feet Seo.- Feet sec.- Feet 18%- Reet 860,. 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Estimated Monthly Discharge of Youghiogheny River at Friendsvville, Md. [Drainage area, 294 square mi1es.] Discharge in second-feet Run-oiï Month ` o d­feet » Maximum Minimum Mean Sâgrlëcilliàare Diîfêthheên 1899 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4400 710 1471 4.999 5 .763I February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4250. 545 1489 5 .060 5 . 269 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4720 1180 2028 6.900 7 .955 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 2780 345 939 3.192 3._561 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6900 345 1516 5.150 5 .937 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . 2250 241 802 2 . 730 3 . 046 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 795 158 275 0.935 1.078 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 470 _ 95 156 0.531 0.612 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 241 71 - 129 0.438 0 . 489- October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 124 71 85 0. 289 О . 383 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 625 124 254 0 . 864 0 . 964 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1395 197 666 2 .265 2. 611 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6900 71 818 2 779 39.517' 1900 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2000 625 1104 3.755 4. 329 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2645 470 1183 4.025 4. 191 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2920 885 1477 5 . 020 5. 788 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1395 345 7 20 2 . 414 2 . 693 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' 545 241 354 1 . 205 1 .389 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 545 241 658 2.265 2.527 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1080 95 282 0. 959 1 . 106 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 405 95 172 0. 585 0. 674 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 51 69 0 . 235 0 . 262 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 197 71 110 0. 37 4 0 .431 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6900 124 640 2 . 175 2 .4261 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _. .. . 3650 197 1033 3.518 4.055 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6900 51 650 2.211 29.871 1901 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2000 545 805 2.739 3 .157 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1630 625 660 2. 245 2 . 338 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5200 625 1932 6 . 57 5 7 . 5801- April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5040 885 2198 7 . 475 8 . 339 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3350 345 1197 4 .065 4 . 687 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2000 241 672 2 . 285 2 . 549- July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 795 95 187 0. 636 0. 733 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 345 95 147 0 . 500 0 . 57 6. September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 241 71 114 0 .387 0 .432 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 22 76 0 .259 0 .300 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 290 71 135 0 . 459 0 . 512’ December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6540 241 1756 ­ 5.965 6 .877 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6540 22 823 2.799 38.080- 1902 ‚ January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .’ . . . . . . . . 3350 405 1030 3.500 4. 035‘ February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3500 625 925 3.145 3. 275 March . . . . . . ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8160 625 2181 7.425 8 .560 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4720 405 ‘ 1846 6.275 7.001 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1395 241 564 1 . 919 2 .210 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1285 197 392 1 .332 1 .486 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . 2645 158 660 2.245 2 . 588 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 545 71 189 0. 642 0.740 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 51 69 0 . 235 0 . 262‘ October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 885 124 291 0.990 1. 141 November . . . . . . . .`. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 187 5 124 413 1 .405 1 .567 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5360 710 _.2238 7 . 600 8 .762 The year . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . — 8160 51 900 3 .059 41.627 STREA M -FLOW . 243 Estimated Monthly Discharge of Youghiogheny Ri?/er at Frieizdsz/ille, M d.-(C ontinned.) Discharge in second-feet A Run-off Month 1 K Second-fe » ­ M aximum Minimum Mean per squarïet Diìlääleên mile 1903 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4880 405 1417 4.820 5 .557 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6030 710 ‚ 2296 7 .855 8.175 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ‚ 4720 710 1817 6.175 7.119 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .~. è 2645 405 1058 3.590 4.005 May ........................................ .. I 1050 159 492 1.674 1.930 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. | 5200 470 1823 6.200 6.917 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 1875 158 804 2.732 3.149 August ...................................... .. 1 290 1 95 175 0.595 0.686 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 158 35 83 0.282 I 0.315 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 470 35 155 0.527 | 0.608 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1180 71 281 0.956 ‘ 1.067 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 197 197 197 0. 670 0. 772 The year .................................. .. . ‚ 0030 35 883 3.000 1 40.300 1904 - January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5362 197 1113 2.789 3.216 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3994 290 1571 5 . 340 5 . 561 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3766 470 1458 4.940 5. 695 Ap ril . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1260 405 ‘ 664 2 . 258 2 . 519 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2398 241 838 2 .850 3 . 286 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‘ 545 197 361 1.228 1.370 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 345 95 192 0 .653 0.753 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 124 35 62 0 . 221 0.255 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 51 51 51 0.174 0.195 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. | 71 51 67 0.228 0.263 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71 51 56 0.190 0.212 December . . . . . . . . . ._. . . . . . . . . . ._ . . . . . . . . . . . . . . . . 4450 71 775 2.630 3.032 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5362 35 601 1.958 26.357 LAUREL HILL CREEK AT CONELUENCE, PA. This station, situated on the highway bridge about И mile from the railroad station at Confluence, Somerset Co., Pa., was established September 15, 1904, by Е. С. Murphy, for the U. S. Geological Survey. In 1907 the station was taken over by the Vl/ater Supply Commission of Pennsylvania, and has since been mainltained by that commission. А standard chain gage measuring 17.44 feet from marker to bottom of weight is fastened to the downstream handrail of the bridge. Bench Mark No. I is a cross on the top of a bolt in the bed­plate of the bridge at the right abutment, and is 14.16 feet above -the zero of the gage. Bench Mark No. 2 is a cross on the lower chord of the bridge un-der the gage box, and is 14.74 feet above the zero of the gage. Discharge measurements are made from the lower side of the single­s:pan steel bridge. The initial pointI for soundings is the center of the bridge­pin over the left abutment. The channel is straight for about 250 feet above and 300 feet below the station. The bed is composed of rough cobblestones and is permanent. At low stages conditions of How are changeable, owing to the fact that refuse dumped into the creek from a tannery a few feet above the station settles under one end of the bridge. The right bank is low, clean and subject to overíiow. The left bank is high and not subject to overflow. There is an extreme range of about I6 feet between high and low water. 244 LAUREL HILL CREEKY AT CONFLUENCE. The station is located only a few hundred yards above the junction of Laurel Hill Creek and Youghiogheny River. Consequently, backwater from the Youghiogheny af- ‘ feots the discharge at all stages above 3.0 feet. A curve reversing and followed by a tangent at high stages has been developed for the station, and gives fair results, but should be used with caution, as the backwater Veffect varies with every Hood. The gage is read daily by L. L. Mountain. The drainage area above the station is 126 square miles. Discharge Measurements of Laurel Hill Creek at Confluence, Pa. Dis- раю Hydrographer 1 Width êägiîigri Vìdlgîilty Hceiìgglît charge 1904 Feet Sq. J' t. 1’Í~eê’_6'r Feet ISec.-ft. July 8 J. C. Hoyt . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 83 156 0,80 2,14 125 Sept. 12 E. О. Murphy . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 80 91 0,30 1,78 27 Sept 27 N. C. Grover . . . . . . . . . . . . . . . . . . . . . . . . . . .. ! 84 84 0.19 1.75 16 1905 ‘ Mal., 11 E. G. Murphy . . . . . . . . . . . . . . . . . . . . . . . . . .. 100 293 3.18 3.79 933 Mar. 11 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ’ 100 262 3,45 3,63 903 Mar. 1.5 N. G. Grover . ’ . . . . . . . . . . . . . . . . . . . . . . . . . .. ‘ 100 214 2,78 3,05 595 Mar. 16 do . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ‘ 100 220 3,04 3,11 665 Mar. 28 A. H. Horton . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 98 196 2,89 2,98 568 Apr. 17 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ' 90 167 1.45 2.45 242 Apr. 22 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4 100 228 3.00 3.21 684 June 6 R. H. Bolster . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1 87 114 0,52 1,98 59 Nov. 4 Hanna and Grieve . . . . . . . . . . . . . . . . . . . . . . .. 1 90 167 1.02 2.30 171 1906 ‘ May 26 U. S. Geological Survey . . . . . . . . . . . . . . . .. 1 82 116 0.46 1.96 53 1907 3 June 10 A. H. Horton . . . . . . . . . . . . . . . . . . . . . . . . .. Ё 92 175 1.49 2.52 260 Aug. 15 H. D. Padgett . . . . . . . . . . . . . . . . . . . . . . . . . .. 85 120 0.60 2.07 72 1908 ! f Feb. 16 F. F. Hensimw ........................ .. ! 114 595 3.62 6.73 1940 Feb. 17 do . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . 102 275 3.49 V 3.7 4 960 Aug. 21 R. H. Bolster . . . . . . . . . . . . . . . . . . . . . . . . . . .. I 73 81 0.21 i 1.61 17 ,1909 June 12 F. w.seheidenh61m .................... .. 1 102 249 2.94 3.40 733 1911 ‘ а July 13 F. E. Langenheim ..................... .. 10~2 I 329 2.66 I 44.10 875 L a. No backwater. _ щ А _ *nv -Mnl И *1_ _ Й Ч Щ „_“ ц Rating Table for Laurel Hill Creek at Confluence, Pa. Gage Dis- Gage l Dis- Gage Dis- Gage Dis- l Gage Dis. Height Q charge 1 Height l charge Height charge Height charge I Height charge . ‘ ! _ Feet Sec.­ft. Feet Sec.-ft. Feet Sec.-ft. Feet Sec.-ft. Feet Sec.-jt. 1.30 4 2.30 185 3.30 742 4.30 1171 5.30 1508 . 40 7 . 40 232 . 40 790 . 40 ‚ 1206 . 40 1540 . 50 1 1 . 50 284 . 50 840 . 50 1240 . 50 1570 . 60 16 . 60 338 I . 60 885 . 60 1274 . 60 1600 .70 23 ' .70 395 1 .70 930 .70 1308 .70 1630 ‚ 80 35 . 80 456 I . 80 975 . 80 1342 . 80 1660 .90 52 .90 522 Е .90 1020 .90 1376 .90 1690 2.00 76 3.00 581 : 4.00 1060 5.00 1410 6.00 1720 .10 106 .10 636 I .10 1100 .10 1443 ... ._ .. .20 142 .20 690 l .20 1136 .20 1476 i Note. This table should be used backwater . with caution on account of the station being affected by sTREAM­FLoW. I 245 PLATE 1 12 Daily Gage Heights and Discharges of Laurel Hill Creek at Conñuence, Pa., for I904. September October November December Day Й = _ Gage Dis- Gage Dis« Gage Dis» Gage Dis- . Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sec.- Feet Sec.- Feet See.- ft. ft. ft. jt. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.65 12 1.60 8 1.70 16 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.65 12 1.60 8 1.70 16 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.60 8 1.60 8 1.70 16 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.60 8 1.60 8 1.70 16 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . 1.60 8 1.60 8 1.70 16 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.60 8 1.60 8 1.70 16 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . 1.60 8 1.65 12 1.70 16 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . 1.65 12 1.65 12 1.70 16 9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.65 12 1.65 12 1.70 16 10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.65 12 1.65 12 1.70 16 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.80 26 1.65 12 a1.70 16 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.80 26 1.65 12 1.75 21 13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.80 26 1.65 12 1.75 21 14 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.75 21 1.65 12 1.75 21 15 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.70 16 1.65 12 1.80 26 16 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.80 26 1.70 16 1.65 12 1.80 26 17 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.80 26 1.70 16 1.70 16 1.80 26 18 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.70 16 1.65 12 1.70 16 1.85 33 19 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.65 12 1.60 8 1.70 16 1.85 33 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.65 12 1.60 8 1.70 16 1.85 33 21 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.70 16 1.60 8 1.70 16 1.85 33 22 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.70 16 1.60 Y8 1.70 16 1.85 33 23 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.65 12 1.60 8 1.70 16 1.90 41 24 ..................................... .. 1.65 12 1.60 8 1.70 16 163-00 560 25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.65 12 1.70 16 1.70 16 3.35 760 26 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.65 12 1.70 16 1.70 16 2.70 365 27 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1-75 21 1-65 12 1.70 16 3.40 785 28 ............................ ....... .. 1.75 21 1.65 12 1.70 16 3-60 885 29 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.70 16 1.65 12 1­70 16 3-00 500 30 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1-65 12 1-60 8 1.70 16 2.50 260 31 . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . .. 1-60 8 ­ ­­ 2-40 210 a. River frozen Dec. 11 to 23. b. Ice gone out. 9172‘ Daily Gage Heights and Discharges of Laurel НШ Creek at С onftuence, Pa., for 1905. January February March April May June July August September October November December Ё. ` | а Gage Dis­ Gage E Dis­ Gage Dis- Gage Dis- Gage Dis­ Gage I Dis» Gage Dis­ Gage Dis­ Gage Dis­ Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge llt. charge Ht. charge Ht. charge Ht. charge Hi. charge Feet See.­ Feet See.- Feet see.- Feet Sec.- Feet Sec. Feet b'ee.~ Feet { See.- Feet scc.- Feet See.- Feet See.~ Feet Sec.­ Feet See.- f¿_ ft. ft. ft ft. jt. fi. ft. ft. ft. ff- 1 2.30 170 .. 2.85 460 2.45‘ 235 2.45 235 2.05 78 2.35 190 2.80 425 2.15 113 1.80 -26 2.40 210 3,15 650 2 2.30' 170 .. 2.35 190 2.40 210 2.05 78 2.45‘ 235 2.50 260 2.10 95 1.80 26 2.30 170 3.00 560 3 2.50 260 2.30 170 2.35 190 2.00 62 2.30 170 2.35 190 2.10 95 2.10 95 2,3() 170 6,85 1980 4 2.45 235 2.25 150 2.85 460 2.30 170 2.35 190 2.00 62 2.25 150 2.40 210 2.10 95 1.95 51 2.30 170 4.05 1095 5 2.45 235 . . . . . . ... .. . 2.35 190 2.45 235 2.00 62 2.20 130 2.30 170 2.25 150 1.85 33 2,40 210 3.30 735 6 2.40 210 . . . . . . . . . . 2.40 210 2.40 210 1.90 41 2.20 130 2.25 150 2.30 170 1.75 21 2,40 210 2.95 525 7 2.25 150 2.45 235 2.30 170 2.70 365 2.20 130 2.25 150 2.30 170 1.70 16 2.35 190 2.75 395 8 2.15 113 2.90 495 3.65 910 2.45 235 2.25 150 2.50 260 2.30 170 1.90 41 2.60 310 1.70 16 2.35 190 2.65 337 9 2.05 78 4.85 1370 2.40 210 2.15 113 2.40 210 2.15 113 1.90 41 2.80 425 1.70 16 2.30 170 2.55 285 10 2.00 62 5.20 1476 2.45 235 2.15 113 2.30 170 2.30 170 1.85 33 2.90 495 1.65 12 2.25 150 2.45 235 11 2.05 78 2.85 460 3.85 1010 2.90 495 2.20 130 4.45 1275 2.20 130 2.80 425 4.15 1145 2.30 170 2.20 130 2.45 235 12 2.25 150 . . . . . . . 3.20 680 2.90 495 2.55 285 3.70 935 2.20 130 2.55 285 3.10 625 2.40 210 2.20 130 2.40 210 13 3.70 935 . . . . . . 3.20 680 2.70 365 2.45 235 3.10 625 2.30 170 2.30 170 2.90 495 2.15 113 2.20 130 2.40 210 14 3.30 735 . . . . . . . 3.15 650 2.60 310 2.95 525 2.75 395 2.20 130 2.30 170 2.55 285 2.05 78 2.20 130 2.35 190 15 3.00 560 2.90 495 3.05 595 2.50 260 3-00 560 2.50 260 2.15 113 4.00 1075 2.40 210 1 .95 51 2.15 113 2.35 190 16 2.65 337 . . . . . . . 3.15 650 2.50 260 2.80 425 2.40 210 2.05 78 4.30 1210 2.30 170 1.90 41 2.25 150 2.30 170 17 2.60 310 . . . . . . . 4.00 1075 2.40 210 2.60 310 2.30 170 2.00 62 3.35 760 2.20 130 1 .85 33 2.25 150 2.25 150 18 2.50 ‚260 2.85 460 4.50 1295 2.40 210 2.50 260 2.20 130 2.00 62 2.90 495 2.15 113 1 .80 26 2.20 130 2.25 150 19 2.35 190 . . . . . . . 7.65 2218 2.40 210 2.40 210 2.15 113 1.90 41 2.60 310 2.00 95 2.20 130 2.20 130 2.20 130 20 2.35 190 6.55 1888 2.50 260 2.40 210 2.15 113 2.45 235 2.35 190 2.05 78 4.10 1120 2.15 113 2.15 113 21 2.30 170 . 7.95 2309 2.65 337 2.30 170 2.10 95 2.20 130 2.30 170 2.00 62 3.15 650 2.10 95 3.50 835 22 2.25 150 2.90 495 5.20 1476 3.15 650 2.25 150 4.60 1335 2. 10 95 2.30 170 1.95 51 2.65 337 2.10 95 3.50 835 23 2.30 170 . . . . . . . 3.75 960 2.80 425 2.20 130 3.80 985 2.00 62 2.20 130 1.90 41 2.50 260 2.05 78 3.20 680 24 2.30 170 . . . . . . . 3.30 735 2.65 337 2.15 113 3.85 1010 2.40 210 2.10 95 1.90 41 2.40 210 2.10 95 2.95 525 25 2.20 130 2.85 460 3.50 835 2.60 310 2. 15 113 3.40 785 2.20 130 2.35 190 1.90 41 2.35 190 2.05 78 2.75 395 26 2.25 150 . . . . . 3.20 680 2.50 260 2.10 95 3.20 ’ 680 2.15 1-13 2.20 130 1.85 33 2.65 337 2.05 78 2.65 337 27 .... ... . . 3.10 625 2.60 310 2.15 113 2.85 460 2. 10 95 2.10 95 1.80 26 2.510 260 2,0() 62 2,55 285 28 . . . 2.95 525 2.90 495 2.15 113 2.60 310 2.05 78 2.05 78 1 .80 26 2.45 235 2.50 260 2.50 260 29 . . . 2.70 365 2. 65 337 '­ 2 ‚ 10 95 2.45 235 2.30 170 2.00 62 1.80 26 Z 35 190 4.75 1395 3.10 625 30 . . 2.60 310 2.55 285 2 15 113 2.35 190 2.40 210 2.30 170 1.80 26 2.35 190 3.90 1030 2.75 395 31 2.50 260 2 05 78 3.25 705 2.20 130 2.30 170 2.60 310 Note. Greek frozen January 27 to March 7, inclusive. Gage readings to surface of ice. Thickness of ice 0.7 to 1.0 foot. ¿vz Daily Gage Helghts and Disfhmges of Laurel Hill Creek at Confluence, Pa., for 1906. J8l1l1al'y F€b1’l1a13’ March April May June July August September October November December È» „__ д Gag@ Dis' Gag@ Dis’ Gage DiS- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis­ Gag Dis- Gage Dis- Gage Dis- H’C­ Charge Ht- Charge Ht-_ гьагге HL Charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Seo.- Feet Seo.- Feet See.- Feet ‚960, Feet see.- Feet See.- Евы‘ Seo.­ Feet 860: Feet See.- Feet Sec.- Feet Sec.- Feet Sec.- ft- ft- ft­ ft. п. ft. ft. ft. fz. ft, fe. ft. 1 2.55 285 2.30 170 2.50 260 3.60 885 2.30 17 2.10 95 1.95 51 1.85 33 2.05 78 1 .95 51 1.80 26 2.30 170 2 2.45 235 2.25 150 2.50 260 3 .30 735 2.50 260 2.05 78 1 .90 41 1.85 33 2.05 78 2.10 95 1.80 26 2.30 170 3 2 . 70 365 2.25 150 2. 50 260 3.40 785 2 .60 310 1.95 51 1.85 33 2.00 62 2.10 95 2.00 02 1 .80 26 2.50 200 4 4.00 1075 2.30 170 2.60 310 3.50 835 2.40 210 1.85 33 1 .90 41 2.00 62 2.00 62 1.90 41 1.80 26 2.40 210 5 3 .20 680 2. 30 170 2.50 260 3 . 80 985 2 .35 190 1 .80 26 1. 85 33 1. 90 41 1.90 41 2 .00 62 1 .80 26 2 .35 190 6 2.85 460- 2.25 150 2.50 260 4.60 1335 2.30 170 3.20 680 1.80 26 1 .80 26 1.90 41 2.10 95 1.75 21 3.90 1030 7 2.65 337 2.25 150 2.50 260 3 .50 835 2.30 170 3.50 835 1.80 26 4.00 1075 1.85 33 2.30 170 1. .75 21 3. 65 910 8 2. 70 365 2. 20 130 2. 50 260 3 .15 650 2 . 25 150 3 . 00 560 1 . 80 26 3 . 80 985 Г. 80 26 2.10 95 1 . 75 21 2 . 90 495 9 2 . 50 260 2 . 20 130 2 . 50 260 3 . 30 735 2.35 190 2. 50 260 1 .80 26 4. 80 1344 1 . 80 26 1 .95 51 1 . 75 21 2. 70 365 10 2.30 170 2.25 150 2.40 210 3_.75 960 2.40 210 2.40 210 1 .80 26 5.90 1690 2.15 113 1 .95 51 1 .70 16 5.50 1570 11 2.25 150 2.20 130 2.50 260 3 .30 735 2.35 190 2.25 150 1 .75 21 3.60 885 2.00 62 1 .90 41 1 .80 26 5.10 1442 12 2.40 210 2. 15 113 2.60 310 3.00 560 2.30 170 2.20 130 1 .75 21 2.95 525 1 .75 21 1.90 41 1.80 26 3.55 860 13 2,35 190 2,15 113 2,50 260 2.45 235 2.30 170 2.20 130 1.70 16 2.70 365 1.80 26 1 .85 33 1.80 26 3.10 625 14 2.30 170 2.15 113 2.50 260 2.10 95 2.25 150 2.20 130 1.70 16 2.45 235 1.80 26 1.85 33 1.80 26 3.00 560 15 2.35 190 ,2.10 95 2.50 260 3.60 885 2.25 150 2.15 113 1.75 21 2.35 190 2.00 62 1.80 26 1 .80 26- 2.90 495 16 2,45 235 2,10 95 2,45 235 2.90 495 2.20 130 2.10 ’ 95 1 .75 21 2.25 150 1.85 33 1.80 26 1.90 41 2.85 460 17 2,55 2.85 2,10 95 2,45 235 2.75 395 2.20 130 2.05 78 1.70 16 2.25 150 1.75 21 1.80 26 2.00 62 3.55 860 18 2,90 495 2,05 78 2,40 210 2.65 337 2.20 130 2.00 62 1 .90 41 2.40 210 1.70 16 1 .80 26 3.00 560 3.20 680 19 3,05 595 2,05 73 2,40 210 2.60 310 2.15 113 2.00 62 2.00 62 3.45 810 1.70 16 1.80 26 3.40 785 2.80 425 20 2,75 395 2,05 73 2,35, 190 2.50 260 2.10 95 2.00 62 1 .85 33 3.30 735 1 .65 12 1.95 51 2.95 525 2.80 425 21 2,90 495 2,30 170 2,35 190 2.60 310 2.05 78 2.10 95 1.70 16 3.25 705 1 .80 26 2.10 95 2.75 395 2.70 365 22 2,90 495 2,75 395 2,40 2,10 2. 65 337 2. 00 62 2. 10 95 1 . 90 41 2. 95 525 1 .75 21 1.90 41 2.60 310 2 . 60 3.10 23 7 ,00 2020 2,60 310 2,35 190 2.80 425 2.00 62 2.30 170 2.70 365 2.75 395 1.75 21 1 .85 33 2.35 190 2.55 285 24 3,75 900 2,50 200 2,30 170 2.75 395 1.95 51 2.25 150 2.35 190 2.60 310 1.70 ’ 16 1.85 33 2.30 170 2.50 260 25 3 ‚15 050 2,45 235 2,30 170 2.70 365 1 .95 51 2.10 95 2.10 95 2.50 260 1 .75 21 1.80 26 2.30 170 2.45 235 20 2,85 5 400 2,40 210 2,45 235 2.70 365 1.95 51 2.00 62 2.00 62 2.40 210 1.75 21 1.75 21 2.25 150 2.45 235 27 2.70 3.65 2,35 190 3,00 .885 2.60 310 2.05 78 2.05 78 1.95 51 2.30 170 1.75 5 21 1.75 21 2.20 130 2.55 285 28 2,00 310 2,30 170 5,0() 1410 2.50 260 2.70 365 2.00 62 1 .90 41 2.25 150 1.80 26 1.85 33 2.20 130 3.10 625 29 2,50 200 , 3,80 935 2.40 210 2.35 190 2.00 62 1.90 41 2.20 130 1.75 21 1.85 33 2.15 113 3.05 595 30 2,45 23.5 4,70 1375 2.40 210 2.25 150 1 .95 51 2.00 62 2.15 113 1.80 26 1.85 33 2.10 95 3.45 810 31 2,40 210 5,40 1540 2.15 113 .. 1.90 41 2.10 95 .. 1.80 26 5.60 1600 Note, Discharge probably unaffected by ice conditions during 1906, 248 .»NNH .SUH :NAH „SNÈNNQN Ё 4685 мшыввч „З .§N.ë»HÈ.Q „Её E @Nm @@.N @mH mN.N .. NN @N.N быы бы . ы быы бб . N NNH @N . N mN NH. N mN @H .N @HN mw. ы »mm mN.N mmN mw. N HN m». H @mH @N.N @N» быы быы m».N NNw mN.N NN NN. H @»H Nm.N быб бы . N mNN mm . N Hm mN .H Hw NN . H „бы Nm . N mNN NH. m „бы Nm .N Hw NN . H NN @@. N быы N» . N mNN @N . m @NN „б. N Hw NN. H NN NN . N mNw NNN mNmH m» . w mmN mw . N Hm mN. H mN @H . N NNN „б . ы бы#„ mN.w mmN mw.N NN @@.N mN @H.N NHH mH.N @HN @w.N NNN Nm.N NN @@.N NNH NN.N ыы бы .H @mH mN.N @HN @w.N NN @@.N N» m@.N Hw NN. H @mH @N.N mmN mw.N N» m@.N ы: б„.ы Hw @N.H @»H @m.N „бы Nm.N N» m@.N @NH @N.N Hw NN. H @NN Nm.N @HN @w.N бы @H .N бы @H.N Hm бы. H быы @».N @»H Nm.N N» mN.N N» m@.N NN @@.N mNm mN.N @NH быы бы @H .N бы @H.N N» m@ .N mmN @».m быы б#.ы ы„„ б„ .N mHH mH.N N» m@.N @m@H mN. ы „бы Nm.N @mH mN.N NNH @N.N mN @H .N mwHH mH.w mNN mm.N @mH @N.N @mH mN.N @mH @N.N mNNH @m.w »mm mN.N mN @H.N mNN бб.ы @NH бы.ы m»mH @».w mNw @N.N @mH @N.N „бы @N.N @mH mN.N mNmH m».w @Nm @N.N @NH бы.ы N» m@.N @»H Nm.N NNN Nm.N mNN @H ‚ы „бы NN.N mN NH.N @NH бы.ы NNH mm . N mwwH @H . m NN N@ . N mN NH. N @HN @w . N N» m@.N m»@H @@.w N» m@.N NHH mH.N @mH mN.N NHH mH.N mNm быы ы„„ mH.N @mH @N.N mNN mm.N @mH mN.N mmN @m.m NN @N.N @mH mN.N NN @N.N NNH @N.N @HNH NN.w N» mN.N @HN @w.N N» mN.N @»H Nm.N mNHH mN.w Hw NN. H @»H Nm.N mN @H .N быы б#.ы N» бы. ы „б бы. H NN @@.N @mH @N .N @NN @N.N бФ @H.N N» m@.N NN @@.N @»H @N.N N» .NH .NH _„H ‚ё наши NNN@ .NNN »Nuß Louw «NNN ‚быт NNN@ SNN. NNN@ @.N.:2Ho .NNH шыЬЁш ‚бщ шшышдо .„HH.H шыёдш .NHH QNNNHHQ .NNH -wö шышо -EQ @NSN -EQ @NNN -W5 NNN@ -NFH PNN@ .SNEQQNQ .H..ÈE@>oZ .SNSQO ‚ббЕшЁшш «mamie @NH @N.N .. @Nm @@.N mN.N Nmwj „бы @w.N HN @mH mN.N @mH @N.N @Nm @@.N быы m».N „бы @m.N . . . . . . . @HN @w.N @N @»H Nm.N mHH mH.N @NN NN.m mNw @N.N @Hm @N.N .. . . mmN mw.N NN mmN mw . ы бы @H . N mm» Nm . m mNw @N .N m_Nm N» .N „бы „б . ы „бы Nm. N NN mNw @N.N NmH @N.N @HN mw.m mNm mN.N »mm mN.N „бы @m.N „бы @N.N »N @NN @N . ы @mH mN.N mNN „б. .N mNm m@. ы »NN mN. N @NN @m.N mNw @N.N NN @»H @N.N @»H @N.N @NN @N.N mN» @w.N mNN @».N @NN @m.N @Nm @@.N mm. @HN @w.N N»H @m.N mNN mm.N Nm@H „бы быб mN.N @NN @m.N бы @N.N wN @HN @w.N @»H Nm.N „бы @N.N mNw @N.N @NN @N.N „бы @N.N mNw @N.N ыы NNN @L .N @»H @N .N »NN бы .N mmm m».N @HN mw. N mNN _@».N mm» „бы. ы ыы mNN @».N @NH mN.N mNN @».N mNw @N.N mNHH mN.w mNw @N.N mNN @N.N HN. mNw @N.N NNN ч; @NN EN @Nw Nm.N @NNN Ель NNN бФы .@HNH @N.N @N mN» @w.N mNN бб.ы »mm mN.N mNw @N.N mN»m mm.NH @Hm @N.N @NNN @N.N NH mNHH NN.w »mm mN.N. @NN Nm.N mNw @N.N @H@H mN.N @HN @w.N N»NH @N.w NH. mN@H m@.w mNw @N.N NNN „бы. быб m@.m mNHH mN.w mmN mw.N mN.N @N.N »H @NH бы. N mNN @H . ы @NN @m .N @Nm @@. N N»wH @N .m @NN @m . N @m_@H mN.N NH @HN @w.N @H@H mN.N быы mw.N „бы @N.N @NNH @».N @NN @m.N wwNH m».m mH @Hm @N.N mHwH @Nw »NN mN.N mNN @».N @N@N` @@.»H @NH mN.N @NmN @N.N HwH @Nm @@.N mNN @N.N быы m».N быы @».N @wNw @w.wH @mH mN.N m»@H NN.w NH @H@H mN.N mNN @N.N @Nw mN.N mNw @N.N mNN @».N .@»H @N.N @NNN @@.N NH @Hm NN . N mmNH Nw. w mNN „б. ы mNN N» .N »mm бы . ы @NH бы. ы „бб „б. ы .HH Hm mN.H NNH быы mm» Nw.m „бы @N.N NNH быы „бы Nw.N NNN @N.N NH NN @@.N Ё бб.ы @H2 @@.N @HN @w.N @»H @N.N Ф: @N.N @...@H @@.N Ф Е „вы @Nm @».N âw @N.N @NH Nm.N @NH @N.N ФВ @N.N mm» @N.N N N» m@.N „бы Nm.N @Nw mN.N @mH mN.N @mH mN.N @mH @N.N mNw @N.N » mN @H.N @NN Nm.N @NN Nm.N @NH @N.N NNH быы _„б„ mN.N mNw @N.N N ЮФ @H.N @Nm @@.N @@N Ф: @NH @N.N @NN @N.N @E mN.N @Nm @@.N б ы: mH.N @HN @N.N mNw @N.N .@mH mN.N быы m.»,.N @NN @N.N @NN @N.N w @mH mN.N m@» mN.N »NN mN.N @»H @N.N @Nm @@.N @N» mN.N @NN @N.N N @NN „б. ы m»@H @@.w @Hm @N ‚ы „бы @w.N @NN оы. т NNN mm. ы @Nw mm. т ы @NH _ @N.N m@» ‚ mN.m mNm @».N @HN @w.N mNm @».N @NH mN.N NwmH NN.w H ‚а ц „а Í „д ‚а ‚а ....H ё наши ц ESN .ovm ` „SPH ‚быт SSH -690 „шшб SNN. бшЁ наши „шшщ -..@Nm „мёд шызшдш „Щ шыёдш .NHH NNÉHHQ .NHH œ.N.:2H.o .NHH NNÈHHQ .NNH NNÈHHQ .NNH шыёдш .HHH INFH _ штаб -@HNH NNN@ -NHNH NNN@ ‚Ей штаб .NHNH штаб -@HNH NNN@ -NHNH @Nm.N G В 1111111 Il 11 11111 1 F 1 1 1 fi 1 1111 1 ‚А HH:H. шсзб Ёб „тамч HHo.S..H,H .H.:...s.:Hw.m „H.:2:ä.H. „Eem 88 .mem 6’Vz Day 03;»bl\Dl\9lQl\‘>l\'2l\Dl\9l\Dl\Dt\?r­#>­«Hh~»­J»~»~1­¢»­»,_» 1-lO¢.D00`IdbCJ1»¥>Ca~9l\'J1­‘QCD00-lG:CJ1H><‘.Ql\Q1­«QcQœ­~ld:Cn11>¢aQl\'.>r--I January February Ma rch April Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.­ Feet Sec.- Feet Sec.- Feet Sec-._- . ft- ft- . 2 . 85 460 2 . 65 337 2 . 55 285 3 . 25 705 2.75 395 2.55 285 5.10 1443 3.45 810 2.60 310 2.50 260 4.35 1235 3 .20 680 2.55 285 2.45 235 3.60 885 3.00 560 2.50 260 2.40 210 3.50 835 2.85 460 2.45 235 2.45 235 5.10 1443 2.85 460 2 . 45 235 2 . 50 260 8 . 15 2365 2 . 75 395 2.45 235 2.35 190 3.85 1010 4.15 1145 2 . 40 210 2 . 35 190 5 . 50 1570 3 . 95 1050 2.40 210 2.40 210 3 .85 1010 3 .35 760 2.35 190 2.35 190 3.40 785 5.50 1570 4.50 1295 2.70 365 3.60 885 3.65 910 3.45 810 3.30 735 3.85 1010 3.20 680 3 . 15 650 3 . 80 985 4 . 40 1255 2 . 90 495 2.80 425 12.20 3580 4.35 1235 2.95 525 2.65 337’ 5.50 1570 4.05 1095 2.90 495 2.50 260 3 .70 935 3 .55 860 2 .85 460 2.45 235 3.45 810 6.15 1765 2.80 425 2 .40 210 3 . 10 625 9 . 05 2635 3 . 50 835 2.35 190 2.90 495 4.50 1295 3.10 625 2 . 50 260 2 . 80 425 3 . 50 835 3 . 00 560 2 . 95 525 2 . 60 310 3 . 20 680 2 . 90 495 2 . 90 495 2 . 60 310 3 . 00 560 2 . 80 425 2.60 310 2.55 285 3.00 560 2.70 365 2.55 285 2.50 260 2.85 460 2.60 310 2.55 285 2.45 235 2.85 460 2.50 260 3 . 15 650 2 .40 210 2 . 75 395 2 .45 235 3 .00 560 2.40 210 2.75 395 2.40 210 2.60 310 2.35 190 3.90 1030 2.40 210 2.35 190 3.30 735 2.45 235 2.55 285 3.60 885 .... May Gage ъ Dis- Ht. ’ charge Feet Seo.- ft. 2.80 425 2.70 365 2.65 337 2.95 525 4.10 1120 3.70 935 7.65 2215 4.75 1395 4.60 1335 3.20 680 2.60 310 2.60 310 2.65 337 2.55 285 2.80 425 2.60 310 2.65 337 2.80 425 3.30 735 3.60 885 3.35 760 3.70 935 3.00 560 2.75 395 2.60 310 2.55 285 2.50 260 2.40 210 2.40 210 2.80 425 2.60 310 June Gage Dis- Ht. charge Feet See.- ft. 2.50 260 2.40 210 2.30 170 2.25 150 2.20 130 2.20 130 2 . 15 113 2.10 95 2.10 95 2.05 78 2.00 62 2.00 62 1.95 51 1.90 41 2.15 113 2.10 95 2.05 78 2.00 62 1.95 51 1.90 41 2.10 95 2.05 78 2.00 62 2.40 210 2.30 170 2.10 95 2.00 62 1 . 90 41 1.90 41 1.85 33 July August September October November December Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge See.- Feet Sec.- Feet J See.- Feet See.- Feet Sec.- Feet Sec.- ft. ft. ‘ ft. - ft. ft. jt. зз 1.75 21 1.50! 4 1.60’ в 1.45 2 1.50 4 33 1.70 16 1-50: 4 1.60 8 1.45 2 1.50 4 33 1.65 12 1.45 2 1.60 8 1.45 2 1.50 4 26 1.60 з 1.45} 2 1.60 8 1.45 2 1.50 — 4 26 1.60 8 1.40’ 1 1.60 8 1.45 2 1.50 4 26 1.60 8 1.40 1 1.55 6 1.45 2 1.50 4 26 1.75 21 1.40 1 1.515 6 1.45 2 1.60 8 26 1.70 16 1.40 1 1.50 4 1.45 2 1.65 12 26 1.70 16 1.40 1 1.45 2 1.45 2 1.55 6 21 1.65 12 1.35 0 1.40 1 1.45 2 1.60 8 21 1.60 8 1.35 0 1.40 1 1.50 4 1.65 12 21 1.60 8 1.35 0 1.40 1 1.50 4 1.75 21 21 1.60 8 1.35 0 1.40 1 1.50 4 1.75 21 21 1.55 6 1.3'5 0 1.40 1 1.50 4 1.85 33 41 1.55 6 1.35 0 1.40 1 1.50 4 1.85 33 33 1.55 6 1.35 0 1.40 1 1.50 4 1.90 41 26 1.55 6 1.35 0 1.40 1 1.50 4 2.10 95 21 2.00 62 1.30 0 1.40 1 1.55 6 3.10 625 21 2.00 62 1.30 0 1.40 1 1.55 6 2.70 365 21 1.90 41 1.30 0 1.40 1 1.60 8 2.20 130 16 1.85 33 1.30 0 1.40 1 1.60 8 2.05 78 210 1.80 26 1.30 0 1.40 1 1.60 8 2.00 62 95 1.80 26 1.30 0 1.40 1 1.55 6 1.95 51 625 1.80 26 1.30 0 1.40 1 1.55 6 1.95 51 595 1.75 21 1.30 0 1.45 2 1.55 6 1.90 41 425 1.70 16 1.30 0 1.45 2 1.55 6 1.90 41 310 1.70 16 1.30 0 1.45 2 1.55 6 1.90 41 210 1.65 12 1.50 4 1.45 2 1.55 6 2.00 62 130 1.60 8 1.50 4 1.45 2 1.55 6 1.95 51 62 1.55 6 1.60 8 1.45 2 1.50 4 1.85 33 33 1.50 4 .... ... 1.45 2 .... .. 1.95 51 Daily Gage Heights and Discharges of Laurel Hill Creek at Confluence, Pa., for 1908. OSZ Daily Gage Heights anlí Discharges of Laurel Hill Creek at Confluence, Pa., for 1909. Day O3`ÍC5U1l­ÀCaůl\D1­‘O¢Oœ"ÍÓbCJ\r$~CJ0l\'J1­" January February March April May June July Gage Dis- Dis- Gage Dis- Dis- Gage Dis- Dis- Gage Dis- ш. charge charge Ht. charge charge Ht. cliarge cliarge Ht. charge Feet Sec.- See.- Feet ‘ See.- See.- Feet See.- Feet Seo.- Feet Sec.- ft. ft. ft. ft. ft. ft. ft. 1.95 51 . 170 2.90 495 365 3.30 735 2.20 130 2.10 95 1.95 51 . 210 3.60 885 365 3.10 625 2.25 150 2.05 78 2.10 95 2. 170 4.40 1255 . 395 3.00 560 2.10 95 2.00 62 2.10 95 2. 260 4.00 1075 . 525 3.10 625 2„2Ю 130 1.95 51 2.00 62 2. 425 3.65 910 2.90 495 2.90 495 2.75 395 1.90 41 2.50 260 3. 625 3.30 735 2.80 425 2.70 365 3.40 785 1.85 33 2 . 30 170 2 . 425 3 . 50 835 2 .90 495 2 .60 310 2.80 425 1 . 85 33 2.10 95 2. 337 3.80 985 2.80 425 2.50 260 2.70 365 1.80 26 2.30 170 2. 210 3.70 935 2.70 365 2.50 260 2.60 310 1.80 26 2.20» 130 2. 310 3.75 960 2.60 310 2.50 260 5.85 1675 1.70 16 2.20 130 З. ' 985 3.15 650 2.55 285 2.50 260 4.00 1075 1.70 16 2 . 20 130 3 . 910 2 .90 495 2 . 55 285 2 .4О 210 3 .40 785 1. 70 16 2.15 113 3. 860 2.80 ‹425 2.65 337 2.35 190 2.90 495 1.70 16 2.10 95 3. 650 2.70 365 4.30 1210 2.30 170 2.90 495 1.65 12 3.50 835 3. 650 2.55 285 3.50 835 2.25 150 2.75 395 1 .65 12 3 .05 595 4. 129.5 2 . 50 260 3 . 10 625 2.20 130 2.60 310 1 . 65 12 2.65 ‚ 337 3. 835 2.40 210 2.85 460 2.15 1113 2.50 260 1.65 12 2.55 285 3. 595 2.40 210 2.70 365 2.05 78 2.40 210 1.65 12 2.25 150 2. 525 2.50 260 2.70 365 2.05 78 2.40 210 1.65 12 2.50 260 3. 595 2.85 460 3.70 935 2.05 78 2.35 190 1.65 12 2.45 235 2. 460 2.65 337 4.10 1120 2.15 113 2.35 190 1.60 8 2.60 310 — 2. 395 2.60 310 4.85 1359 2.15 113 2.35 190 1.60 8 3.45 810 3. 735 2.50 260 4.05 1095 2.10 95 2.30 170 1.60 8 3.80 985 6. 1750 2.50 260 3.55 860 2.05 78 2.30 170 1.75 21 3.20 680 4. 1120 2.70 365 3.10 625 2.00 62 2.30 170 1.75 21 2.80 425 3. 760 2.75 395 3.05 595 1.95 51 2.25 150 1.70 16 2.65 337 3. 735 2.90 495 2.80 425 2.30 170 2.35 190 1.70 16 2.60 310 3. 680 3.00 560 2.70 365 2.45 235 2.30 170 1.70 16 2.50 260 . ... 2.95 525 2.75 395 2.20 130 2.25 150 1.65 12 2.30 170 . . 2.90 495 3.10 625 2.05 78 2.15 113 1.65 12 2.20 130 . . 2.80 425 .... ... 2.10 95 .... ... 1.65 12 1 1 August September October November December Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. Charge Ht. charge Ht. charge Ht. charge Feet Sec. Feet See.- Feet See.- Feet Sec.- Feet Sec.- Н. ft. ft. ft. . 1.65 12 1.85 33 1.55 6 1.90 41 1.80 26 1.60 8 1.80 26 1.55 6 1.85 33 1.80 26 1.60 8 1.75 21 1.50 4 1.85 33 1.80 26 1.60 8 1.75 21 1.50 4 1.85 33 1.75 21 1.60 8 2.00 62 1.50 4 1.80 26 1.75 21 1.60 8 1.80 26 1.50 4 1.80 26 1.75 21 1.60 8 1.70 16 1.50 4 1.80 26 1.90 41 1.60 8 1.70 16 1.50 4 1.80 26 2.25 150 1.60 8 1.70 16 1.50 4 1.85 33 2.20 130 1.55 6 1.70 16 1.50 4 1.85 33 2.10 95 1.55 6 1.70 16 1.75 21 1.85 33 2.05 78 1.55 6 1.75 21 2.15 113 1.85 33 2.05 78 1.55 6 1.75 21 1.90 41 1.80 26 2.80 425 1.55 6 1.70 16 1.80 26 1.90 41 4.00 1075 1.75 21 1.70 16 1.80 26 1.90 41 2.80 425 3.70 935 1.70 16 1.80 26 1.85 33 2.60 310 2.90 495 1.65 12 1.75 21 1.85 33 2.40 210 2.70 365 1.65 12 1.70 16 1.85 33 2.30 170 2.45 235 1.60 8 1.85 33 1.80 26 2.20 130 2.35 190 1,60 8 1.85 33 1.80 26 2.10 95 2.50 260 1,6() 8 1.85 33 1.80 26 2.00 62 2.25 150 1,60 8 1.90 41 1.80 26 1.95 51 2_15 113 1_60 8 2.25 150 1.80 26 1.90 41 2.10 95 1_75 21 2.25 150 1.80 26 1.90 41 2.00 62 1.75 21 2.40 210 1.85 33 2.10 95 1.90 41 1_75 21 2.10 95 1.85 33 2.20 130 1_90 41 1.70 16 2.10 95 1.85‘ 33 2.20 130 1_85 33 1.65 12 2.00 62 1.85 33 2.20 130 1_95 51 1.55 12 2.00 62 1.80 26 2.20 130 1.95 51 1.60 8 1.95 51 1.80 26 2.20 130 1,901 41 __‚ __ 1.90 41 .... .. 2.20 130 ISZ Daily Gage Heights and Discharges of Laurel Н”! C:‘eeÍe at Cohŕiuence, Pa., for IQIÖ. January February . March April May J une July August September October _ November December Dis- Gage Dis- Gage Dis- Gage Dis- Feet 1 S60.- Gage Dis- Gage Dis- Gag Gage Dis- Gage Dis- Gage Dis- Gag Dis- charge Ht. charge Ht- Charge Ht. Í Charge Ht. charge Ht. charge charge Ht. Ht. charge Ht. charge Ht. charge Ht. charge Se0.~ Feet Sec.' Feet 1S'ec.~ Feet See. Feet See.- Feel See.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- . ft. . ft. ft. ft. ft. ft. ft. . ft. ft. 1 . 232 2.50 284 5.38 1534 2.03 85 2.43 248 2.88 501 2.13 117 1.48 10 1.68 22 1.33 5 1,43 8 1,58 15 2 . 1118 2.45 258 4.78 1335 1.98 71 2.38 223 3.48 830 2,08 100 1.48 10 1.68 22 1-33 5 1.43 8 1.58 15 3 . 2320 2.65 361 4.33 1182 1.93 59 2.33 199 3.18 679 2. 85 1.43 8 1.68 22 1.33 5 1.43 8 1.58 15 4 . 1171 2.55 311 4.03 q1072 1.88 49 2.28 176 2.88 501 1.98 71 1.43 8 1.98 71 1.33 5 1.38 6 1.58 15 5 . 766 2.45 258 4.03 1072 2.03 85 2.23 155 3 .13 652 1. 59 1.43 8 1.98 71 1 .33 5 1,38 6 1 ,58 15 6 4.30 1171 2.35 208 4.08 1092 1.98 71 2.23 155 3.53 853 1. 59 1.38 6 1.83 40 1.33 5 1,33 5 1,68 22 7 4.40 1206 2 .30 185 3 .58 876 1.93 59 2.18 135 3 .08 625 1. 49 1.38 6 1.78 33 1.33 5 1,33 5 1 ,68 22 8 3.50 840 2.30 185 3.33 756 1.88 49 2.18 135 2.83 473 1. 49 1.38 6 1.83 40 1.43 8 1,33 5 1,68 22 ­ 9 3.15 663 2.45 258 3.08 625 1.93 59 2.33 199 2.83 473 1. 71 1.38 6 1.68 22 1.43 8 1,33 5 1,68 22 2.85 484 3.00 581 2.83 473 1.93 59 2.43 248 3.38 780 1. 71 1.38 6 1.63 18 1.38 6 1,33 5 d , , 2.65 366 2.80 456 2.68 384 1 .93 59 2.98 569 3.58 876 1.93 59 1 .38 6 1.58 15 1 .38 6 1.33 5 d . . 2.55 311 2.60 338 2.63 355 1.88 49 2.98 569 3.18 679 1.88 49 1.38 6 1.58 15 1.38 6 1.33 5 d .. 2.45 258 2.50 284 2.63 355 1.88 49 2.88 501 2.88 501 1.88 49 1.38 6 1.53 13 1.38 6 1,33 5 (1 , , 2.40 A 232 2.45 258 2.58 327 1.83 40 2.98 569 2.68 384 1.88 49 1.38 6 1.53 13 1.38 6 1.33 5 d . , 2.35 208 2.45 258 2.53 300 1.83 40 2.78 444 2.53 300 1.83 40 1.43 8 1.53 13 1.33 5 1.33 5 d . . 2.35 208 3.80 975 2.48 274 1.83 40 2.63 355 2.38 223 1.83 40 1.43 8 1 .48 10 1.33 5 1,33 5 (1 _ , 2.30 185 3.80 975 2.38 223 1.83 40 2.48 274 2.58 327 2.23 155 1.38 6 1.48 10 1.33 5 1,33 5 а _, 8 . 05 2335 3 .40 232 2.28 176 1 .78 33 2.38 223 2 .38 223 2.08 100 1 .38 6 1 .48 10 1 .33 5 1 ,33 5 (1 , , , 5.20 1476 3.15 663 2.23 155 1.78 33 2.48 274 C9.73 1700 1.98 71 1.53 13 1.48 10 1.33 5 1,48 10 а , , 3.55 862 2.90 522 2.53 300 1.78 33 2.48 274 3.88 1011 1.88 49 1.48 10 1.43 8 1.33 5 1,48 10 d , , 4.70 1308 3.20 690 2. 43 248 1. 88 49 2.43 248 3 . 08 625 1.83 40 1.48 10 1 .43 8 1 . 33 5 1 ‚48 10 d , _ 3.85 997 4.55 1257 2.38 223 2.58 327 2.38 223 2.78 444 1.78 33 1.48 10 1.43 8 1.33 5 1.48 10 d . . 3.35 766 3.45 815 2.33 199 2.88 501 2.38 223 2.58 327 1.78 33 1.48 10 1.43 8 1.43 8 1,48 10 1,78 33 3.00 581 D3 .08 625 2 ‚33 199 2 . 78 444 2 . 38 223 2 .43 248 1 . 73 25 1.43 8 1. 43 8 1. 43 8 1.48 10 1. 78 33 2.85 484 2.83 473 2.28 176 3.98 1052 2 .38 223 2 .28 176 1.68 22 1 . 43 8 1 .38 6 1 .43 8 1. 58 15 1. 78 33 2.75 425 2.78 444 2.28 176 3.43 . 805 2.33 199 2.28 176 1.58 15 1.43 8 1.38 6 1.43 8 1,58 15 1,78 33 3.05 603 2.98 569 2.33 199 3.03 599 2.23 155 2.23 1 155 1. 13 1.43 8 1.38 6 1.43 8 1,58 15 1,78 33 2.80 456 4.48 1233 2.28‘ 176 2.88 501 2.23 155 2.43 248 1.48 1_0 1.38 6 1.38 6 1.43 8 1,58 15 1,78 33 2.70 395 2.18 135 2.68 384 2.23 155 . 2.28 176 1. 10 1.38 6 1.38 6 1.43 8 1,58 15 1,88 49 2.60 338 2.13 117 2.58 327 2.23 155 2.18 135 1. 15 1.38 6 1.33 5 1.43 8 1.58‘ 15 4.28 1199 2.50 284 2.08 100 2.48 274 1. 10 1.38 6 .. 1.43 8 „ 3,28 732 а. Max. 8.40 : 2440 sec.­ft. b. Weight lost and replaced. Youghiogheny; 60 per cent of apparent discharge used. d. Frozen. For balance of year gage heights may be slightly in error. c. Backwater from 252 LAUREL HILL CREEK AT CONFLUENCE. Daily Gage Heights and Discharges of Laurel Hill Creek at Confluence, Pa., for 1911. January February March April May Day „_ Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet Seo.- Feet Бес» Feet See.- Feet Sec.- . ft. ft. . ft. 1 . . . . . . . . . . . . . . . . . . . . . . 2.98 569 3.28 732 2.98 569 2 .63 355 2.58 327 2 . . . . . . . . . . . . . . . . . . . . . . 3.18 679 2.93 540 2.93 540 2.58 327 2.88 501 3 . . . . . . . . . . . . . . . . . . . . . . 4.18 1129 2.58 327 2. 88 501 2.53 300 2.78 444 4 . . . . . . . . . . . . . . . . . . . . . . 3 .28 732 2.58 327 2. 78 444 2.93 540 2.68 384 5 . . . . . . . . . . . . . . . . . . . . . . 2.88 501 2.58 327 2.73 413 4.78 1335 2.58 327 6 . . . . . . . . . . . . . . . . . . . . . . 2.63 355 2. 53 300 2.73 413 6.48 1864 2.48 274 7 . . . . . . . . . . . . . . . . . . . . . . 2.48 274 2.53 300 2.73 413 3.63 899 2.38 223 8 . . . . . . . . . . . . . . . . . . . . . . 2.38 223 2.48 274 2.73 413 3.68 921 2.28 174 9 . . . . . . . . . . . . . . . . . . . . . . 2.33 ' 199 2.48 274 2.68 384 3.28 732 2. 18 135 10 . . . . . . . . . . . . . . . . . . . . . . 2.28 176 2.43 248 2.68 384 3.28 732 2.13 117 11 . . . . . . . . . . . . . . . . . . . . . . 2.58 327 2.38 223 2.68 384 3.18 679 2.08 100 12 . . . . . . . . . . . . . . . . . . . . . . 3.48 830 2.33 199 2.63 355 2.93 540 2.03 85 13. . . . . . . . . . . . . . . . . . . . . . 9 .48 3640 2. 38 233 2. 63 355 2.88 501 2.03 85 14 . . . . . . . . . . . . . . . . . . . . . . 5.88 1684 2.93 540 2. 68 384 2.88 501 2.03 85 15 . . . . . . . . . . . . . . . . . . . . . . 4.48 1233 3 .38 780 2.78 444 3.08 625 2.03 85 16 . . . . . . . . . . . . . . . . . . . . . . 3.63 898 3.08 625 2.68 384 2.83 473 2.03 85 17 . . . . . . . . . . . . . . . . . . . . . . 3.13 652 2.88 501 2.68 384 2.73 413 2.03 85 18 . . . . . . . . . . . . . . . . . . . . . . 2.98 569 2.78 444 2.68 384 2.68 384 1.98 71 19 . . . . . . . . . . . . . . . . . . . . . . 2.88 501 2.68 384 2.88 501 2.73 413 1.98 71 20 . . . . . . . . . . . . . . . . . . . . . . 2.68 384 2.63 355 3.28 732 3.18 679 1.98 71 21 . . . . . . . . . . . . . . . . . . . . . . 2.68 384 2.58 327 A 3.18 679 3.03 599 1.93 59 22 . . . . . . . . . . . . . . . . . . . . . . 2.58 327 2.53 300 3.08 625 3.08 625 1.93 59 23 . . . . . . . . . . . . . . . . . . . . . . 2.48 274 2 .53 300 2.98 569 3. 13 652 1 .88 49 24 . . . . . . . . . . . . . . . . . . . . . . 2.43 248 2.53 300 2.93 540 2.93 540 2.28 174 25 . . . . . . . . . . . . . . . . . . . . . . 2.33 199 2.58 327 2.88 501 2.83 473 2. 18 135 26 . . . . . . . . . . . . . . . . . . . . . . 2.73 413 2.68 384 2.83 473 2.73 413 2.08 100 27 . . . . . . . . . . . . . . . . . . . . . . 2.98 569 3 .08 625 2 .78 444 2.63 355 1 .98 71 28 . . . . . . . . . . . . . . . . . . . . . . 3.03 599 3.08 625 2.78 444 2.53 300 1.88 49 29 . . . . . . . . . . . . . . . . . . . . .. 3.43 805 2.73 413 2.48 274 1.88 49 30 . . . . . . . . . . . . . . . . . . . . . . 8.88 2345 2.68 384 2.43 248 2.28 174 31 . . . . . . . . . . . . . . . . . . . . .. 4.88 1369 2.63 355 2.08 100 Estimated Monthly Discharge of Laurel Hill Creek at C o1-iŕluerice, Pa. [Drainage area, 126 square mi1es.] Í Discharge in second-feet Run-off Month i nd­fee.t - t Maximum Il Minimum Mean S}'îec1îIsl, . N д Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. Charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- FC(/’Í See.- Feet Евы Feet S60.- Feet Seo.- Feet See.- Feet 360’ Feet S60.- ft, ft. , 11. ft. ft. ft. ft. ft. 1 2.15 380 ‘... 2,90 1040 2.70 855 2.40 590 2.20 420 2-40 600 2.60 765 2 2.10 340 ..., „„ „‚, 2.00 765 2.25 400 2.30 505 2-95 1090 2.25 460 3 2.40 590 .... .... .... .... 2.55 720 2.25 460 2.20 420 2-55 720 2.10 340 4 2.35 545 2.60 765 2.90 1040 2.50 075 2.30 505 2.10 340 2­40 590 2.00 263 5 2.30 505 .... .... .... .... 2.50 075 2.35 545 2.05 301 2­30 505 2.30 505 0 2-20 420 ... .... .... 2.55 720 2.55 720 2.00 203 2-40 590 2.25 460 7 2.15 380 .... .... 3.50 1700 2.65 810 2.50 675 2.50 675 3-25 1415 2.10 340 8 2.10 340 2.70 855 4.60 2800 2.70 855 2.45 630 2.75 900 3.60 1815 2.00 203 9 2.10 340 .... ... 6.85A 4500 2.70 855~ 2.40 590 2.60 765 2-90 1040 1.95 226 10 2.10 340 .... .... 7.80 5050 2.75 900 2.30 505 2.50 075 2.60 765 1.90 191 11 2.15 380 2.70 855 5.00 3375 3.50 1700 2.25 400 5.70 3430 3.10 1250 3.20 1360 12 2.35 545 .... ... 4.80 2930 3.40 1585 2.55 720 4.10 2405 2.75 900 2.80 945 13 4.70 3170 ... .... 4.50 2725 3.05 1195 2.40 590 3.35 1530 2-80 945 2.40 590 14 3.80 2045 .... .... 4.25 2520 2.85 990 2.75 900 3.00 1140 2.50 675 2.30 505 15 2.95 1090 2.90 1040 4.00 2235— 2.80 945 3.40 1585 2.05 810 2.30 505 5.40 3270 10 2.50 075 ... .... 4.00 2285 2.70 855 3.20 1360 2.45 030 2-20 420 4.25 2590 17 2.45 030 .... .... 5.50 3325 2.00 765 3.10 1250 2.40 590 2.10 340 3.20 1360 18 2.40 590 2.90 1040 6.30 3875 2.55 720 2.80 945 2.30 505 2-00 263 2.80 945 19 2.40 590 .... .... 9.00 7300 2.50 675 2.65 810 2.20 420 2.00 263 2.50 675 20 2.35 545 ... 8.50 6025 2.65 810 2.50 675 2.20 420 2.90 1040 2.35 545 21 2.35 545 .... ..:. 10.40 9205 2.95 1090 2.40 590 2.10 340 2.35 545 2.20 420 22 2.25 400 2.90 1040 7.50 5290 3.70 1930 2.35 545 3.35 1530 2.20 420 2.20 420 23 2.25 400 .... ... 5.25 3190 3.20 1360 2.25 400 3.30 1470 2.10 340 2.10 340 24 2.25 460 .... .... 4.40 2050 2.90 1040 2.20 420 3.70 1930 2.50 675 2.00 203 25 2.20 420 2.90 1040 4.90 2995 2.80 945 2.15 380 3.20 1300 2.25 460 3.20 1300 26 2.20 420 ... .... 4.15 2405 2.70 855 2.10 340 2.90 1040 2.10 340 3.00 1140 27 .... ... ... 3.95 2225 2.75 900 2.40 590 2.80 945 2.05 301 2.50 675 28 3.50 1700 2.75 900 2.20 420 2.50 075 2.00 203 2.30 505 29 3.20 1360 2.65 810 2.00 263 2.30 505 2.10 340 2.20 420 30 3.00 1140 2.50 075 2.00 263 2.20 420 2.60 765 2.55 720 31 ... 2.85 990 ... ... 2.15 380 ... ... 3.00 1140 2.30 505 September October November December Gage Dis-' Gage Dis- Gag Dis- Gag Dis- Ht- Charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet See.- Feet Sec.- Feet Sec.- ft- ft. ft. . 2 , 20 420 1.70 93 2. 50 675 3 . 20 1360 2,10 340 1.80 132 2.40 590 3.00' 1140 2,10 340 2.50 675 2.30 505 8.40 6490 2,10 340 2.25 460 2.30 505 ‘5.10 3115 2,20 420 2 . 00 263 2 . 30 505 4 . 35 2715 2,25 460 1.80 132 2.30 505 3.30 1470 2,35 545 1.75 112 2.30 505 3.00 1140 2,65 810 1.70 93 2.30 505 2.90 1040 2.85 990 1.70 93 2.25 460 2.80 945 2,95 1090 1.65 76 2.20 420 2.70 855 4.85 2960 1. 95 226 2 . 15 380 2 . 60 765 3 , 80 2045 2 . 80 945 2 . 15 380 2 . 50 675 2,90 1040 2.35 545 2.10 340 2.40 590 2.50 675 2.15 380 2.10 340 2.30 505 2.20 420 2.05 301 2.10 340 2.20 420 2.20 420 2.00 263 2.20 420 2.15 380 2.20 420 1.95 226 2.25 460 2.15 380 2.15 380 1.90 191 2.25 460 2.20 420 2.10 ‘ 340 2.15 380 2.15 380 2.15 380 2.05 301 6.10 3710 2.05 301 2.10 340 2.00 263 3.70 1930 2.00 263 4.00 2285 1.95 226 3.00 1140 2.00 263 4.30 2655 1.90 191 2.70 855 2.00 263 3.70 1930 1.90 191 2.60 765 2.00 263 3.40 1585 1.85 160 2.50 675 1.95 226 3.00 1140 1.85 160 3.20 1360 1.95 226 2.80 945 1.80 132 3.00 1140 2.00 263 2.70 855 1.80 132 2.80 945 2.35 545 2.60 765 1.80 132 2.60 765 5.65 3405 3.00 1140 1.80 132 2.55 720 4.75 2900 2.70 855 .... ... 2.50 675 ... .... 2.50 675 Note: River .frozen Jan. 27 to Mar. 6; ice 0.6 ft. to 0.8 ft. thick. On Feb. 15, the water overŕlowed ice and froze under gage, increasing the reading 0.2 ft. During this time gage was read to top of ice. 392 Day ~2Dœ`1G3CIl»«1>-°.~‘)[\"«i­"‘ 29 30 31 Daily Gage Heights and Discharges of Cavsselman River at Confluence, Pa., for 1906. January February March April May June July August September October November December Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet /See.~ Feet See.- Feet See.- ft. ft. ft. ft. ft. ft. ft. ft. f t. ft. ‘ jt. 2.50 675 2 . 50 675 2,00 263 5 . 20 3165 2. 50 675 2 .05 301 1-80 132 2.00 263 2.10 340 1-90 191 2.00 263 2.20 420 2 ‚ 45 630 2 ‚ 35 545 2,15 380 4. 50 2725 2 ‚ 70 855 2,10 340 1.90 191 1.95 226 2 _ 15 380 2.00 263 2 .00 263 2 . 15 380 2 . 70 855 2 .45 630 2 .35 545 4 .40 2650 2. 75 900 2.05 301 1-80 132 3 .85 2105 2. 10 340 1-95 226 1. 90 191 2 .30 505 4. 55 2975 2 .30 505 2 ,90 1040 4 .50 2725 2 .60 765 2 .05 301 1. 85 160 2 .80 945 2. 00 263 1- 90 191 1.80 132 2 . 20 420 з . 70 1930 2 .45 030 2. 70 855 4.90 2995 2 . 60 765 2.00 263 1-80 132 2 . 40 590 1.95 226 2.10 340 1.80 132 2.20 420 3.05 1195 2.30 505 2.50 675 6.50 4080 2.45 630 4.10 2405 1-75 112 2.15 380 1.90 191 2-10 340 1-80 132 3.35 1530 2.65 810 2.20 420 2.60 765 4.70 2870 2.50 675 4.90 2995 1.75 112 2.50 675 1.85 160 2.20 420 1.75 ’ 112 3.60 1815 2.80 940 2 . 10 340 2. 55 720 3 .85 2105 2 .40 590 3 .35 1530 1. 70 93 4 . 65 2835 1.80 132 2.10 340 1. 75 112 2 . 85 990 2 .50 675 2.00 263 2 .55 720 3 .90 2165 2 .30 505 2.70 855 1. 60 61 7.80 5675 1.80 132 1. 95 226 1.75 112 2 .70 855 2 . 25 460 2 .05 301 2. 50 675 5 .05 3090 2 .45 630 2 .40 590 1. 60 61 8 .80 7030 2 . 00 263 1.90 191 1. 75 112 6 . 50 4080 2. 65 810 2 .05 301 2. 45 630 4.20 2475 2.35 545 2.25 460 1. 65 76 4.90 2995 2 .00 263 1.90 191 1.80 132 7 . 10 4800 2 . 60 765 2 . 10 340 2 . 70 855 3 . 60 1815 2 . 20 420 2 .20 420 1. 60 61 3 . 65 1875 1 . 80 132 1 . 8.5 160 1.80 132 4. 50 2725 2.60 765 2.15 380 2.60 765 3.30 1470 2.25 460 2.15 380 1.60 61 3.20 1360 1.85 160 1.85 160 1.85 160 3.65 1875 2.50 675 2.00 263 2. 60 765 3 . 10 1250 2. 25 460 2 . 10 340 1. 60 61 2 .80 945 2.00 263 1.85 160 1.85 160 3 .35 1530 2 . 45 630 2 . 10 340 2.60 765 4. 70 3170 2.10 340 2.10 340 1.60 61 2 . 60 765 2.00 263 1.80 132 1.90 191 3 .20 1360 2.65 810 2.10 340 2.45 630 4.00 2285 2.15 380 2.05 301 1.60 61 2.45 630 1.90 191 1.80 132 1.90 191 3.80 2045 2.90 1040 2.05 301 2.55 720 3.50 1700 2.15 380 2.05 301 1.60 61 2.45 630 1.75 112 1.80 132 1.95 226 5.05 3090 3.30 1470 2.05 301 2.50 675 3.20 1360 2.00 263 2.00 263 1 .70 93 2.40 590 1.90 191 1.80 132 2.70 855 5.10 3115 3.85 2105 2.00 263 2.50 675 3.00 1140 2.10 340 2.00 263 1.70 93 3.60 1815 1.90 191 1.80 132 3.10 1250 3.55I 1760 3.15 1305 2.10 340 2.45 630 2.80 945 2.05 301 2.10 340 1.65 76 4.00 2285 1.85- 160 ‘ 2.60 765 3.25 1415 3.40 1585 3.20 1360 2.20 420 2.35 545 3.10 1250 1. .95 226 2.40 590 1.60 61 4.10 2405 1 .80 132 2.45 630 2.90 1040 3.20 1360 З . 30 1470 2. 70 855 2 . 40 590 3 .15 1305 2.00 263 2 .20 420 1. 75 112 З . 30 1470 1.80 132 2 . 35 545 2 . 60 765 3 .00 114.0 9 . 90 8525 2 .30 505 2 . 35 545 3 . 25 1415 1. 95 226 2 .25 460 2 . 60 765 2 . 95 1090 1. 75 112 2 . 25 460 2 . 40 590 2 . 75 900 4.70 2870 2.20 420. 2.30 505 3.10 1250 1.80 132 2.15 380 2.15 380 2.70 855 1.75 112 2.15 380 2.35 ` 545 2.60 765 4.10 2380 2.25 460 2.35 545 2.90 1040 1.85 160 2.05 301- 1.90 191 2.90 1040 1 .70 93 2.05 301 2.30 505 2.50 675 3.50 1700 2.25 ‘460 2.30 505 3.20 1360 1.85 160 2.00 263 1.75 112 2.65 810 1.70 93 2.00 263 2.25 460 2.50 675 3.20 1360 2.20 420 4.80 2930 3.20 1360 1.80 132 1.95 226 1 .75 112 2.60 765 1.75 112 2.00 263 2.20 420 2.60 765 3.05 1190 2.15 380 7.40 5170 2.80 945 2.10 340 1.90 191 1.70 93 2.55 720 1.80 132 2.00 263 2.20 420 2.90 1040 2. 90 1040 . . . . . . . 5.60 3375 2.85 990 2.15 380 1.90 191 1.70 93 2.40 590 1.70 93 2.05 301 2.15 380 4.00 2285 2.65 810 7.00 4680 2.50 675 2.10 340 1.80 132 1 .90 191 2.30 505 1.75 112 2.00 263 2.10 340 4.70 2870 2.70 855 7.70 5545 2.10 340 .. 2.00 263 2.20 420 2.00 263 . 7 50 5290 Note: Discharge probably unaffected by ice conditions 6Sz Daily Gage Heights and Disclzafges of Casse211­za~n River at Co«nfZuen.ce, Pa., for 1907. January February March April May June July August September October November December in .‚..-.‚____ _„. G ——‚—— ‚ D Gage 1 Dis- Gage Dis- Gage Dis- G-age Dis- Gag Dis- Gag Dis- Gage Dis- Gag Dis~ Gage Dis- Gage Dis- Gag Dis- Gage DiS- I­It. ‘charge Ht. charge 1-It, charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet Бес: Feet See.~ Feet See.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet Sec.- Feet See.- fz. ` ft. ft. ft. ft. ft. ft. ft. ft. ft. ft. ft, 1 5,80 3500 2_5() 675 2.50 67512155 810 3,1() 1250 3_1() 1250 2.40 590 2,20 420 1,8() 132 1.90 1.91 1.95 226‚ 2.90 1040 2 4.30 2565 2.70 355 3.50 17002.60 765 2.90 1040 5.55 3350 2.85 990 2.10 340 1.75 112 1-85 100 1.90 191 2.85 990 3 3.80 2045 5.30 3215 3,20 1360 2.55 720 3.00 1140 4.55 2765 2.50 675 2.00 263 1.90 191 1-80 132 4.95 3030 2.80 945 4 3.50 1700 3.70 1930 3.00 1140 ‚2.50 675 3.30 1470 3.65 1875 2-25 460 2.00 263 2.20 420 1-85 160 4.10 2405 2.75 900 5 3.30 1470 3.25 1415 2,90 1040 2.45 630 3.10 1250 4.85 2960 2.30 505 2.00 233 2.20 420 1.90 191 3.60 1815 2.70 855 6 3.05 1195 3.10 1250 2.90 1040 2-45 630 2.95 1090 4.55 2765 2­30 505 2.45 630 2.00 263 2-00 263 3.30 1470 2.60 765 7 3.05 1195 2.95 1090 2.90 1040 2.55 720 3.20 1360 3.65 1875 2-30 505 2.40 590 1.85 160 1-95 220 0-00 3640 2.35 545 8 3.50 1700 2.85 990 2.80 945 2.50 675 3.25 1415 3.70 1930 2.25 460 2.20 420 1.80 132 1-90 191 4.15 2405 2.45 630 9 6.00 3640 2.75 900 2,70 855 2.45 630 8.55 6695 3.30 1470 2.15 380 2.20 420 1.80 132 2.25 460 3.65 1875 2.60 765 10 4.20 2530 2.70 855’ 2.60 765 2.85 990 5.10 3115 3.05 1195 2.20 420 2.15 380 1.80 132 2.10 340 3.10 1250 6.20 3780 11 3.50 1700 2.60 765 2.80 945 2.90 1040 4.15 2465 6.25 8830 2.55 720 2.15 380 3.00 1140 2.05 301 2.90 1040 6.10 3710 12 11.20 10290 2.55 720 3.00 1140 3.10 1250 3.80 2045 4.45 2690 4.95 3030 2.10 340 2.80 945 2.00 263 2.75 900 5.70 3430 13 7.50 5290 2.50 675 16.30 17215 3.00 1140 3.35 1530 4.75 2900 3.25 1415 2.05 301 2.40 590 2.35 545 2.60 765 5.55 3350 14 11,25 10360 2.50 675‘ 18.10 19660 2.95 1090 3.15 1305 6.55 4140 2.70 855 2.00 263 2.20 420 2.00 263 2.55 720 5.25 3190 15 8.15 6150 2.75 900 8.30 6355 2.90 1040 3.00 1140 5.15 3140 2.50 675 1.90 191 2.05 301 2.10 340 2.45 630 4.10 2405 16 5.85 3535 2.70 855 6.10 3710 3.40 1585 2.90 1040 3.75 1990 2.40 590 1.80 132 2.00 263 2.00 263 2.35 545 3.95 2225 17 5.40 3270 2.65 810 4.50 2725 3.30 1470 2.80 945 3.45 1645 3.35 1530 1.90 191 2.00 263 1.95 226 2.30 505 3.75 1990 18 6.40 3970 2.60 765 3.90 2165 3.20 1360 2.70 855 3.20 1360 3.80 2045 1.90 191 2.00 263 1.95 226 2.40 590 3.55 1760 19 12.20 11650 2.80 ‘945 14.20 14365 3.10 1250 2.85 990 3.05 1195 2.90 1040 1.90 191. 2.15 380 1.95 226 2.95 1090 2.35 545 20 9.00 7300 3.30 1470 10.40 9205 3.10 1250 4.40 2780 2.95 1090 2.50 675 1.80 132 2.15 380 1.90 191 2.70 855 2.40 590 21 5.50 3325 2.95 1090 6.10 3710 3.05 1195 3.65 1875 2.85 990 2.30` 505 1.75 112 2.10 340 1.85 160 2.55 720 2.50 675 22 4.20 2530 2.70 855 5.10 3115 3.20 1.360 3.50 1700 2.75 9-00 2.20 420 1.75 112 1.90 191 1.85 160 2.75 900 2.70 855 23 3.50 1700 2.70 855 4.00 2285 3.20 1360 3.30 1470 3.20 1360 2.15 380 1.85 160 1.90 191 1.80 132 2.75 900 5.95 3605 24 3.10 1250 2.70 855 3.55 1760 4.60 3040 3.20 ‘1360 2.85 990 2.15 380 2.80 945 2.10 340 1.75 112 2.70 855 5.25 3190 25 3.30 1470 2.60 765 3.30 1470 3.60 1815 3.05 1195 2.75 900 2.20 420 2.35 545 2.00 263 1.70 93 2.65 810 4.30 2565 26 3.10 1250 2.50 675 3.10 1250 3.25 1415 3.30 1470 2.55 720 4.10 2405 2.20 420 1.95 226 1.75 112 2.70 855 3.70 1930 27 2.90 1040 2.50 675 3.20 1360 3.25 1415 3.30 1470 2.45 630 3.50 1700 2.10 340 1.85 160 1.90 191 2.95 1090 3.40 1585 28 2.90 1040 2.55 720 3.20 1360 3.20 1360 3.25 1415 2.30 505. 2.55 720 2.00 263 1.80 132 2.50 675 3.10 1250 4.60 3040 29 2.80 945 3.10 1250 3.15 1305 3.15 1305 2.40 590 2.40 590 1.90 191 1.75 112 2.25 460 3.35 1530 4.70 3170 30 2.70 855 2.90A 1040 3.10 1250 3.05 1195 2.45 630 2.30 505 1.85 160 1.90 191 2.10 340 2.95 1090 3.80- 2045 31 2.60 765 2.75 900 2.90 1040 2.15 380 1.80 132 2.00 263 . . 3.60 1815 092 Daily Gage Heights and Dzfsclzarges of Cizssct/ltaift River at Convjtzteuce, Pa., for IQ08. January February March April May June July August September October ‚ 1 November December >» _„__ _K D Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis. Ht. Charge Ht. Ch3.l`g`6 Ht. Charge H13. Charge Ht. Charge Ht. charge Ht. charge Ht. charge I-It. charge Ht. charge Ht. charge Ht. charge lmet 8191:.- Feet Feet 8102,. Feet /Sfete..­ lmet Feet Feet Sfetef Feet Feet Feet Sfeâf Fee: Feet ‚е‘??? 1 3,40 1585 2.60 705 205 910 3.80 2045 2,70 S55 2,85 990 1.73 105 1.68 87 1.48 34 1.48 34 1.38 18 1.38 18 2 3,00 1140 2,55 720 0,80 4440 4.30 2655 2.60 765 2,05 810 1.73 105 1.58 56 1.48 34 1.48 34 1.38 18 1.38 18 9 2.90 945 2.50 675 6.30 3875 3-50 1700 2-55 720 12-50 675 1-73 105 1-58 56 1-43 25 1.48 34 1-38 18 1-43 25 4 2,75 900 2,40 590 4,05 2835 3.20 1360 2.85 990 2,40 590 1.73 105 1.53 44 1.43 25 1.48 34 1.38 18 1.43 25 5 2,00 705 2,30 505 4,50 2725 2.95 1090 6.85 4500 2.20 420 1.73 105 1.53 44 1.38 18_ 1.48 34 1.33 12 1.43 25 0 2,05 810 2,25 400 7,25 4990 3.10 1250 5.70 3430 2.20 420 1.73 105 1.53 44 1.38 18 1.43 25 1.33 _ 12 1.43 25 7 2,45 030 2,45 030 10,00 9475 3.00 1140 10.30 9065 2,15 380 1.73 105 1.73 105 1.38 18 1.43 25 1.33 12 1.48 34 8 2,25 400 2,35 545 7,05 4740 3.90 2165 7.20 4925 2,10 340 1.73 105 1.68 87 1.38 18 1.43 25 1.33 12 1.58 56 9 2,50 075 2,35 545 9,35 7780 4.80 2930 5.20 3165 2.05 301 1.68 87 1.68 87 1.38 18 1.43 25 1.33 12 1.48 34 10 2,35 545 2,35 545 5,00 3375 3.80 2045 4.10 2405 1.98 249 1.68 87 1.58 56 1.33 12 1.38 18 1.33 12 1.53 44 11 2,40 590 2,45 030 4,00 2800 7.55 5355 3.60 1815 1.93 213 1.63 71 1.53 44 1.33 12 1.38 18 1.38 18 1.58 56 12 7,10 4800 2,55 720 4,75 2900 4.70 2870 3.25 1415 1.93 213 1.63 71 1.53 44 1.33 12 1.38 18 1.38 18 1.68 87 13 5,80 3500 3,10 1250 5,00 3000 3.90 2165 3.05 1195 1.93 213 1.63 71 1.48 34 1.33 12 1.38 18 1.38 18 1.63 71 14 4,80 2930 4,90 2995 5,40 3270 3.50 1700 3.00 1140 1.88 179 1.73 105 1.48 34 J1.33 12 1.38 18 1.38 18 1.58 56 15 4,40 2050 10,00 10810 4,90 2995 3.20 1360 3.60 1815 2.10 340 1.83 150 1.43 25 1.33 12 1.38 18 1.38 18 1.68 87 10 3,30 1470 7,95 5880 5,00 3000 3.20 1360 3.10 1250 2.05 301 1.83 150 1.43 25 1.33 12 1.38 18 1.43 25 1.73 105 17 2,95 1090 5,05 3090 4,25 2520 3.00 1140 3.00 1140 1.98 249 1.78 124 1.43 25 1.33 12 1.38 18 1.43 25 1.88 1.79 18 2,9() 1040 4,80 2930 4,00 2800 3.10 1250 3.00 1140 1.98 249 1.78 124 1.63 71 1.28 6 1.38 18 1.48 34 2.85 990 19 2.60 765 3.80 204511.30I 10425 4.15 2465 3.30 1470 1.93 213 1.68 87 1.98 249 1.28 6 1.38 18 1.53 44 2.55 720 20 2,35 545 3,05 1195 0,25 3830 3.20 1360 4.60 2800‘ 1.88 179 1.68 87 1.73 105 1.28 6 1.38 18 1.58 56 2.15 380 21 2,05 810 2,95 1090 4,50 2725 3.10 1250 5.30 3215 2.30 505 1.68 87 1.58 56 1.28 6 1.38 18 1.58 56 1.93 213 22 3.20 1360 2.90 1040 3.75 1990 3.00 1140 5.80 3500 2.25 460 1.93 213 1.53 44 1.28 6 1.38 18 1.58 56 1.88 179 23 3,25 1415 2,80 945 3,50 1700 2.95 1090 3.50 1700 2.15 380 1.83 150 1.59 44 1.28 6 1.38 18 1.53 44 1.88 179 24 2.85 990 2.70 855 3.50 1700 2.90 1040 3.55 1760 2.10 340 2.95 1090 1.58 56 1.33 12 1.38 18 1.53 44 1.88 179 25 2.55 720 2.55 720 3.05 1195 2.75 900 3.15 1305 2.20 420 2.90 1040 1.58 56 1.33 12 1.43 25 1.58 44 1.88 179 26 3.00 1140 2.60 765 2.95 1090 2.80 945 3.05 1195 1.98 249 2.65 810 1.53 44 1.28 6 1.43 25 1.48 34 1.78 124 27 3.15 1305 2.60 765 2.85 990 2.65 810 2.90 1040 1.88 179 2.45 630 1.53 44 1.29 в 1.43 25 1.49 2.1» 1.68 87 28 3.20 1360‘ 2.60 765 2.80 945 2.55 720 2.80 945 1.78 124 2.20 420 1.53 44 1.28 6 1.43 25 1.43 25 1.73 105 29 2.70 855 2.45 630 3.50 1700 2.55 720 3.00 1140 1.78 124 2.10 340 1.58 56 1.28 6 1.43 25 1.43 25 1.73 105 30 2.45 630 3.25 1415 2.40 590 4.00 2285 1.73 105 1.93 213 1.53 44 1.48 34 1.43 25 1.38 18 1.68 87. 31 2.40 590 3.80 2045 3.00 1140 1.78 124 1.48 34 .. 1.43 25 .. 1.93 213 IOZ Daily Gage Heights and Disclzarges of Casselman Ri?/er at Confluence, Pa., for 1909. Day ¢DCI)"lGìCIli-ÄCaJL\"«i­­‘ January February March April May June July August September October November December Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage \ Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- ‚еще Dis- Gage Dis» Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge I-It. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet ,See-,­ Feet ISee.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- ‚Н. ft. ft. ft. ft. ft. ft. ft. ft. ft. ft. ft. 1.83 150 2 .00 263 3 .30 1470 2 ‚85 990 3 .50 1700 2.15 380 2 - 00 263 1.63 71 1 . 78 124 1.53 44 1.93 213 1 .83 150 1.73 105 2 , 40 590 4 , 10 2405 2 . 80 945 3 .30 1470’ 2 .35 545 2 .05 301 1 .58 56 1. 73 105 1.53 44 1. 93 213 1.78 124 1.93 213 2.30 505 4.50 2910 3.00 1140 3.10 1250 2.50 675 2.05 301 1.53 44 1.73 105 1.48 34 1.88 179 1.78 124 1. 83 150 2 . 40 590 4 . 55 2975 3 .50 1700 З . 10’ 1250 2 . 35 545 1 . 98 249 1 . 48 34 1 . 73 105 1 .48 34 1 .88 179 1 .78 124 1.78 124 2.60 765 4, 10 2405 3 .45 1645 З .00 1140 3 .25 1415 1 . 98 249 1.48 34 1.88 179 1.48 34 1 .88 179 1.78 124 1.88 179 2.85 990 3.50 1700 3.35 1530 2.75 900 4.10 2405 1.88 179 1.43 25 1.83 150 1.48 34 1.83 150 1.78 124 1.83 150 2 . 65 810 З . 60 1815 3 .05‘ 1195 2.55 720 3 . 10 1250 1.83 150 1.43 25 1.73 105 1.43 25 1 . 73 105 1.93 213 1.78 124 2.40 590 4.00 2285 3.00 1140 2.55 720 3.05 1195 1.78 124 1.43 25 1.68 87 1.43 25 1.83 150 2.45 630 1 .98 249 2.40 590 3 .75 1990 2 . 80 945 2 .55 720 3. 05 1195 1 .73 105 1.43 25 1 . 68 87 1.43 25 1.78 124 2 . 30 505 1.98 249 2.65 810 3.90 2165 2.80 945 2.60 765 3.05 1195 1.68 87 1.38 18 1.63 71 1.38 18 1.78 124 2.15 380 1.88 179 3.60 1815 3.40 1585 2.75 900 2.50 675 4.15 2465 1.68 87 1.38 18 1.63 71 1.58 56 1.78 124 2.10 340 1.98 249 3 . 60 1815 3. 10 1250 2. 65 810 2.30 505 3 . 25 1415 1.68 87 1 .38 18 1.68 87 2.35 545 1 .78 124 2 .00 263 2.10 340 3 .50 170-0 2 .90 1040 2 . 80 945 2 . 35 545 2 .90 1040 1 . 68 87 1 . 38 18 1 . 68 87 2 . 15 380 1 . 78 124 2 .20 420 2 .05 301 3.35 1530 2.95 1090 6 . 30 3875 2. 30 505 2 . 85 990 1 .73 105 1.38 18 1. 68 87 1.83 150 1 .78 124 3 . 50 1700 3.50 1700 3.30 1470 2.85 990 4.50 2725 2.25 460 2.65 810 1.73 105 1.48 34 1.63 71 1.83 150 1.88 179 2.65 810 3.25 1415 5.40 3270 2.75 900 3.90 2165 2.20 420 2.55 720 1.68 87 3.65 1875 1.58 56 1.78 124 1.88 179 2.55 720 2. 35 545 4.10 2405 2. 65 810 3 .25 1415 2 . 10 340 2. 60 765 1.68 87 3 .05 1195 1.58 56 1 . 73 105 1 . 88 179 2.30 505 2. 35 545 3 .35 1530 2 . 55 720 3 . 05 1195 2 . 10 340 2 .35 545 1. 68 87 2 . 80 945 1.53 44 1.68 87 1.88 179 2 . 30‘ 505 2.15 380 3.25 1415 2.65 810 3.00 1140 2.05 301 2.35 545 1.68 87 2.60 765 1.53 44 1.83 150 1.88 179 2.20 420 2.40 590 3 .35 1530 3 .00 1140 3.70 1930 2.05 301 2.30 505 1.68 87 2.30 505 1.53 44 1.83 150 1.83 150 2 .00 263 2.40 590 3.00 1140 2.80 945 5.30 3215 2.20 420 2.20 420 1.63 71 3.55 1760 1.53 44 1.78 124 1.83 150 2.05 301 2. 60 765 2 . 85 990‘ 2 . 80 945 6 . 80 4440 2 . 20 420 2 .30 505 1.63 71 2 . 55 720 1.53 44 1 .78 124 1. 83 150 1.98 249 3 . 50 1700 3 . 25 1415 2 . 50 675 5 . 45 3300 2 . 20 420 2 . 25 460 1. 68 87 2 . 30 505 1.58 56 2.00 263 1.83 150 1 .88 179 4.60 3040 7.90 5810 2.50 ‚ 675 4.50 2725 2.15 380 2.25 460 2.15 380 2.00 263 1.68 87 3.50 1700 1.83 150 1.88 179 3.50 1700 5.70 3430 2.60 765 3.75 1990 2.10 340 2.25 460 2.05 301 1 .98 249 1.68 87 3.00 1140‘ 1.83 150 2.05 301 3 . 30 1470 4 . 10 2405 2 . 90 1040 3 . 70 1930 2 . 05 301 2 . 20 420 1. 98 249 1 . 88 179 1. 68 87 2 . 30 505 1 .78 124 2 - 15 380 2 . 55 720 3 . 90 2165 3 . 00 1140 3 . 10’ 1250 2 . 10 340 2 . 6-0 765 1 . 88 179 1 . 83 179 1 . 68 87 2 . 10 340 1 . 78 124 2.20 420 2.40 590 8.80 2045 3.00 1140 3.20 1360 2.40 590 2.45 630 1.78 124 1.88 150 1.63 71 2.10 340 1.78 124 2.20 420 2.20' 420 . . . . V. . . . 3.05 1195 3.30 1470 2.20‘ 420 2.30 505 1 .68 87 1 .93 213 1 .63 71 2,1() 340 1 ‚83 150‘ 2.15 380 2.05 301 3 .00 1140 3 .40 1585 2 . 10 340 2 .20 420 1.68 87 1.93 213 1.58 56 2.05 301 ‚1.83 150 2.25 400 1.95 226 2.90 1040 2.10 340 1.63 71 1.88 179 .. 1,98 249 2.25 460 592: Day QDC`ß"ICDUI1»1>~C«'~’«'l\'J-*_* Daily Gage Heights and Discharges of Casselrl/lari Rit/er at C orifluerlce, Pa., for 1910. J _am1'.u­y February March April May June July August September October November December Gage Dis- Gage Dis-' Gage Dis- Gage Dis- Gage. Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- `Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge IIL. charge Ht. charge Ht. charge Ht. charge Ht. charge .1It. charge Feet Sec.- Feet Sec.- Feet Sec.- Feet Sec.- Feet See.- Feet Seo.- Feet See.- Feet See.- Feet Seo.- Feet Seo.- Feet Sec.- Feet See.- н. ‚ ft. ft. ft. ft. ft. ft. ft. ft. ft. д, „_ 2.35 535 2.80 967 7.00 4720 2­10 331 2.80 967 2.75 916 225 449 1-60 61 1.75 118 1-40 19 1­50 36 1.70 95 3.20 1388 2.75 916 0,25 3900 2.05 295 2.65 816 3.30 1497 2.25 449 1.60 61 1.80 141 1-40 19 1.50 36 1.70 95 10.26 8880 2.85 1018 5.30 3140 2.00 260 2.55 719 3.20 1388 2-20 408 1.55 48 1.80 141 1-40 19 1­50 36 1.70 95 6.65 3760 2.75 916 4.80 2785 2.00 260 2.45 625 3.00 1175 2-20 408 1.55 48 2.05 295 1-35 14 1­45 27 1.70 95 3.75 1995 2.50 671 4.60 2660 2.10 331 2.45 625 3.20 1388 2.20 408 1‚50 36 2.05 295 1-35 14 1.45 27 1.70 95 4.55 2630 2,25 449 4,50 2000 2.05 295 2.35 535 4.16 2315 2.15 369 1.50 36 1.90 196 1.35 14 1.45 27 1.90 196 4.60 266-0 2.10 331 4.00 2235 2.00 260 2.30 491 3.35 16012-10 831 1.50 36 1.80 141 1.35 14 1.45 27 1.90 196 3.85 2095 2,00 260 3,65 1890 2.00 260 2.25 449 3.00 1175 2.05 295 1.50‘ 36 1.70 95 1-50 36 1.45 27 1.90 196 3.20 1388 2.55 719 3.40 1608 2-00 260 2­40 579 2-90 10702-10 331 1­50 36 1-65 78 1-50 36 1­45 27 1-90 190 2.80 967 2.9-0 1070 3.15 1334 2.00‘ 260 2.40 579 3:75 1995 2.10 331 1.50 36 1.60 61 1-45 27 1.45 27 111.90 196 2.60 767 2.70 866 2.95 1122 2.00I 260 2.45 625 3.90 2145 2.10 331 1.50 36 1.60 61 1.45 27 1.45 27 1.90 196 2.70 866 2.55 719 2,85 1018 1.95 228 2.95 1122 3.65 1890 2.05 295 1.50_ 36 1.60 61 1.45 27 1.45 27 1.90 196 2.50’ 671 2.45 625 2.75 916 1.95 228 2.85 1018 3.35 1601 2.00 260 1.50 36 1.60’ 61 1.45 27 1.45 27 1.90 196 2.40 579 2.40 579 2,70 866 1.90 196 2.95 1122 3.10 1281 2.20 408 1.50 36 1.60 61 1.40 19 1.45 27 1.90 196 2.40 579 2.4­0 579 2.60 767 1.90 196 2.75 916 2.90 1070 2.10‘ 331 1.60 61 1.60 61 1-40 19 1.45 27 1.90 196 2.40 579 4.50 2600 2.55 719 1.90 196 2.60 767 2.80 967 2.00 260 1.60 61 _ 1.55 48 1.40 19 1.45 27 1.90 196 2,40 579. 5.15 3027 2.50 671 ‚1.90 196 2.45 625 3.35 1601 1.90 196 1.55 48 1.55 48 1.40 19 1.45 27 1.90 196 219.90 8460 4.45 2567 2.40 579 1.85 168 2.35 535 3.05 1228 1.85 168 1.55 48 1.55 48 1.40 19 1.45 27 1.90 196 7.00 4720 3.45 1664 2.35 535 1.85 168 2.40 579 12.60. 12240 1.80 141 1.70 95 1.55 48 1.40 19 1.55 48 1.90 196 4.20 2390 3.05 1228 2.60 767 1.85 168 2.35 535 6.40 4110 1.75 118 1.65 78 1.50 36 1.40 19 1.55 48 1.90 196 I6.90 4610 3.40 1608 2.55 719 1.90 196 2.35 535, 4.20 2390 1.65 78 1.65 78 1.50 36 1.40 19 1.55 48 1.90 196 5.1.0 2990 6.80 4510 2.50 671 3.10 1281 2.30 491 3.75 1995 1.60 61 1.65 78 1.50 36 1.40 19 1.55 48 1.90 196 3.75 1995 4.70 2720 2.50 671 3.15 1334 2.25 449 3.20 1388 1.60 61 1.60 61 1.45 27 1.50 36 1.55 48 1.90 196 3.30 1497 3.55 1777 2.45 625 2.90 1070 2.35 535 2.90 1070 1.60’ 61 1.60 61 1.45 27 1.50 36 1.55 48 1.90 196 3.10 1281 3.20 1388 2.40 579 6.10 3815 2.10- 331 2.90 1070 1.60’ 61 1.60 61 1.45 27 1.50 36 1.70 95 2.00 260 3.00‘ 1175 3.20 1388 2.40 579 4.50 2600 2.85 168 2.80 967 1.60 61 1.55 48 1.45 27 1.50 36 1.70 95 2.00 260 4.00 2235 3.60 1835 2.35 535 3.70 1945 2.65 816 2.70 866 1.60 61 1.55 48 1.45 27 1.50 36 1.70 95 2.00 260 3.30 1497 6.40 4110 2.30 491 3.60 1835 2.60’ 767 2.65 816 1.60 61 1.50 36 1.45 27 1.50 -36 1.70 95 2.00 260 3.05 1228 2.25 449 3.45 1664 2.55 719 2.45 625 1.55 48 1.50 36 1.45 27 1.50 36 1.70 95 2.40 579 2.95 1122 2.20 408 3.15 1334 2.5-0 671 2.30 491 1.70 ` 95 1.50 36 1.40 19 1.50 36 1.70 95 5.60 3380 2.85 1018 2.15 369 2.50 671 1.6—0 61 1.50 36 .. 1.50 36 .. 3.50 1720 а. Max. 10.80 :9720 sec.-ft. 1_1. River frozen Dec. 10 to 23; gage heights interpolated. STREAM -F LOW. 263 Daily Gage H eights and Discharges of Casselman River at C onflnence, Pa., for 1911. January February March April May .'>. с‘ Gag Dis~ Gag Dis- Gage Dis- Gage Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Ht. charge I-It, charge Feet Sec.- Feet Sec.- Feet Sec.- Feet Seo.- Feet Sec.- ft ft. ft. ft. ft. 1 3 .09 1270 4.08 2299 3.02 1196 2.86 1029 2.65 817 Й 3.94 2181 3.58 1812 2.97 1144 2.76 926 2.95 1122 3 5.49 3308 3 .18 1367 2.87 1040 2.66 827 2.85 1019 4 3.94 2181 3.08 1260 2.77 937 3.01 1186 2.75 916 5 3 .09 1270I 2.98 1154 2.72 886 6.86 4570 2.65 817 6 2.84 1008 2.88 1050 2. 92 1091 8.96 7152 2.55 719 7 2.69 856 2.83 998 2.87 1040 5.71 3468 2.45 625 8 2.59 757 2.78 947 2.87 1040 4.36 2507 2.35 535 9 2.54 709 2.83 998 2. 82 987 4. 16 2360 2.30 491 10 2 .49 662 2.73 896 2. 77 937 4.01 2243 2.25 449 11 2.69 856 2.63 797 2.77 937 3.71 1955 2.15 369 12 3.39 1597 2.58 748 2.77 937 3.41 1619 2.10 331 13 11 . 74 11960 2. 58 748 2 . 87 1040 3 . 21 1399 2. 05 295 14 7 . 49 5284 3 .03 1207 2. 97 1144 3 . 16 1345 2 .05 295 15 6.09 3805 3 .98 2217 3. 22 1409 3.56 1788 2.05 295 16 4 . 39 2528 3 . 38 1475 3 .12 1302 3 .16 1345 2 .05 295 17 3 . 49 1709 3 . 18 1367 3 . 07 1249 3. 06 1239 2 .00 260 18 3.19 1377 2.98 1154 2.97 1143 2.96 1133 2.00 260 19 2.99 1164 2.83 998 3.22 1409 2. 86 1029 1 .95 228 20 2 . 79 957 2 . 73 896 3 . 97 2208 3 . 36 1562 1 .95 228 21 2 . 79 957 2 . 68 846 3. 77 2018 3. 21 1399 1 .95 228 22 2. 69 856' 2. 62 787 3. 62 1857 3 . 21 1399 1.95 228 23 2. 59 757 2. 62 787 3 . 52 1753 3 . 66 1901 1 .95 228 24 2. 54 709 2 . 78 947 3 . 42 1630 3 . 26 1543 2 . 45 625 25 2. 44 616 2. 88 1050 3 . 37 1573 3 . 16 1345 2 .35 535 26 2 . 79 957 3 . 18 1367 3 . 32 1519 3 .06 1239 2 .25 449 27 3. 89 2136 3. 68 1923 3 . 27 1464 2 . 96 1133 2 . 10 331 28 3 . 99 2226 3 . 38 1475 3 . 17 1356 2 . 86 1029 1 . 95 228 29 4.54 2624 . . . . . . . 3.12 1302 2.76 926 1 .95 228 30 11 . 79 12660 3 .07 1249 2 . 66 827 2.45 625 31 5.99 4709 2.97 1144 2.25 449 Estimated Monthly Discharge of C assehnan River at Confluence, Pa. [Drainage area, 448 square mi1es.] Discharge in second-feet Run-off Month econd­feet ­ Maximum Minimum Mean Spel' Square ])i(Í1Iêl1heên mile 1904 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61 14 31 0.069 0 .080 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49 ' 20 31 0.069 0.080 1905 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9205 990 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1930 675 952 2.115 2.360 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1585 263 633 1. 407 1 .622 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3430 263 912 2 . 027 2 .262 July ........................................ . _ 1815 2@ 687 1 527 1 .760 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3270 191 7 54 lî675 Í1 .931 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2960 132 549 1 . 220 1 .361 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3710 76 654 1.453 1 .675 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3405 226 586 1.302 1 .452 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6490 340 1289 2 . 864 3 .301 264 CASSELMAN RIVER AT CONFLUENCE. Esfimalted llloutlzly Discharge of Casselmait Rit/er at Confluence, Pa.-(Corztirlued.) l Discharge in second­feet Run­of‘1` Month ` on ­f ­ ­ Maximum Minimum Mean Speecr sguaeiîet ljiîlrêjllèsln mile 1906 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8525 460 1454 3.231 3.725 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 855 263 425 0.944 0.983 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5545 263 1248 2.773 3. 197 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4080 675 1926 4.280 4.7_75 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 900 132 438 0.973 1 . 121 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2995 132 548 1 . 218 1 ‚359 JulyY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765 61 138 0.307 0. 354 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7030 226 1461 3 .247 3 . 743 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 380 93 183 0.407 0.454 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765 132 282 0. 627 0.723 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1415 112 391 0.869 0.970 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5290 380 1712I 3 .804 4.385 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8525 61 851 1 890 25 .789 _ 1907 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11650 765 3265 7 .255 8 .364 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3215 67 5 1009 2.242 2.335 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19660 675 3469 7 . 709 8.888 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3040 630 1174 2.609 2.911 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6695 855 1626 3 . 613 4. 165 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4140 ' 505 1788 3 .973 4.432 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3030 380 854 1 .898 2 . 188 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 945 112 312 0. 693 0 .798 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1140 112 306 0.680 0.759 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 675 93 253 0. 562 0.648 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3640 191 1200 2.666 2.975 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3780 545 1900 4 . 222 4.867 The year . . . . . ._ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19660 9-3 1430 3 . 17 7 43 .330 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4800 460 1258 2 . 796 3 . 224 February . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16810 460 1762 3.916 4.224 March. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10425 810 3232 7 . 182 8 .280 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5355 590 1620 3.600 4.017 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9065 720 2104 4.676 5.391 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 990 105 347 0.771 0 .860 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1090 71 231 0. 513 0.591 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 249 25 60 0.133 0. 153 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 6 14 0.031 0 ‚034 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 ’ 18 23 0 . 051 0. 059 November. .- . . . . . . . .­ . . . . . . . . . . . . . . . . . . . . . . . . . . 56 12 26 0.058 0.065 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 990 18 151 0 . 336 0 .387 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' 16810 6 902 2.005 27.285 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ 3040 105 628 1 . 396 1.610 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5810 263 1585 3.522 3 .667 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 297 5 675 1392 3.093 3.565 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4440 810 1751 3.891 4.341 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 00 301 624 1 . 387 1.599 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2465 380 855 1 ‚900 ¿120 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 380 71 149 0.331 0.381 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1875 18 334 0. 742 0 .855 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 179 44 82 0. 182 0 . 203 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1700 18 246 0. 547 0. 631 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 213 105 153 0.340 0.379 December . . . . . . . . . . . . . . . .‘ . . . . . . . . . . . . . . . . . . . . . 1700 124 393 0.873 1.006 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5810 18 683 1 519 20'.357 ` STREAM-FLOW. 265 Estimated Monthly Discharge of Casselrnan Ri?/er at Confluence, Pa.--(Continued.) Discharge in second-feet витой Month Maximum Minimum Mean Speecroisláluíaîìt Iäîllêîllèân mile 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9720 535 2166 4 . 835 5. 57 4 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . д. . 4510 260 1468 3.277 3.413 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . 4720 369 1322 2.951 3.402 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3815 168 729 1.625 1.843 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1122 168 657 1.466 1.666 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 12240 491 1811 4.042 4.509 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 449 48 226 0. 504 0 . 581 August . . . . . . . . . . . . . . . .‚ . . . . . . . . . . . . . . . . . . . . . . . 95 36 50 0.112 0. 129 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 295 19 78 0.174 0.194 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 14 25 0 .056 0 .066 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 27 46 0 . 103 О . 115 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3380 95 352 О . 786 0 . 906 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12240 14 744 1 .494 22.398 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ 12660 616 2408 5 . 375 6 . 197 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2299 748 1 199 2 . 676 2 . 787 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . .. . . 2208 886 1256 2.704 3. 117 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7152 827 1781 3.975 4.434 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1122 228 468 1 .044 1 . 204 DUNKARD CREEK АТ BOBTOWN, РА. This sta.tio»n, situated on' the single-span covered wooden bridge at Bobtown, Greene Co., Ра., »a'bou~t 3 miles from the mouth of Dunkard Creek, was established Gctober 14, 1909, by К. С. Grant, for the VVa't-er Supply Commission on.C Pennsylvania and the Flood Commission of Pittsburgh. А staff gage, 12 feet Ilon-g, is bolted to d Dwnsltream wing oi ‘ett abutment. The zero of the gage is 2.64 feet below the shelf on top of second course from bottom, third stone in from the face. Measurements are taken from the downstream side of the bridge during medium and high stages, and by wading during low stages. Th-e initial point for soundings is the top of bridge-seat, left abutment. The channel is straight above .and below the station for a distance of over 500 feet. The bed of the creek is, for the most part, solid rock. There is a deep, quiet pool under the bridge with a very sluggish flow at low stages. The creek goes dry every summer. Both banks are high and do not overiilow. There is an extreme range of about 10 feet between high and low water. The gage is read twice daily by Frank South. The drainage area above the station is about 225 square miles. Discharge Measnrenients of Dunkaral Creek at Bobtown, Ра. Date Hydroefaphef Width âäâîiâi vîiâìiìy Hîîgiît ciîiîge 1909 1 Feet Sq. ft. l Fgègef' Feet See.«ft. Oct. 14a K. C. Grant . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 0.40 1911 July 14a F. E. Langenheim . . . . . . . . . . . . . . . . . . . . . . . . 33 19 0.48 0.96 8.90 a. Wading measurement. Note. 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Т _10000 00000 00000 00011 10001 11111 Щ .601 8 8001 98 18 8 4 6 878 77 A _L9Z%1 6Z19œ 90w8Z L%%œ6 ZM978 &%19 . _00090 00000 00001 ZZ111 11111 11111 G _ 47 8 8Z1 Z 6L8 8. 8. . .L9 4 444 Э _$07ШЮ ОЩ144 9 009 OWWÍM ÑWWZÖ 8%868 0 ‘ed ‘umogqog te град) p.¢D.~/ung ‚(о ‘рад щ ‘sgifßiag 26129 ‚Спад STREAM-FLOW. 267 CHEAT R1vER NEAR MoRG.A.NT0wN, W. VA.* This station, situated on the highway bridge at Uneva, W. Va., 10 miles above the mouth, was maintained from July 8 to December 30, 1899, `Iuly 1 10 December 29, 1900, and August 21, 1902, to December 31, 1905, and was re~established November 18, 1908, by F. W. Scheidenhelm, through whose courtesy the 1908 and 1909 discharge measure- ments and gage heights have been furnished to the U. S. Geological Survey and ‘to the Flood Commission of Pittsburgh for publication. The staff gage for this station was originally located about ‘100 feet above the present location of Ice’s Ferry bridge at Uneva, W. Va., aboutô miles northeast of Mor- gantown and 10 miles above the mouth of Cheat River. The 1899 measurement was made from a cable which was located at .the gage. During 1900 the cable was moved downstream about a mile and all subsequent measurements were made at the new cable location except those stated to have been made at wading sections or at Ice’s Ferry bridge. The first four measurements made during 1899 to 1901 were referred to the staff gage immediately above the present location of I­ce’s Ferry bridge. On August 20, 1902, a new inclined and vertical staff gage was installed about 275 feet ‘below the new cable section. The readings were made on the inclined section fbelow б. 5 feet. The new gage was set to read the same as the original gage at 1.8 1ее1. Оп September 28, 1904, ¿the inclined portion of this staff gage was found to read 0.35 foot too high and the vertical section 0.15 foot too high. Both sections were accordingly lowered. On September 28, 1904, a chain gage was established on Ice’s Ferry bridge ‘to read the same as the second staff gage at 1.8 5 1ее1. The chain measures 41.03 feet from marker to bottom of weight. Both gages were maintained from September 28, 1904, 10 December 31, 1905. The staff gage was maintained from November 18, 1908, ‘to May 8, 1909, and the chain gage has been maintained from ~Ianuary 21, 1909, to date. From these simultaneous gage readings the following gage relation has been determined. Chain Staff l Chain Staff` gage gage I gage gage Feet I Feet Feet l Feet 1.5 l 1. 52 6.5 l 7.69 2.0 2.00 7.0 1 8.28 2.5 2.52 7.5 ' 8.87 3.0 3.1 1 8.0 9.43 3.5 3.78 8.5 9-98 4.0 4.46 9.0 10.53 4.5 5.15 9.5 11.06 5.0 5.82 10.0 11.59 5.5 6.47 10.5 12.11 6.0 7.09 ti 1 1.0 12.65 All discharge measurements and gage heights from 1902 to 1909, as published below, are referred to the second staff gage. All gage heights from 1902 to September 28, 1904, have been reduced to the gage zero established September 28, 1904. Gage heights for 1899-1900 are referred to 'the original staff gage. The following are the lbench marks to which the chain gage is referred. The top of northeast anchor bolt in north end of masonry footing 01 eas­t pier has an elevation of 9.33 feet above the zero of the gage. Therchiselled rod seat, 2 feet above the ground, in corner stone 01 northwest corner of east abutment, has an elevation of 16.67 feet above the zero of the gage. This seat is on the west face of abutmenlt, 8 inches from the north edge of face. *Description of station largely furnished by U. S. Geological Survey. 268 СНЕАТ RIVER АТ UNEVA. The original staff gage and the chain gage are located in a deep pool, with large islands about one­fourth mile above and below the station. The second staff gage is also located in a deep pool of somewhat smaller dimensions than at the original location. It is situated nearly one-fourth mile ’below a large island and a short distance above a small island. Both pools are controlled by permanent rock reefs. Water was diverted around the lower gage for milling prior »to 1908. The quantity thus diverted was rela- tively small, (300 table of discharge measurements), except at low stages, and has been disregarded in the -following computations of discharge, but should, however, be taken into consideration in making use of thetables to determine the run-off in the Cheat River drainage basin. No trilbutaries of any importance enter Cheat River near the gaging station. Large ice jams sometimes occur at this station. In January, 1904, the ice piled up from 8 «to 10 feet above normal low­water stage, thus greatly affecting the relaftion of gage height to discharge. For the occurrence of other periods of ice effect, as de- termined by observer’s records and climatological reports, see gage height table foot- notes. The discharge for these periods has been estimated, and it is assumed that the open­channel rating applies for all other winter periods. The curves developed are very satisfactory and Ithe daily and monthly discharge values given in the following table are considered very good, with the possifble excep- tion of those for 1902-3, for which period there is some doubt about the elevaftion of the inclined gage. However, as the two measurements made during 1902-3 plot practically on the 1904-1909 discharge curve, when their gage heights are increased 0.35 foot, it is evident either that the inclined gage was set incorrectly at the time of its installation by the amount of the error in the gage (0.35 foot) discovered during 1904, or else that con- ditions of flow were differenft in these two years from what they have been since. In either event the correction of all gage heights for 1902-3 in accordance with the dis- crepancies found September 28, 1904, will yield essentially correot results for these years, and these corrections have accordingly been made. The discharge for low stages during 1899-1900 is also somewhat open to question'. 11 has been impossible as yet to determine the period when 1ce’s Ferry bridge was erected. The somewhat coniiicting statemenfts obtained seem to indicate that the bridge was built during 1900 or 1901. In any event it is probable that both the measurements made during 1901 were affected by the backwater from the bridge. This backwater ef- fect is, however, very slight at low stages, owing ‘to the deep, wide pool in which the gage is located. The two rating curves probably converge Ito a common curve at some point above the stage of zero How. Hence at low stages Ythe 1899-1900 discharges may be too high. The gage is read daily by C. F. Baker. The drainage area above the station is 1380 square miles. STREAM-FLOW. 269 Discharge Measurements of Cheat River near Morgantown, W. Va. Date Hy drographer Width Éäceîigâ Vlägîìlty Läzîêât cl]1)zÍ1S­ge 1899 Feet sq. ft. F§¿â2e¢‘ Feet see.­ft July 8a E. G. Paul . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 367 2160 2. 60 2. 60 1150 1900 .lulyî9 125b do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 292 1240 . . . . 2.80 01400 0 July 26d do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 282 1060 2 . 30 710 Nov. 5e do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 139 167 1 . 45 222 1902 Aug. 20b do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 275 940 2 . 10 299 1903 Sept. lb do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 283 1090 2.65 167 2 1904 July 6b Hoyt and Hall . . . . . . . . . . . . . . . . . . . . . . . . . . . . 300 1230 2 . 95 773 Sept. 16g R. Т. Taylor . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 275 887 2.00 136 1905 Mar. 17h Grover and Morse . . . . . . . . . . . . . . . . . . . . . . . . 388 2750 5 .56 5720 Mar. 17 b do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 320 1950 5.62 5940 1908 Nov. 18i Scheidenhelm and Custer . . . . . . . . . . . . . . . . . . 83 74 . . . . 1.61 131 Dec. 9j L. B. Custer . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 171 141 1.86 223 1909 Jan. 211: Horton and Scheidenhelm . . . . . . . . . . . . . . . . . 385 2450 4.16 2410 Apr. 28h Scheidenhelm and Hammel . . . . . . . . . . . . . . . . 395 2900 5 . 16 4520 June 6h do . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 412 3380 7 . 26 10600 J une 7h V. F. Hammel . . . . . . . . . . . . . . . . . . . . . . . . . . . . 397 2880 5 . 62 6140 July 1211 60 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 106 132 2 . 34 358 Aug . 1911 Scheidenhelm and Hammel . . . . . . . . . . . . . . . . 386 2460 4 .06 2180 Aug. 19h 60 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 385 2390 3 .99 1950 a. .Measurement made at original cable section above the present Ice’s Ferry bridge. b. Measurement made at second cable section about 1 mile below the bridge. c. Mill-race discharge of 25 second-feet included in total discharge of the river. d. Measurement at second cable section about 1 mile below the bridge. Somewhat affected by new Ice’s Ferry bridge, which was erected below the original gage during 1900 to 1901. Mill- race discharge of 6 second-feet included in total discharge of the river. 0. Measurement made at wading section, 700 feet above the second cable location. Somewhat affected by new Ice’s Ferry bridge, which was erected just below the original gage during 1900 to 1901. f. Mill-race discharge of 10 second-feet not included in value of discharge given. g. Measurement at second cable section. Considered inaccurate on account of low velocity, and not used in developing the discharge curve. h. Measurement made at Ice’s Ferry bridge. Gage height was read on the chain gage and re- duced to the corresponding reading on the staff gage. i. Measurement at wading section, three­eighths mile above the bridge. j. Measurement at wading section, one-fourth mile below the cable. k. Measurement at Ice’s Ferry bridge. n. Measurement at wading section, onehalf mile above the bridge. Gage height read on chain gage and reduced to corresponding reading on the staff gage. Note: Gage heights 1899-1901 refer to original staff gage established July 8, 1899, above the present Ice’s Ferry bridge. Gage heights 1902-1905 and 1908-1909 refer to the staff gage established August 21, 1902, about 1 mile below the bridge, and have been reduced to the present datum. Gage heights of measurements read on the chain gage have been reduced to the corresponding reading on the staff gage. All other gage heights were read directly on the staff gage. Ёёюшмч Къцх xm@ ‚ыёъё ЧМЁЁМЁ San . АН. Миша ъшыё ё ь N02.. wm@ \\ _ _ _ - \ v .<>.>> 2>>оь2<ошо2 Eìz m-_>_œ EGIO „бы. \\ „V ы>шзо ыощ<:0ю_о .‹„__:е„_эш.‚„._..:.„_ `zo_@„„_.`,À_\,_oU n_oo._.._ . E Е ч Ё м \\ ‚Ф \ @ \ . д \\ \\ «WN / ,M а; ‚ .ß Ч Ё“ »ÈÈ »nä ёъё из Ё RS З §\\§\h ЪЁ mœhìmw \Q.\m\ “хбы. ЁЖЁ ё _Ё%\ \\§\„,\§R\\.\\ß mx mmìxb §.\b.v .m\b.„5.vbb „к щ ЁЯЪ „х ‚В tuk? Ёкъю %\.\\b\ «È se Èëx m~\\ Ё ‚чшюзыцч m.\î\~ _«È ЕЩЁ. мхзч‘ .wS§%Q9v\œS§\b Ъюхюъккюё мс QQ Q QQÀW ab .Qq ä N\ ‘ч ч: „.:.<._.„_ sähm säsw 85 850458304 sk 88% w%S_P„..\\Q È. 00 Ь \ O5. оыО .<>.>>.2>›оь2<9„_о2 ш<ы2 шщгш :MIO Ей \Qe\„1< Q „Ёзо mom. C1 . д Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag DiS- Gag Dis’ Ht. charge Ht. charge Ht. charge Ht. charge Ht. Charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Seo.- Feet See.- Евы See.- Feet See.- Feet See.- Feet See.- Feet Sec.- ft. ft. ft. ft. ft. ' ft. ft. ft. 1 5.94 6836 6.84 9702 5.18 4709 4.73 3599 4.35 2775 3.25 1058‘ 3.24 1047 2. 24 448 2 7 .08 10336 6.07 7160 4. 73 3599 4.46 3006 4.61 3332 3.60 1420 3 .08 887 2. 18 322 3 8.17 13958 5.63 5945 4.38 2838 4.58 3266 4.40 2880 3.32 1132 2.92 751 2.20 330 4 8 .00 13370I 5.57 5750 4.17 2413 5.34 5138 4.14 2356 3.07 821 2.84 690 2.24 ` 448 5 6 .28 7850 5.42 5356 3. 93 1971 10.48 22280 3.90 1920 2.90 735 '2.74 618 2.62 536 6 5 . 25 4895 5 . 17 4660 4. 34 2754 9 . 72 19400 3 . 73 1655 2 . 91 743 2 . 70 590 2. 50 470 7 4.75 3645 4.48 3856 6.59 8799 7.83 12700 3.53 1379 6.44 8334 2.95 775 2.53 486 8 4.38 2838 4.64 3398 6.35 8060 6.97 9985 3.53 1379 5.90 67201 3.20 1005 2.54 492 9 4.40 2880 5.10 8575 5.39 5273 7.39 10838 3.43 1256 4.59 3508 3.10 905 2.48 460 10 4.03 2147 5.18 8891 5.94 6816 6.98 10017 3.37 1187 4.00I 2090 3.40 1220 2.50 470 11 3.75 1685 4.71 7058 6.97 9986 6.00 7010 3.26 1068 3.63 1512 3.16 965 2.37 406 12 4.38 2838 4.39 2859 6.10 7310 5.42 3556 3 . 18 985 4.23 2530 3 . 11 915 2.28 366 13 12.07 32153 4.30 2670 6.04 7130 4.95 4125 3.11 915 4.10 2280` 3.74 1670 212.38 411 14 10 .68 22980 4.23 2530 6. 94 9881 4. 78 3714 3.00 815 4.38 2838 3.24 1047 I.€12.48 460 15 8.75 15965 4.54 3178 5.99 7007 6.64 8954 2.97 791 4.10 2280 2.94 767 2.68 579 16 8 .07 13612 4 .46 3006 5. 58 5804 6. 47 8427 2 .87 713 3 . 78 1730- 2.74 618 3 . 18 985 17 6 . 73 9282 4 . 27 2610 5 . 01 4275 5 .36 5192 f2 . 85 69-8 3 .32 1132 2. 65 552 2 . 68 579 18 5 . 74 6282 4 . 13 2337 5. 10 4530 5 . 28 4976 2 . 75 625 6 . 35 8060 2. 56 503 2 . 46 450 19 4.87 3918 4.22 2510 `5.12 4586 4.98 4200 2.75 625 7.44 11502 2.52Y 481 2.54 492 20 4.61 3332 4.47 3027 7.21 10753 5.36 5192 2.75 625 5.46 5468 2.48 460 2.40 420 21 4 .43 2943 4 . 62 3354 6 . 34 8030 6 . 47 8427 2 . 87 713 4. 62 3354 2 . 48 460 2 . 30 375 22 5.14 4607 4.33 2733 5.65 6003 6.35 8060 3.0.2 833- 4.17 2413I 2.46 450 2.22 339 23 5 . 88 6662 4 . 10 2280 5. 25 4895 7 .12 10464 2 . 89 728 4 . 38 2838 2 . 50’ 470 2. 19 326 24 5 . 12 4556 4 .01 2108 5 . 19 ' 4734 6 .47 8427 2 . 89 728 3 . 45 2985 2 . 52 481 2 .20 330 25 4.75 3645 4.03 2144 4. 62 5917 _ 5.84 6546 2.95 775 3.41 2901 2.48 460‘ I212.40 420 26 5 . 10 4505 4 . 49 2969 4. 40 2880 5 . 28 4976 2 . 95 775 4 . 94 4100 2 .47 455 2 . 88 720 27 7.65 12195 5.18 4709 4.26 2590 4.88 3952 12.91 743 5.67 6050‘ 2.41 425 2-.76 632 28 8.42 14823 5.76 6316 4.39 2859 4.55 3210 4.46 3006 4.98 4200 2.37 406 2.92 751 29 8 .04 13516 . . . . . . . 4.40 2880 4. 40 2880 3.66 1554 4.24 2530 2.36 401 5.81 6459 30 15.34 41800 4.38 2838 4.36 2796 3.43 1256 3.7 1715 2.29 371 6.85 9605 31 9.15 17360 4.95 4125 3.26 1068 2.28 366 8.98 16760 а. Interpolated from Rowlesburg. Daily Gage Heights and Dischvarges of Cheat River near M otfgantowh, W. Va., for 1908. November December November December Day , ­ Day Gage Dis- Gage Dis- Gag Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Ht. charge Feet Seo.- Feet See.- Feet See.- Feet Sec.- ft. ft. ft. ft. 1 . . . . . . . . . . . . . . .. 1.71 163 17 . . . . . . . . . . . . . . .. 2.44 440 2 . . . . . . . . . . . . . . . . 1.71 163 18 . . . . . . . . . . . . . . . . 1.61 138 2.70 590 3 . . . . . . . . . . . . . . . . 1 .66 150 19 . . . . . . . . . . . . . . . . 1.61 138 4.65 3420 4 . . . . . . . . . . . . . . . . 1 .66 150 20 . . . . . . . . . . . . . . . . 1. 61 138 4.00 2090 5 . . . . . . . . . . . . . . . . 1 .66 150 21 . . . . . . . . . . . . . . . . 1. 61 138 3.40 1220 6 . . . . . . . . . . . . . . . . 1 .66 150 22 . . . . . . . . . . . . . . . . 1.61 138 2.78 646 7 . . . . . . . . . . . . . . . . 1 .66 150 23 . . . . . . . . . . . . . . . . 1.74 172 2.60 _525 8 . . . . . . . . . . . . . . . . 1.86 208 24 . . . . . . . . . . . . . . . . 1.81 193 2.57 508 9 . . . . . . . . . . . . . . . . 1.86 208 25 . . . . . . . . . . . . . . . . 1 .81 193 2.50 470 10 . . . . . . . ... . . . . . . . . 1 .99 252 26 . . . . . . . . . . . . . . . . 1 .81 193 2.32 384 11 . . . . . . . . . . . . . . . . 2.00 _ 255 27 . . . . . . . . . . . . . . . . 1 .76 178 2.35 398 12 . . . . . . . . . . . . . . . . 2.32 384 28 . . . . . . . . . . . . . . . . 1 . 76 178 2.40 420 13 . . . . . . . . . . . . . . . . 3 .05 860 29 . . . . . . . . . . . . . . . . 1 . 71 163 2 .42 430 14 . . . . . . . . . . . . . . . . 2.90 735 30 . . . . . . . . . . . . . . . . 1.71 163 2.40 420 15 . . . . . . . . . . . . . . .. 2.65 558 31 . . . . . . . . . . . . . . .. 2.35 398 16 . . . . . . . . . . . . . . . . 2.35 398 Discharge unaffected by ice conditions during December. STREAM -FLOW . 281 Estimated Monthly Disc]/mrge of Cheat Riv/er near Morgantown, W. Va. [Drainage area, 1,380 square mi1es.] Discharge in second­feet Run-off Month Second­feet ~ Maximum Minimum Mean per sguare Diîsïleàn о mile 1899 July 8-31 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3190 750 1450 1.050 0.94 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2630 37 5 940 0 . 681 0 . 79 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4830 430 1090 0.790 0.88 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 495 280 350 0.254 0.29 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4490 570 2010 1 . 460 1 . 63 December . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . 13800 970 3420 2.480 2.86 1900 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8970 750 2440 1.770 2.04 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2150 240 635 0.460 0.53 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7 50 165 249 0.180 0.20 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .I . . . . . . 7 50 165 348 0. 252 0.29 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . a20000 280 3310 2 . 400‘ 2 . 68 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16400 1100 4130 2 .990 3 . 45 1902 August 21-31 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 860 272 432 0.313 0. 13 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .« 558 148 252 0. 183 0.20 October . . . . . . . . . . . . .‘ . . . . . . . . . . . . . . . . . . . . . . . . . . 6430 445 1490 1.080 1 .24 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13900 352 1760 1. 280 1 . 43 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24400 1400 7410 5.370 6 . 19 1903 J anna ry~­b . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21400 400 4470 3 . 240 З . 74 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25900 2000 7830 5.670 5 .90 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 23000 1470 6450 4.670 5.38 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15100 1540 4450 3 . 220 3 . 59 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . . . . . . . 8980 375 1680 1.220 1 .41 J une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16300 698 4560 3 .300 3 . 68 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 010 398 2280 1 , 650 1 .90 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .- . . 955 272 423 0.307 0.35 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 735 175 306 О, 222 О ‚ 25 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1280 175 412 0.299 0.34 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5860 205 7 05 0 . 511 0. 57 December­b . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6140 200 1040 0.753 0.87 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25900 175 2880 2.090 27 .98 1904 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21000 800 3330 2 . 410 2 . 78 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15600 775 3180 2.300 2.48 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14600 2670 6500 4 . 710 5 . 43 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11400 1160 3830 2 . 780 3 . 10 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ., . . . . . . . . . . . . . 10700 1060 3550 2.570 2.96 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3760 590 1420 1. 030 1 .15 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2090 330 876 0. 635 О . 73 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 498 205 319 0 . 231 0.27 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 330 135 202 0 _ 146 0, 15 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 625 135 261 0.189 0,22 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 445 190 257 0 . 186 0. 21 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14000 255 2030 1.470 1.7 0 The year . . . . . . . . . . . . . . . . . . . . . . . . ._ . . . . . . . . . . . 21000 135 2150 1.550 21.19 a. Estimated from hydrograph comparison of this Friendsville, Md. b. Ice conditions January 11 to 27; and December 14 to 19, 1903; discharge estimated. station With Youghiogheny River at zâkz \ CHEAT RIVER AT UN EVA. Estimated Moiztltly Discharge of Cheat River near M orgaiito~ze1i., W. Va.-(Continued.) Discharge in second-feet R\1l1~0fï Month Second-feet ­ Maximum Minimum Mean per square mile 1905 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19900 450 2560 1 .860 2 . 14 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .- 4500 450 1090 0 . 7 90 0 . 82 Ma rch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30400 1500 8910 6 . 460 7 .45 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6720 1610 3410 2.470 2 . 76 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15100 775 3460 2.510 2.89 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9760 815 2800 2 .030 2. 26 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5580 735 2060 1 . 490 1 .72 ~ August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5860 625 1820 1 . 320 1 .52 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2380 255 608 0 . 441 0. 49 October . . . . . . . . . . . . ..‘ . . . . . . . . . . . . . . . . . . . . . . . . . 8830 255 1610 1 .170 1 . 35 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 11000 445 1470 1.070 1 . 19 „ December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14200 905 3620 2. 620 3 .02 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‚ 30400 255 2780 2.020 27 .61 1908 1 November......................... . . . . . . . . . . .. 193 138 163 0.118 0.06 December . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . _ . 3420 150 558 0.404 0 .47 1 1969 f January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‘ 16000 577 2860 2.070 2.39 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13200 905 5620 4.070 4.24 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9820 1580 4390 3 . 180 3 .67 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17000 2320 6310 4. 570 5 . 10 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8740 705 2380 1.720 1 1.98 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12300 945 4740 3 .430 3 .83 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15200 357 1090 0 . 790 0. 91 August . . . . . . . . . . . . . . . . . . . . . . . . .— . . . . . . . . . . . . . . . 5160 384 1360 0 . 986 1 . 14 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7010 558 1480 1 .070 1 .19 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17400 334 2160 1 . 570 1 .81 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3810 7 05 1200 0. 870 0 . 97 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5830 . . . 1130 0 .819 0.94 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 17400 2890 2.100 28.17 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20805 486 5482 3.907 4. 504 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10400 965 3453 2.502 2.605 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8120 851 1996 1.446 1 . 667 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4000 667 1571 1.138 1 . 270 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4604 869 1510 1 .094 1.261 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 27370 1304 5429 3 .934 4.389 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2775 481 1221 0 . 885 l . 020 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 547 266 360 0.263 0. 303 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1280 280 530 0 .384 0 . 428 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 514 327 0 .243 0. 280 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3398 30 598 0.433 0. 483 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. a. . . 11 months _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27370 252 2043 1 .479 18.210 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41800 1685 9917 7 . 187 8.286 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9702 2108 4343 3.147 3.277 March . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 10753 1971 5363 3.881 4.474 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22280 2796 7237 5 . 244 5 . 850 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3332 625 1295 0 . 938 1 . 081 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‘ 11502 ‚ 735 3299 2 .391 2. 668 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1670 366 684 0.496 0.572 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. V 16760 322 1494 1 .083 1 .249 a. Rigter frozen December 12-29. STREAM-FLOW. 283 SHAVERS FoRK RIVER AT PARSONS, W. VA. This station, situated on the single­span, steel, through­truss highway bridge, 600 feet northeast of the railroad station at Parsons, Tucker Co., W. Va., and И? mile above the mouth of the river, was established October 14, 1910, Ьу Н. Р. Drake, for the Flood Commission of Pittsburgh. \ А chain gage measuring 21.28 feet and 11.28 feet respectively from low-water and high-waiter markers to the bottom of weight is installed on the downstream side of the bridge. The elevation of the zero of the gage is 1635.25. The elevation of the down- stream corner of the lefrt abutment of the railroad bridge across Shavers Fork 100 feet above .the station, is 1649.84. Measurements are mfade from the downstream side of the bridge at ordinary and high stages, and by wading at 1_ow stages. The initial point 101‘ soundings is the ‘гор edge of the le-ft a.butmen't. The channel is straight for about 700 feet above and 1500 feet below the station. The bed of the stream is permanent and the banks are high and not subject to over- Нож’. The extreme range of gage heights is about I2 feet. The gage is read daily by R. VV. Evans. The drainage 'area above the station is 210 square miles. Dfischmjge M easarements of Shavers Fork Rizfer at Parsons, W. Va. l eäâïisâ 4151‘; .aa *H1910 I _ Feet Sq. ft. F§­eg.6" Feet »S'ee.­ft.1 Oct. 14 Н. Р. Drake . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 145 275 0.28 2.89 76 0001911 13 (10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 184 558 1.72 4.22 958 Note. Ñ о discharge curve or rating table has as yet been constructed for this station. Daily Gage H eights, in Feet, of Shavers Fork Кбит’ at Parsons, W. Va. 1 9 I 0 1 9 1 1 й . Ь‘ Oct. Nov. l Dec Jan. Feb. March April May › June July { Au'gust Sept. Oct. ’ Nov. Dec 1 ____ 2.97 4.54 3.90 5.78 3.06 3.94 3.62 3.60 3.38 2.76 4.64 5.72 3.20 3.90 2 ____ 2.97 3.54 4.50 4.48 3.26 4.44 3.62 3.60 3.08 2.76 3.74 5.12 3.40 3.90 3 ____ 3.07 3.54 5.90 4.18 8.26 4.54 3.42 3.60 2.78 2.96 3.54 4.72 3.30 3.80 4 ____ 2.97 3.74 5.30 4.08 3.26 4.64 3.52 3.40 2.78 2.86 3.44 4.72 3.20 3.70 5 ____ 2.97 3.54 4.70 3.88 3.26 6.24 3.62 3.40 2.78 2,76 3,34 4_62 3_1() 3.80 6 _...__ 3.07 3.24 3.90 3.88 3.36 5.64 3.52 3.60 2.78 2.66 3.34 4.32 4.20 3.60 7 _ ___ 2.97 3.24 3.70 3.78 4.56 5.64 3.42 3.80 2.68 1.86 3.14 4.72 5.50 3.40 8 ' ____ 2.97 3.14 3.60 3.68 4.46 5.44 3.52 4.00 2.78 2.56 3.24 5.32 4.20 3.50 9 _ ___ 2.97 2.94 3.50 3.88 2.96 5.24 . 3.42 3.90 2.78 2.66 2.94 4.72 4.00 3.40 10 ___ _ 2.97 3.04 3.20 3.78 4.16 5.04 3.32 3.80 2.68 2.56 2.74 4.92 3.90 3.30 11 ____ 2.97 3.14 3.20 3.68 4.06 4.84 3.02 3.90 2.88 2.46 3.74 5.02 3.80 3420 12 ___- 2.97 3.14 3.50 3.78 3.96 4.64 3.12 3.80 3.38 2.46 4.34 3.82 3.60 3.30 13 -___ 2.97 3.14 7 .20 3.48 4.46 4.84 3.02 3.80 3.18 2.36 3.74 4.22 3.50 3.40 14 2.89 2.77 2.94 6.50 3.48 4.96 5.04 3.12 4.00 3.08 2.46 3.74 3.90 3.40 3.50 15 2.89 2.97 2.94 5.50 3.38 5.26 5.64 3.22 3.90 2.98 2.56 2.84 4.10 3.40 3.60 16 2.80 2.97 2.94 5.60 3.38 5.06 4.74 2.92 3.80 2.98 2.66 6.74 4.70 3.50 4.00 17 2.89 2.77 2.94 4.50 3.48 3.96 4.44 3.02 3.70 ­ 2.98 2.66 5.44 4.00 3.40 4.60 18 2.89 2.87 2.94 4.10 3.58 3.86 4.44 2.92 4.40 2.78 2.56 4.34 7.40 -__ 4.20 19 2.80 2.87 3.14 3.90 3.48 4.06 4.04 2.82 4.00 2.88 2.56 3.74 5.00 ___ 4.30 20 2.89 2.87 2.04 3.80 3.68 4.66 4.64 2.82 4.00 2.68 2.56 3.94 4.60 ___ 4.20 21 2.89 2.77 2.94 3.60 3.58 4.46 4.84 2.92 3.80 2.78 2.66 4.04 4.20 ..-_ 4.10 22 2.89 2.87 3.04 4.50 3.48 4.36 5.04 2.82 3.80 2.78 2.66 3.94 4.50 ___ 3.70 23 3.10 2.87 3.14 4.50 3.28 4.06 4.84 1.92 3.70 2.98 2.86 3.84 4.60 -__ 4.00 24 3.20 2.87 3.74 4.40 3.28 3.96 4.24 2.62 3.80 2.88 2.66 3.74 4.40 3.70 4.20 25 3.00 2.97 3.74 4.60 3.08 3.86 4.04 2.62 4.00 2.78 2.86 3.74 4.00 3.60 4.60 26 3.00 3.77 3.54 -4.80 3.28 3.56 4.14 2.72 3.80 2.78 2.56 3.84 4.00 3.50 5.00 27 3.00 3.57 3.24 5.70 3.28 3.46 4.04 4.22 4.00 2.78 2.46 3.94 3.50 3.60 5.10 28 3.00 3.67 3.24 5.60 3.18 3.46 3.84 4.02 3.80 2.68 2.66 4.04 3.40 3.40 5.00 29 3.03 4.87 3.84 5.30 -.._ 3.66 4.04 3.82 3.70 2.58 2.86 3.94 3.30 3.30 4.90 30 3.01 3.97 5.94 9.90 ___ 3.86 3.64 3.72 3.40 2.68 2.96 3.74 3.40 3.40 4.60 31 3.00 _..._ 4.84 5.90 __- 4.06 --- 3.72 __.. 2.88 6.36 ___ 3.30 --.. 5.00 284 ‘ ‚ sTREAM­FL0W. TYGART VALLEY RIVER AT .FETTERMAN, W. VA. This station, situated on the iron highway bridge, about 1000 feet from the B. & О. R. R. station at F etterman, Taylor Co., W. Va., and about 18 miles above the mouth, was established June 3, 1907, Ьу A. H. Horton, for the U. S. Geological Survey. А standard chain gage,.measuring 32.37 feet from marker t0 bottom of weight, is located on the left of middle pier on downstream side of bridge. The southwest corner of the lower right abutment of the bridge, marked with black paint, is 31.46 feet above .the zero of the gage. A {Не mark on the upstream and right edges of the first vertical compression memlber from the abutment, downstream side of left span, marked above and below with black paint, is 37.01 feet above zero of gage. Measurements are made from the downstream side of the bridge. The initial point for soundings is the faceof right abutment, downstream side of bridge. The channel is straight for over 500 feet Iabove and below the station. The bed of the stream is hard and firm. The banks are not subject to overflow. There is an ех- treme range of gage heights of about 26 feet. The gage is read twice daily by Joseph Gerken. The drainage area above the station is 1296 square miles. Discharge Measurements of Туда’! Valley River atFette1’ma1z, W. Va. Date Hydrogfapher Width êëëîiâf.' vìlâîîty Hîîêât clïâîge Feet Sq. ft. Ft' Per Feet Sec.­ft. 860. June 3 A. H. Horton . . . . . . . . . . 271 1890 1.64 5.68 3100 June 8 do . . . . . . . . . . . . . . . . . . . . . . . . . 271 1970 ‘ 1 .92 6.02 3790 Aug. 10 do . . . . . . . . . . . . . . . . . . . . . . . . . 271 1800 1.37 5.39 2480 Sept. 15 do . . . . . . . . . . . . . 265 1500 0.53 4.30 794 1909 May 19 do . . . . . . . . . . . . . . . . . . . . . . . . . 267 1470 0.49 4.20 722 Nov. 16 (10 . . . . . . . . . . . . . . . . . . . . . . . . . 268 1580 0.68 4. 56 1080 Вес. 5 G. L., Parker . . . . . . . . . . . . . . . . . . . . .‘. . . . 269 1410 0.44 4 11 620 1910 Feb. 18 C . T. Bailey . . . . . . . . . . . . . . . . . . . . . . . . . 271 2930 4.03 9.56 11800 Feb. 19 do . . . . . . . . . . . . . . . . . 271 2470 3.02 7.85 7470 Feb . 21 ' do . . . . . . . . . . . . . . . . . . . . . . . . . 271 2040 1.97 6.35 4020 Aug. 20 do . . . . . . . . . . . . . . . . . . . . . . . . . 65 61 1 .14 3.05 70 Oct . 8 do . . . . . . . . . . . . . . . . . . . . . . . 92 95 1.27 3.24 122 1911 Jan. 16 do . . . . . . . . . . . . . . . . . . . . . . . . . 272 3300 3.82 10.92 12600 Jan. 16 do . . . . . . . . . . . . . . . . . . . . . . . . . 272 2250 3.82 10.70 12400 Jan. 18 do . . . . . . . . . . . . . . . . . . . . 272 2130 2.17 6.56 4620 Jan . 31 do . . . . . . . . . . . . . . . . . . . . . . . . . 27 2 4540 5.04 15.39 22900 STREAM-FLOW. 285 PLATE 1 16 D T RT 1\/En TF Rating Table for Tygart Valley River at Fetternian, W. Va. Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Height charge Height charge Height charge Height charge Height charge Feet See.­ft. Feet See.-ft. 1 Feet Sec.-ft. Feet Sec.­jt. 1 Feet See.-ft. 1.70 0 3.80 384 5.90 3382 8.00 7220 110.10I 11190 .80 1 .90 451 6.00 3560 .10 7406 .20 11380 .90 2 4.00 ’ 525 .10 3738 .20 7592 .30 11570 2.00 4 .10 607 .20 3916 .30 7780 .40 11760 .10 6 .20 699 .30 4096 .40 7968 .50 11950 .20 9 .30 802 .40 4276 .50 8156 .60 12140 1 .30 12 .40 916 .50 4456 .60 8344 .70 12330 .40 16 .50 1040 .60 4638 .70 8532 .80 12520 . .50 20 .60 1176 .70 4820 .80 8720 .90 12710 .60 25 .70 1324 .80 5002 .90 8910 11.00 12900 .70 32 .80 1484 .90 5186 9.00 9100 12.00 15060 .80 40 .90 1650 7.00 5370 .10 9290 13.00 17300 .90 50 5.00 1820 .10 5554 .20 9480 14.00 ` 19600 3.00 63 .10 1990 .20 5738 .30 9670 15.00 21900 .10_ 80 .20 2162 .30 5922 L40 9860 16.00 24300 .20 103 .30 2334 .40 6107 .50 10050 17.00 26700 .30 134 .40 2506 .50 6292 .60 10240 18.00 29100 .40 172 .50 2680 .60 6477 .70 10430 19.00 31600 .50 218 .60 2854 .70 6662 .80 10620 20.00 `34100 .60 268 ­ .70 3030 .80 6848 .90 10810 ..... ..... .70 323 .80 3206 .90 7034 10.00 11000 . . . . . . . . .. N ote.-The above table is not applicable for ice or obstructed channel conditions. It is based on 16 discharge measurements made during 1907-1911, and is well defined between gage heights. 3.00 feet and 16.00 feet. . Table is furnished through courtesy of U. S. Geological Survey. 286 TYGART VALLEY RIVER AT FETTERMAN. Daily Gage Heights and Discharges of Tygart Valley River at Fetterman, W. Va., for 1907. June July August September October November December Ё. ____` _ _ __ D Gage Dis­ Gage Dis- Gage Dis­ Gage Dis- Gage Dis- Gage Dis­ Gage Dis- Ht. charge Ht. charge Ht. charge Ht- charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- ft. ‚. ft. ft. ft. ft. ft. 1 . . . . . . . 5. 15 2076 4.50 1040 4.30 802 4.12 625 5.40 250 4.85 1567 2 . .. . . . . . 6.30 4096 4.40 916 4.25 750 4.10 607 5.50 2680 4.75 1404 3 5 . 70 3030 6 . 60 4638 ‘ 4 .30 802 4 .25 750 4 . 08 589 7 .40 6107 4 . 70 1324 4 5 . 60 2854 5 . 50 2680 4 .28 1 781 4 . 25 750 4 . 10 607 7 . 75 6755 4. 55 1108 5 5 . 40 2506 4 . 90 1650 4 . 15 653 4 . 65 1250 6 . 05 3649 6 . 95 5278 4 . 50 1040 6 6 . 60 4638 4. 55 1108 4 .65 1250 5 .00 1820 7 .40 6107 6 . 65 4929 4. 35 859 7 6.35 4186 4.55 1108 4.60 1176 4.60 1176 5.55 2767 8.85 8815 4.30 802 8 6 .05 3649 4.45 978 4 .40 916 4.40 916 5 . 70 3030 8 . 95 9005 4. 20 699 9 10 .90 12710 4. 80 1484 4. 50 1040 4.25 750 8 .65 8438 7 .60 6477 4. 45 978 10 8 . 80 8720 9 . 10 9290 5 . 25 2248 4. 50 1040 6 . 80 5002 7 . 05 5462 6 . 75 491 1 11 6 . 30 4096 8. 25 7686 6 . 10 3738 4. 70 1324 5. 60 2854 6 . 90 5186 11 . 80 14630 12 6 . 00 3560 8 . 15 7499 5 . 05 1905 4 . 95 1735 5 . 15 2076 6 . 60 4638 8 . 40 I 7968 13 6.40 4276 8.15 7499 4.60 1176 4.65 1250 4.90 1650 6.00 3560 6.55 4547 14 13 . 30 17990 7 . 20 5738 4 . 35 859 4.45 978 4. 75 1404 5 .50 2680 8 .00 7220 15 12 . 60 16400 5. 90 3382 4 . 15 653 4 . 35 859 4. 65 1250 5 . 15 2076 9 . 95 10905 16 8 .95 9005 5.30 2334 4.00 525 4.15 653 4.55 1108 4.95 1735 9.05 9195 17 6 . 50 4456 12 . 70 16630 4 . 00 525 4 . 05 566 4 . 48 1015 4 . 75 1404 7 . 00 5370 18 5 . 70 3030 19 . 80 33600 4 . 00 525 4.15 653 4 . 35 859 4 . 60 1176 6 . 15 3827 19 5 .25 2238 15. 60 23340 4 .15 653 5.05 1905 4.15 653 5 .00 1820 5. 75 3116 20 4 . 75 1404 9 . 15 9385 4 . 05 566 5 . 00 1820 4 .12 623 5 .00 1820 5 . 45 2593 21 4.70 1324 6.75 4911 3.95 488 4.55 1108 4.12 623 5.00 1820 5.05 1905 22 4.55 1108 5.60 2854 3.88 437 4.50 1040 4.10 607 4.90 1650 4.95 1735 23 4.55 1108 5.45 2593 4.15 653 4.40 916 4. 02 541 4.80 1484 5. 75 3116 24 4 . 50 1040 5 . 85 3294 8 . 60 8344 4 . 45 978 3 . 98 510 6 . 60 4638 8 . 75 8626 25 5 . 45 2593 6.45 4366 11 .20 13330 4.35 859 3 . 90 451 8 . 00 7220 8 . 30 7780 26 4 . 55 1108 5. 75 3116 9 . 10 9290 4 . 30 802 3 . 80 384 7 . 20 5738 6 . 50 4456 27 4.50 1040 5.75 3116 6 .20 3916 4.15 653 3 .90 451 6.40 4276 5. 60 2854 28 4.45 978 5.00 1820 5 .45 2593 4.05 566 5 . 40 2506 5 .65 2942 5 . 45 2593 29 4 . 25 750 4. 55 1108 4 . 90 1650 4 . 10 607 7 . 70 6662 5 . 45 2593 5 . 40 2506 30 4 . 30 802 4. 80 1484 4 . 75 1404 4 . 20 699 6 . 55 4547 5 . 10 1990 5 . 25 2248 31 4.85 1567 4.45 978 5.75 3116 5.35 2420 ¿gz Daily Gage Heights and Disclzarges of Tygart Va.l[ey.Ri1/er at Fetterntan, W. I/cz., for 1908. January February March April May June >. œ _ 1 Q Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- ft. ft. ft. ft. ft. ft. 1 5.40 2506 5,55 2767 5,95 3471 11.00 12900 4.65 1250 5.60 2854 2 5.35 2420 5.50 2680 13.35 18105 10°25 11475 4-75 1404 5.00 1820 3 5.15 2076 5.55 2767 11.05 13008 8-55 8250 4.95 1735 4.75 1404 4 5.05 1905 5.90 3382 8.20 7592 7.20' 5738 5.70 3030 4.80 1484 5 5.10 1990 6.15 3827 6,70 4638 5.95 3471 12.75 16740 5.40 2506 6 5.02 1857 10.10 11190 7.20 5738 5­05 2942 13.00 17300 5.50 2680 7 4.95 1735 8.40 7968 9.20 9480 5.35 2420 11.55 14090 4.85 1567 8 4.95 1735 6.60 4638 8.40 7968 5.40 2506 13.45 18335 4.55 1108 9 4.75 1404 5.70 3030 12.10 15284 8.35 7874 10.60 12140 4.40 916 10 4.65 1250 5.50' 2680 10'.15 11285 8.55 8250 12.55 16290 4.20 699 11 4.70 1324 5.25 2248 8.25 7786 9.65 10335 11.85 14740 4.18 679 12 8.80 8720 5.75 3118 6.70 4820 11.25 13440 8.55 8250 4.12 625 13 14.10 19830 9.10 9290 6.15 3827 8.85 8815 6.30 4096 4.10 607 14 10.20 11380 10.65 12235 5.75 3118 6.60 4638 5.80 3206 3.95 488 15 7.00 5370 13.25 17875 5.60 2854 5.85 3294 5.75 3118 4.00 525 16 6.25 4006 14.30 20290 5.50 2680 5.85 3294 5.50 2680 4.45 978 17 5.95 3471 9.65 10335 5.50 2680 6.45 4366 5.95 >3471 4.55 1108 18 5.65 2942 6.85 5093 5.45 2593 6.70 4820 5.85 3294 4.20 699 19 5.55 2593 6.55 4547 8.85 8626 6.30 4096 6.65 4729 4.05 566 20 5.15 2076 7.10 5554 9.50 10050 6.80 5002 7.60 6477 3.95 488 21 5.00 1820 6.45 4366 7.70 6662 6.90 5186 11.55 14090 3.85 417 22 5.20 2162 5.90 3382 6.60 4638 5.95 3471 9.05 9195 3.80 384 23 5.82 3241 5.65 2942 5.90 3382 5.40 2506 7.25 5830 3.85 417 24 5.85 3294 5.35 2420 5.80 V3206 5.15 2076 6.25 4006 4.00 525 25 Y5.30 2334 5.20 2162 5.60 2854 5.00 1820 5.70 3030 3.95 488 26 5.20 2162 5.70 3030' 5.40 2506 4.85 1567 5.85 3294 3.90 451 27 7.45 6199 6.25 4006 5.30 2334 4.75 1404 5.55 2767 3.85 417 28 7.95 7127 5.90 3382 5.15 2076 4.70 1324 5.15 2076 3.80 384 29 6.90 5186 5.60 2854 5.60 2854 4.55 1108 4.80 1484 3.75 353 30 6.00 3560 7.75 6755 4.50 1040 4.55 1108 3.70 323 31 5.50' 2680 9.20 9480 6.60 4638 July August September October November December Gage Dis- Gage Dis» Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- ft. ft. ft. ft. ft. ft. 3.60 268 4.35 859 3.25 118 2.60 25 2.40 16 2.70 32 3.60 268 3.85 417 3.20 103 2-00 25 2.40 16 2.70 32 З . 60 268 3 . 65 295 3 . 25 118 2.. 55 22 2 .35 14 2 . 70 32 3.50 218 3.610 268 3.25 118 2.50 20 2.30 12 2.75 36 3.60 268 3.60 268 3.20 103 2.50 20 2.30 12 2.80 40 4.30 802 3.55 243 3.15 91 2.50 20 2.30 12 2.90 50 4.35 859 3.50 218 3.10 80 2.50 20 2.30 12 2.95 56 4.25 750 3.80 384 3.08 77 2.45 18 2.30 12 3.10 80 4.10 607 4.00 525 3.02 66 2.40 16 2.30 12 3.10 80 3.95 488 3.70 323 3.00 63 2.40 16 2.30' 12 3.00 63 3.80 384 3.65 295 2.98 60 2.40 16 2.40 16 3.00 63 3.60 268 3.65 295 2.92 52 2.45 18 2.40 16 3.25 118 3.65 295 3.60 268 2.90 50 2.55 22 2.40 16 3.65 295 3.95 488 3.60 268 2.90 50 2.55 22 2.40 16 3.75 353 3.95 488 3.60 268 2.85 45 2.50 20 2.45 18 , 3.85 417 3 . 85 417 3 . 55 243 2 . 80 40' 2 . 50 20 2 . 50 20 4.00 525 3.85 417 3.50 218 2.80 40 2.50 20 2.50 20 3.85 417 4.10 607 3.50 218 2.70 32 2.50 20 2.50 ' 20 3.70 323 4.45 978 3.50 21.8 2.70 32 2.45 18 2.50 20 3.65 295 4.50 1040 3 .45 195 2 . 70 32 2 .40 16 2. 50 20 3 .80 384 4.15 653 3.40 172 2.70 32 2.40 16 2.55 22 3.70 323 4.05 566 3.40 172 2.70 32 2.40 16 2.60 25 3.75 353 4.45 978 3 . 35 153 2.70 32 2.40 16 2 . 60 25 3 . 75 353 4 . 70 1324 3 . 30 134 2. 70 32 2 .40 16 2.60 25 3 . 70 323 5.15 2076 3.30 134 2.70 32 2.40 .16 2.60 25 3.70 323 6.70 4820 3.30 134 2.70 32 2.35 14 2.70 32 3.65 295 7.45 6199 3 .30 134 2.70 32 2.30 12 2 . 70 32 3 . 60 268 6 .30 4096 3 . 20 103 2 . 70 32 2 .30 12 2 . 70 32 3 . 60 268 5.55 2767 3.20 103 2.65 29 2.35 14 2.70 32 3.55 243 5.10 1990 3.15 91 2.60 25 2.40 16 2.70 32 3.55 243 4.85 1567 3.10 80 .. 2.40 16 .. 3.65 295 88Z -15401-Q5.eonliitikíiìg-,"'*i5e'¿."` 145-31 Í ' 1zÍfÈ1Í'f{)zen January Ё „ .W4 д . Gage д Dis- Ht. I charge Feet See.- fù 1 3.80‘ 384 2 4.20Ё 699 3 4.35` 859 4 4.40 916 5 4.45* 978 - 6 4.40 916 7 4.20 699 8 4.45 978 9 4.60 1176 10 4.35 859 11 4.40i 916 12 4.601 1176 13 4.55 1108 14 4.50 1040 15 7.70 6662 16 9.60‘10240 17 8.90í 8910 18 7.601 6477 19 5.90` 3382 20 5.65 2942 21 5.45 2593 22 5.30 2334 23 5.15 2076 24 5.30 2334 25 5.35 2420 26 4.80 1484 27 4.65 1250 28 4.50 1040 29 4.55 1108 30 4,65 1250 31 4.80 1484 February Gage HL Feet . 80 . 65 . 55 .45 . 50 . 05 . 65 .70 . 65 .45 . 65 . 80 . 20 .95 95 . 30 . 70 .U10äG>`¥CDCDC310l@G䜰`IQ1CJ1UlO1r¥=~i­D~b¥­`­1P~1­1>- Dis- charge 8ee¢ ft. 1484 1250 1108 978 1040 1905 2942 3030 2942 6199 8438 5002 3916 3471 3471 9670 8532 6015 4638 3916 3471 4366 4547 8156 11095 6755 4820 3827 O5@650501»-FÃ1-ß|­P»1\P~|­D~|­P~ì4ÄH>CIl_CJlCJ1CJ1CJlC)1G3ÓDG5~"I°`IGbCD`lCßGDUICJX Daily Gage Heights and Discharges of Tygart Valley Rit/er at Fettermaa, W. Va., for I909. March April May June July August September October November December Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Ht. charge Ht. charge Ht. charge l­1t. charge Ht. charge Ht. charge Ht. charge l­lt. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet Seo.- Feet Sec.- Feet Sco.- Feet Sec.- Feet Sec.- ft~ ft- f6. ft. ft- ft- ft- ft- ft. ft. ,85 3294 5.80 3206 7.65 6569 4.00 566 4-45 978 5.65 2942 3.50 218 3.80 384 4.30 802 4.30 802 .65 2942 5.65 2942 9.65 10335 3.90 451 4-30 802 4.80 1484 3.50 218 3-80 384 4„25 750 4.25 750 ,15 3827 5.80 3206 8.70 8532 4.05 566 4-15 653 4.65 1250 3.55 243 3-75 353 4.15 653 4.15 653 ,00 7220 5.85 3294 6.90 5186 4,05 566 4.05 566 4.50 1040 3.65 295 3-65 295 4.10‘ 607 4.10 607 ,25 5830 6.70 4820 6.15 3827 4.60 1176 3-90 451 4.10 607 3.70 323 3-60 268 4.10 607 4.10 607 .50 4456 ~7.00 5370 5.75 3118 6.05 3649 3.75 353 3.90 451 3.55 243 3.50 218 4.05 566 4.05 566 .50 4456 V6.55 4547 5.55 2767 5.10 1990 3-65 295 3.80 384 3.50 218 3-50 218 4.00 525 4.05 566 .40 6107 5.80 3206 5.20 2162 5.15 2076 3-50 218 3.70 323 3.50 218 3-40 172 3.90 451 4.15 _653 .30 5922 5.50 2680 4„85 1567 7.15 5646 3.45 195 3.65 295 3.50 218 3.40 172 3.90 451 4.10 607 .85 5093 5.35 2420 4.80 1484 6.55 4547 3.40 172 3.60 268 4.75 1404 3.40 172 5.65 2942 3.95 488 .65 4729 5.50 2680 4„95 1735 8.95 -9005 3.40 172 3.50 218 5.45 2593 3.40 172 8.00 7220 3.90 451 .10 3738 4.85 3294 4.90 1650 6.80 5002 3.45 195 3.50 218 4.80 1484 3.80 384 6.20 3916 4.10 607 .65 2942 4.80 3206 4.85 1567 5.95 3471 3.60 268 3.45 195 4.45 978 4-40 916 5.50 2680 4.20 699 .60 2854 9.30 9670 4„80 1484 5.40 2506 3.55 243 3.35 153 4.10 607 4.35 859 5.15 2076 5.15 2076 .80 3206 11.50 13980 4„70 1324 5.75 3118 3.45 195 3.35 153 3.95 488 4.30 802 4.90 1650 5.85 3294 .70 3030 7.80 6848 4.55 1108 5.80 3206 3.55 243 3.60 268 3.85 417 4.10 607 4.65 1250 5.75 3118 .45 2593 6.45 4366 4.45 978 5.25 2248 3.70 323 4.30 802 6.55 4547 3.90 451 4.50 1040 5.15 2076 25 2248 5.65 2942 4.20 699 9.85 10705 3.65 295 5.05 1905 4.75 1404 4.15 653 4„40 916 4.85 1567 95 1735 5.40 2506 3.95 488 7.30 5922 3.60 268 4.70 1324 4.50 1040 4.15 653 4.40 916 4.60 1176 90 1650 6.10 3738 4.00 525 5.85 3294 3.45 195 4.30 802 4.25 750 4.85 1567 4.25 750 4.45 978 85 1567 8.20 7592 4.05 566 5.20 2162 3.40 172 4.20 699 3.90 451 5.10 1990 4.15 653 4.25 750 70 1324 11.45 13870 4.15 653 4.65 1250 3.35 153 4.60 1176 3.80 384 4.95 1735 4.05 566 4.20 699 65 1250 11.05 13008 4.20 699 4.50 1040 3.30 134 4.30 802 3.70 323 5.80 3206 4.00 525 4.20 699 45 978 9.25 9575 4.20 699 4.35 859 3.30 134 4.10 607 3.90 451 12.75 16740 4h30 802 4.15 653 55 1108 8.30 7780 4„15 653 4.25 750 3.55 243 3.90 451 4.70 1324 11.20 13330 4h70 1324 4.10 607 75 1404 7.60 6477' 4.00 525 ‘4.15 653 3.90 451 3.75 353 4.60 1176 7.85 6941 4.70 1324 4.00 525 60 2854 6.40 4276 «4.10' 607’ 4.10 607 4.15 653 3.65 295 4.20 699 6.30 4096 -4.55 1108 3.90 451 20 3916 6.05 3649 4.50 1040 4„90 1650 3.90 451 3.50 218 4.10 607 5.30 2334 4.40‘ 916 3.70 323 60 4638 5.75 3118 4.35 859 5.10. 1990 3.70 323 4.65 1250 3.95 488 4.90 1650 4.35 859 3.70 323 55 4547 6.05 3649 4.15 653 4.60 1176 4.15 653 4.25 750 3.90 451 4.65 1250 4„30 802 3.60 268 40 4276 .... ... 4.05 566 ... . 6.20 3916 3.55 243 .... ... 4.55 1108 .... ... 3.50 218 over Dec. 22. Thickness of ice Dec. 31, 0.3 foot. Gage heights Dec. 26-30 interpolated by Fom- parison Awith river at Belington, W. Va. 63e Daily Gage Heights and Discharges of Tygart I/alley River at Fetterman, W. Va., for 1910. Day CQœ"!GDOl1'PC»ä[O1'­" January February March April May June July August September October November December Ga e Dis- Ga e Dis- Ga e Dis- Ga Di - Di - ' - Ga ` ­ ’ ­ ' ­ ' ­ ' ­ ' ­ Hä chárge НЕ charge Hts. charge Hä chaîge Glîâe chaîge G}11tg.e cllïáîge Hâe cllgaîîge G1315. cl]1211rSge clI1)a1rSge Gìîäe c111)a1rSge Gââe сайт Gŕîäe c111)a1rSge Feet S60.- Feet 860’ Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.~ Feet See.- Feet See.- Feet See.- Feet Sec.- ft. ft. ft. ft. ft. ft. ft. ft. ft. 17. ft. ft. 164.60 117 5.60 2854 5-75 3118 3.95 488 4.70 1324 4.70 1324 4.30 802 4.35 859 3.10 80 3.55 243 3.70 323 5.20 2162 5~90 3882 5-20 2162 310 3738 3.90 451 4.55 1108 5.05 1905 4.10 607 3.95 488 3.25 118 3.60 268 3.80 384 4.70 1324 903.4018220 6.10 3738 5.95 3471 3.90 451 4.45 973 5.70 3030 4.30 802 3.70 323 3.35 153 3.45 195 3.70 323 4.45 978 13.25178-75 6-70 4820 5~65 2942 3.90 451 4.40 916 6.05 3649 4.60 1176 3.55 243 3.60 268 3.40 172 3.70 323 4.35 859 9.30 9670 6.35 4186 5.40 2506 4.05 566 4.30 802 5.65 2942 4.85 1567 3,45 195 3,55 243 3.40 172 3.70 323 4.30 802 7.15 5646 6.20 3916 5.15 20‘76 4.15 653 4.30 802 8.50 8156 4.75 1404 3.45 195 3.55 243 3.30 134 3.70 323 4.35 859 12.9517190 6. 15 3827 5.05 1905 4. 10 607 4.25 750 9.20 9480 4.65 1250 3 ‚45 195 3,95’ 488 3.20 103 3.70 323 4.35 859 10.25 11475 5.95 3471 4.95 1735 4.10 607 4.20 699 6.85 5093 5.30 2334 3,45 195 4.00 525 3.30 134 3.70 323 4.30 802 7.80 6848 5.60 2854 4.75 1404 4.10 607 4.40 916 6.20 3916 4.95 1735 3.45 195 3.90 451 3.15 91 3.70 323 4-30 802 6.40 4276 5.95 3471 4.65 1250 4.05 566 4.80 1484 5.75 3118 4.60 1176 3.45 195 3.70 323 3.10 80 3.60 268 4.30 802 5.415 2593- 6.65 4729 4.55 1108 4.00 525 4.95 1735 5.90 3382 4.40 916 3 40 172 3,65 295 3.10 80 3.65 295 4.30 802 5.05 1905 7 .15 5646 4.50 1040 4.00 525 6.25 4006 6.05 3649 4.30 802 3.20 103 3.60 268 3.10 80 3.70 323 b4.30 802 5.00 1820 8.05 7313 4.45 978 4.00 525 8.90 8910 6.50 4456 4.35 859 3.15 91 3.65 295 3.10 80 3.70 323 b4.30 802 7.35 6015 8.30 7780 4.40 ‘916 4.00 525 . 7.15 5646 6.35 4186 5.25 2248 3 10 80 4.40 172 3.05 71 3.60 268 b4.30 802 8.25 7786 8.15 7499 4.35 859 4.20 699 5.90 3382 6.00 3560 5.45 2593 3 05 71 4.15 653 3.05 71 3.50 218 b4.20 699 7.00 5370 7.80 6848 4-.25 750 4.25 750 5.35 2420 8.60 8344 5.00 1820 3 25 118 4.10 607 3.15 91 3.50 218 b4.05 566 6.10 3738. 9.70 10430 4.20 699 4.20 699 5.00 1820 14.50 20720 4.70 1324 3 20 103 3.90 451 3.10 80 3.50 218 b4.05 566 9.30 9670 9.45 9955 4.20 699 4.35 859 4.85 1567 11.3513655 4.55 1108 3.10 80 3.75 353 3.10 80 3.45 1.95 b4.10 607 13.8019140 8.25 7786 4.15 653 4.35 859 4.70 1324 11.6514305 4.40 916 3.00 63 3.65 295 3.10 80 3.40 172 b4.20 699 10.0511095 7.40 6107 4.10 607 4.45 978 4.60 1176 12.7016630 4.35 859 2.90 50 3.55 243 3.10 80 3.40 172 b4.75 1404 8.90 8910 6.65 4729 4.10 607 4.65 1250 4.55 1108 8.25 7786 4.30 802 2.95 56 3.50 218 3.00 63 3.40 172 b5.15 2076 9.95 10905 8.90 8910 4.10 607 4.95 1735 4.50 1040 6.65 4729 4.10 607 2.90 50 3.45 195 3.00 63 3.40 172 b4.75 1404 7.80 6848 10.15 11285 4.15 653 5.55 2767 4.40 916 6 20 3916 3.90 451 2.90 50 3.40 172 3.00 63 3.40 172 b4.55 1108 6.50 4456 7.60 6477 4.10 607 4.85 1567 4.35 859 5.70 3030 3.80 384 2.85 45 3.40 172 3.00 63 3.40 172 b5.60 2854 5.85 3294 6.40 4276 4.05 566 6.90 5186 4.75 1404 5.25 2248 3.60 268 3.00 63 3.30 134 3.00 63 3.40 172 8.80 8720 5.55 2767 5.75 3118 4.00 525 6.50 4456 5.55 2767 4.90 1650 3.50 218 3.30 134 3.40 172 3.00 63 3.45 195 7.55 6384 7.75 6755 5.40 2506 4.00 525 5.90 3382 5.50 2680 4.70 1324 3.45 195 3.15 91 3.20 103 3.05 71 3.50 218 6.90 5186 9.00 9100 5.40 2506 4.00 525 5.55 2767 5.15 2076 4.50 1040 3.40 172 3.10 80 3.15 91 3.10 80 4.40 916 6.20 3916 7.40 6107 4.00 525 5.20 2162 4.90 1650 4.35 859 3.35 153 3.05 71 3.05 71 3.10 80 5.90 3382 5.70 3030 6.50} 4456 .. 4.00 525 4.90 1650 4.80 1484 4.30 802 3.50 218 3.00 63 3.30 134 3.20 103 5.70 3030 7.75 6755 5.9513471 4.00 525 4.60 1176 .. 4.15 653 3.00 63 .. 3.50 218 9.15 9385 а. Мах. 16.6:25740 sec.-ft. b. Interpolated from gage heights at Belington, W. Va. 290 TYGART VALLEY RIVER AT FETTERMAN. Daíy Gage Hezghts and Dísehatfges of Tygart 1/'alley Rizrer at РеНег112аН‚1‘1/. Va., for 1911. January February March April May June July August >~. Щ ‘ A 1 Í д Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis-. Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. ’charge Feet See.- Feet Sec.- Feetl Seo.- Feet See.- Feet Seo.- Feet Sec.- Feet Sec.- Feet Sec.- ft. ft. ft. ft. . ft. ‘ ft. ft. 1 7.10 5554 9.50 10050 5.60 2854 6.65 472 4.85 1567 3.50 218 3.85 417 3.00 63 2 7.35 6014 7.00 5370 5.35 2420 6.40 4276 4.75 1404 3.50 218 3.75 353 3.00 63 3 8.55 8250 6.50 4456 5.25 2248 6.10 3738 4.55 1108 3.50 218 3.70 323 3.00 63 4 8.75 8626 6.25 4006 5.10 1990 7.85 6941 4.50 1040 3.50 218 3.65 295 3.00 63 5 7.20 5738 5.95 3471 4.85 1567 11.60 14196 4.35 859 3.45 195 3.50 218 3.00 63 6 6.15 3827 5.45 2593 4.75 1404 9.75 10525 4.30 802 3.40 172 3.45 195 2.95 56 7 5.40 2506 5.50 2680 6.75 4911 8.05 7313 4.30 802 4.20 699 3.50 218 2.90 50 8 5.15 2076 5.50 2680 7._60 6477 7.70 6662 4.25 750 4.05 566 3.90 451 3.35 153 9 5.40 2506 5.70 3030 7.45 6199 8.75 8626 4.15 653 3.95 488 3.60 268 3.50 218 10 4.85 1567 6.00 3560 7.10 5554 8.80 8720 4.10 607 4.15 653 3.95 488 3.40 172 11 4.70 1324 5.70 3030 6.85 5093 7.80 6848 4.05 566 3.90 451 3.90 415 3.35 153 12 4.85 1567 5.35 2420 6.65 4729 6.65 4728 4.00 525 4.05 566 3.75 353 3.25 118 13 11.50 13980 5.15 2076 6.30 4096 5.65 2942 3.90 451 3.95 488 3.90 451 3.20 103 14 14.80 21440 4.95 1735 6.30 4096 5.45 2593 3.90 451 4.35 859 3.95 488 3.20 103 15 10.50 11950 4.90 1650 6.50 4456 7.65 6570 3.85 417 4.65 1250 3.75 353 3.20 103 16 10.75 12425 4.85 1567 6.30 4096 7.70 6662 3.75 353 4.60 1176 3.55 243 3.20 103 17 8.15 7499 4.55 1108 5.85 3294 6.55 4547 3.65 295 4.30 802 3.45 195 3.20 103 18 6.45 4366 4.45 978 5.65 2942 5.85 3294 3.55 243 5.50 2680 3.40 172 3.15 91 19 5.55 2757 4.30 802 6.30 4096 5.55 2757 3.50 218 6.50 4456 3.35 153 3.10 80 20 5.30 2334 5.50 2680 7.40 6107 5.65 2942 3.45 195 5.90 3382 3.30 134 3.10 80 21 5.20 2162 6.10 3738 7.20 5738 6.80 5002 3.7.5 353 5.50 2680 3.25 118 3.05 71 22 6.15 3827 5.85 3294 6.75 4911 7.40 6107 3.95 488 4.75 1404 3.20 103 3.00 63 23 7.65 6570 5.25 2248 6.20 3916 7.85 6941 3.85 417 4.25 750 3.20 103 3.00 63 24 6.95 5278 5.20 2162 5.70 3030 7.50 6292 3.65 295 4.15 653 3.20 103 2.95 56 25 6.10 3738 5.20 2162 5.30 2334 6.90 5186 3.55 243 4.10 607 3.30 134 2.90 50 26 6.15 3827 5.25 2248 5.15 2076 6.15 3827 3.50 218 4.75 1404 3.30 134 3.00 63 27 11.40 13764 5.40 2506 5.05 1905 5.70 3030 3.50 218 5.00 1820 3.25 118 3.15 91 28 10.70 12330 5.65 2942 4.95 1735 5.30 2334 3.60 268 4.95 1735 3.15 91 3.35 153 29 10.30 11570 4.95 1735 5.10 1990 3.60 268 4.50 1040 3.05 71 5.15 2076 30 20.35 34975 5.20 2162 4.90 1650 3.55 243 4.10 607 3.00 63 6.65 4729 31 15.95 24180 6.40 4276 3.50 218 3.00 63 10.10 11190 Estimated Monthly Discharge of Tygart Valley River at Fetterhzan., W, Va. [Drainage area, 1,327 square mi1es.] Discharge in second­feet Run off Month 7 ' Maximum Minimum Mean Speefiîgälêäîìt ])iî1Iê1ä]eän 1907 ' June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17990 750 4307 3 . 426 3 . 569 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33600 978 5691 4 . 281 4. 935 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13330 437 2098 1 . 581 1. 823 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1905 566 999 0. 751 0. 838 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8438 384 2107 1 _ 588 1 ‚ 831 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9005 1176 3949 2.976 3. 321 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14630 699 3777 2 ‚ 848 3 ‚ 281 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.9830 1250 3883 2.926 3.373 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20290 2162 5312 4 .003 4.317 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18105 2076 6205 4. 676 5.391 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13440 1040 4981 3 . 752 4.186 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18335 1108 6577 4.957 5.715 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 2854 323 Г 932 0.702 0.783 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . ... 6199 218 1200' 0.904 1.042 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 859 S0 248 0 ‚ 187 0 ‚ 216 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 118 25 56 .0 ,042 0 ,047 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 12 18 0.013 0.015 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 12 19 0,014 0,016 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 384 32 225 0.169 0.195 20290 12 247 1 1 . 862 25 . 296 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . sTREAM­FLoW”. - 291 Estimated Monthly Dzselzarge of Tygart Valley Rivet’ at Patterson, W. Va.,-(Continued.) Discharge in second­feet Run~oi`r` Month ’ Second­feet ­ Maximum Minimum Mean I per sgluare Iìîllèiiîëên I ml е 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10240 384 2280 1 . 718 1 . 981 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11095 978 4535 3.417 3.558 March . . . . . . . . . . . . . . . . . . . . ._ . . . . . . . . . . . . . . . . . . 7220’ 978 3411 2. 570 2 .963 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13980 2420 5397 4.075 4.546 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10335 488 2085 1 .571 1.811 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10705 451 2728 2 . 056 2 . 294 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3916 134 463 0.349 0.402 August ........ . .­. ................... ...,_. . . . . 2942 153 707 0.533 0.615 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4547 218 809 0.609 0.679 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16740 17_ 2 2067 1 .558 1.797 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7220 451 . 1321 0.996 1 . 111 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3294 218 899 0.677 0.780 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16740 134 2224 1 . 677 22. 537 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25740 1820 7482 5.638 6.500 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11285 2162 5471 4.123 4.293 Marell . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3738 525 1247 0 .939 1 .083 April . . . . . . . . . . .". . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5186 451 1310 0.987 1 .101 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .` 8910 699 1901 1.432 1 .651 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' 20720 802 5429 4. 091 4 . 564 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2593 153 981 ~ 0.739 0.852 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 859 45 154 0 . 116 0 . 134 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 607 71 266 0.200 0.223 OCt0be1‘ . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 268 63 107 0.081 0.093 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3382 172 474 0 .357 0.398 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9385 566 2220 1. 673 1 .929 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25740 45 2254 1 .698 22.821 1911 . January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34975 1324 8017 6.186 7.132 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .` 10050 802 2902 2.239 2.332 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6477 1404 3627 2 .799 3 .227 Ap ril . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14196 1650 5399 4.166 4.648 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1567 195 533 0.411 ' 0.474 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4456 172 1082 0.835 0.931 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 488 63 236 0 . 182 0 .210 August.’ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11190 50 664 0 . 512 0. 590 TYGART VALLEY RIV1-:R АТ BELINGTON, W. VA. This station, situated on the highway bridge at Belington, Barbour Co., W. Va., 60 miles above the mouth, was established ~I-une 5, 1907, by A. H. Horton, for the U. S. Geological Survey. ‚ А standard chain gage, measuring 13.02 feet from high­Water marker and 23.02 feet from lovv-Water marker to Ibottom of Weight, is installed at this station. А poin­t Ion the curb, about 50 feet from bridge abutment on south side of river, marked “Bench Mark,” is 19.85 feet above the zero of the gage. The overhang over center pier, directly over vertical reinf«o`rci> ß . Q Gage Dis- Gage Dis» Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. chargeA Feet Sec.- Feet Sec.- Feet Sec.- Feet Seo.- Feet See.- Feet Sec.- Feet See.- jt. ft. ft. jt. ft. ft. jt. 1 . . . . . . . 3.50 363 3.90 546 3.00 183 3.20 246 4.10 644 3.90 546 2 . . . . 1 . . . . 3.90 546 3.40 321 3.10 213 3.10 213 4.00 595 3.70 452 3 Í 5.60 1499 3.30 282 3.20 246 3.00 183 5.20 1189 3.50 363 4 . . . . . . 5.10 1189 3.10 213 3.50 363 3.10 213 6.30 1998 3.40 . 321 5 4.50 850 _ 4.10 644 3.30 282 4.60 904 5.60 1499 5.90 1703 3.60 407 6 5.60 1499 3.50 363 3.40 321 4.10 644 4.80 1015 5.30 1310 3.70 452; ‘ 7 5.00 1130 3.70 452 3.20 246 3.50 363 4.20 694 8.20 3616 3.60 407 8 4.80 1015 4.10 644 3.20 246 3.10 213 4.90 1072 7.10 2620 3.50 363 9 10.80 6410 4.70 959 2.90 156 3.00 183 5.80 1633 6.30 1998 3.40 321 10 6.70 2304 9.20 4620 3.50 363 2.80 132 5.20 1189 6.60 2226 5.20 1249 11 5.40 1372 5.90 1703 4.00 595 3.10 183 4.30 745 7.30 2786 8.90 4310 12 5.00 1130 7.60 3048 l 3.70 452 4.00 595 4.00 595 6.10 1849 6.30 1998 13 9.30 4730 8.10 3518 3.40 321 4.10 644 3.60 407 5.30 1310 5.40 1372 14 10 10 5610 7.90 3324 3.20 246 3.60 407 3.40 321 4.40 797 6.00 1775 15 11 70 7470 5.10 1189 3.10 213 3.30 282 3.30 282 4.20 694 9.30 4730 16 11 20 6870 4.10 644 3.00 183 3.20 246 3.10 213 3.90 546 7.10 2620 17 5 30 1310 7.10 2620 3.20 246 3.40 321 3.10 213 3.80 498 6.20 1923’ 18 4.90 1072 18.70 16475 3.50 363’ 3.20 ' 246 3.20 246 3.60 407 5.10 1189' 19 4 . 00 595 6. 20 1923 3 . 30 282 4. 90 1072 3 . 10 213 3 . 50 363 4 . 70 959' 20 З . 90 546 5. 60 1499 3. 20 246 4. 10 644 3 .00 183 3 . 40 321 4.50 850‘ 21 3.80 498 5.00 1130 3.00 183 3.70 452 2.90 156 3.20 246 4.20 694 22 3 . 50 363 4 . 10 644 2. 80 132 3 . 40 321 2 .90 156 3 .30 282 3 . 90 546“ 23 3 . 40 321 4. 50 850 3 . 10 213 3 . 10 213 2 . 80 132 3 . 40 321 4.10 644 24 3.30 282 4.40 797 10.00 5500 3.50 363 2.80 132 6.10 1849 9.30 4730 25 4.40 797 4.60 904 8.60 4010 3.80 498 2.80 132 7.80 3230 7.10 2620 26 4 . 10 644 4 . 60 904 4 . 90 1072 3 . 20 246 2 . 70 110 6 . 20 1923 6.00 1775 27 3 . 70 452 4. 50 850 4 . 10 644 3 . 00 180 2 . 90 156 5 . 30 1310 4. 70 959 28 3 . 50 363 4 . 10 644 3 . 80 498 2 . 90 156 З . 50 363 4. 60 904 4 . 30 745 29 3.40 321 ‚ 5.10 1189 3.50 363 3.00 183 6.50 2150 4.30 745 4.20 694‘ 30 3.20 246 4.80 1015 3.30 282 3.10 213 6.20 1923 3.90 546 4.70 959I 31 4.60 904 3.20 246 _ .. 5.80 1633 5.10 1189 #62: January Ё‘ .1_ -_„__, _ Q Gage Dis- Ht. charge Feet Sec.- ft. 1 4 . 90 1072 2 4.70 959 3 4.50 850 4 4.20 694 5 4.40 7 797 6 4.60 904 7 4.30 745 8 6.20 1923 9 6.90 2460 10 6.70 2304 11 6.40 2074 12 10.00 5500 13 11.50 7230 ‘14 8.20 3616 1 5 5 . 90 1 703 16 5.10 1189 17 4.80 1015 18 4.50 850 19 4.30 745 20 4.20 694 21 4.30 745 22 4.50 850 23 5.90 1703 24 5.60 1499 25 5.40 1372 26 4.20 694 27 6.30 1998 28 6.60 2226 29 5.70 1565 30 5.40 1372 31 4 50 850 Daily Gage Heights and Discharges of Tygavft Valley Rit/er at Belington, W. Va., for 1908. February Dis- charge Gag Ht.. Gage Iito Feet 4.40 12.30 9.10 6.90 1310 5.60 6.20 2786 8.50 1923 7.30 1565 7.00 6.80 6.40 .30 .90 .60 .50 .60 .50 .70 .80 .30 .50 .10 1.-; CD Ю O3 I»­l>~Häl­l>CJ'!GD(`ßO"lH>l»ß»­f>~|­¥>H>~»¥>U`l Dis- charge See: ft 797 8190 4515 2460 1499 1923 3910 2786 2540 2382 2074 1310 1072 904 850 904 850 959 1633 3714 2150 1189 1015 959 850 745 595 644 904 2150 2074 Gage Ht. 17eet .10 .80 .00 .80 .90 .60 .30 .40 .50 .70 .90 .7О .60 .30 1-œeßßßwœe»mmmmœmßmœœœ««ßßßmmquë 70 .10 .70 .60 80 .50 .7О .80 50 90 80 10 20 .30 00 90 April Dis- charge Secr ft. 5610 3230 2540 1633 1072 904 745 797 2960 3138 4310 4110 2226 1310 959 1189 2304 1499 1633 2150 1565 1015 850 546 498 644 694 745 595 546 May Gage Ht. FGGZ 3.80 3.90 4.10 .30 dunge Seex ft. 498 546 644 745 4310 6410 3324 6295 3230 6525 5950 2304 1499 850 745 1633 1130 694 959 2786 3616 2872 1923 1072 904 2074 1249 850 644 3714 1923 I-11-I 1»-I ъ—‘ FÄPÄUÍÖÖPÄ1-PGD"\`Iœ'\Íl»ÃI»ßU`|CJ`|l»ÄPÃU`(GD©o°\`I©`ÍoœPß Dis- June Gage [Ns- Ht. charge Feet See.- ft. 4.70 959 4. 10 644 3.90 546 4.00 595 6.30 1998 4.90 1072 4.20 694 3.90 546 3.50 363 3 .30 282 3 . 10 213 3.20 246 3 . 10 213 3 ‚00 183 3.20 246 3 ‚30 282 3.40 321 3 ‚00 183 2.90 156 3 . 10 213 3.20 246 3.30 282 3 . 10 213 3 . 00 . 183 2.90 156 2.90 156 2.80 132 2.80 132 2.70’ 110 2.60 90 July Gage Dis- Ht. charge Feet See.- ft. 2 . 50 73 2.40 59 2.30 47 3.10 213 4.60 904 3.80 498 3.40 321 3.20 246 3.10 213 3.00 183 2.90 156 2.60 90 2.70 110 2.60 90 3.00 183 2.80 132 2.60 90 3.00 183 3.40 321 2.90 156 2.80 132 3.20 246 3.20 246 3.30 282 3.90 546 5.90 1703 6.90 2460 4.60 904 4.10 644 3.60 407 3.30 282 August Gage \ Dis- Ht. charge Feet See.- ft 3.00 183 2.80 132 2.20 36 2.60 90 2.90 156 3.20 246 2.70 110 2.70 110 2 . 80 132 2.90 156 2.80 132 2.90 156 2 . 60 90 2 . 50 73 2.40 59 2.30 47 2.30 47 2.30 47 2.20 36 2.20 36 2.20 36 2.20 36 2.20 36 2 . 20 36 2.00 18 2.30 47 2.30 47 2 . 40 59 2.60 90 2 . 50 73 2.30 47 September Gage ‘ Dis- Ilt. charge Feet Sec: ft 2.20 36 2.20 36 2.20 36 2.10 26 2.10 26 2.10 26 2.10 26 2.10 26 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 1.90 12 1.90 12 1.90 12 1.90 12 1.90 12 1.90 12 1.80 7 1.80 7 1.80 7 1.80A 7 1.80 7 1.80 7 1.80 7 1.90 12 October I)is­ Gage charge Ht. Ю CD »-4 ч с› -1га-1-1-1-4-4-4-1-1-1-д-ч-ч—ч#›4›д>-4-ч—д—а-4-а—д«з-4-а November Gag Dis- Ht. charge Feet See.- It 1.80 7 1.80 7 1.90 12 1.80 7 2.00 18 2.10 26 2.20 36 2.10 26 2.00 18 2.00 18 2.00 18 2.00 18 2.00‘ 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.00 18 2.10 26 December Gage Dis- Ht. charge Feet See.- ft. 2.10’ 26 2.10 26 2.10 26 2.10 26 2.10 26 2 . 20 36 2.20 36 2.20 36 2.20 36 2.20 36 2.30 47 2 . 50 73 2.80 132 3.00 183 2.90 156 2.70 110 2.60 90 2.50 73 2.50 73 2.80 132 3.00 183 2.70 110 2.80 132 2.70 110 2.60 90 2.60 90 2.60 90 2.60 90 2.60 90 2.60 90 2.90 156 S62 Day ?.Dœ"l~*.‘5b‘;Jl1-1>~O3L\’)1­­‘©©œ`1’G5Ul1‘1>Ců[\'«‘1­­‘ Daily Gage Heights and Discharges of Тура’! Valley River at Belington, W. Va., for 1909. October November December Gag Dis- Gage 1 Dis- Gage Dis- Ht. charge Ht. ;cha1‘ge Ht. charge Feet Seo.- Feet See.- Feet ‚800.- ft. ft. . 2.60 90 3.20‘ 246 3.30 282 2.50 73 3.10 213 3.20 246 2.50 73 3.20 246 3.20 246 2.40 59 3.10 213 3.10 213 2.40 59 2.90 156 3.10 213 2.30 47 2.90 156 3.00 183 2.30 47 2.90 156 3.10 213 2.30 47 2.80 132 3.10 213 2.30 47 2.80 132 3.10 213 2.30 47 7.50 2960 3.00 183 2.20 36 6.60 2226 3.00 183 3.30 282 5.20 1249 3.00 183 4.00 595 4.40 797 3.00 183 3.40 321 4.10 644 4.501 850 3.10 213 3.60 407 5.30` 1310 3.40 321 3.50 363 4.50 850 3.20 246 3.40 321 4.00 595 3.40 321 3.30‘ 282 3.70à 452 4.00 595 3.20 246 4.00` 595 4.30 745 3.20 246 4.70 959 4.50 850 3.10 213 4.80 1015 3.70 452 3.10 213 4.60 904 3.60 407 3.20 246 4.40 797 10.20 5720 3.30 282 4.00 595 6.40 2074 4.00 595 4.20 694 5.10 1189 3.80 498 4.10 644 4.10 644 3.60 407 4.00 595 4.00 595 3.50 363 4.10 644 3.70 452 3.30 282 4.00 595 3.50 363 3.30 282 3.80 498 3.40 321 .. 3 50 363 January February March April May June July August September Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. 1 charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet See.- Feet See.- Feet Sec.- Feet Sec.- Feet See.- Feet See.- Feet See.- Feet Sec.- ft. ft. ft. ft. ft. ft. ft. ft. ft. 3.00 183 3.70 452 5.00 1130 4.80 1015 5.70 1565 2.80 132 3.60 407 6.40 2074 2.60 90 3.70 452 3.70 452 4.70 959 4.50 850 5.50 1435 3.10 213 3.20 246 4.10 644 2.50 73 3.60 407 3.60 407 4.40 797 5.10 1130 5.10 1189 3.30 282 2.90 156 3.70 452 2.40 59 3.00 183 3.50 363 6.10 1849. 5.70 1565 5.30 1310 3.00 183 2.90 156 3.30 282 2.50 73 2.90 156 3.50 363 5.50 1435 6.10 1849 5.10 1189 3.00 183 2.70 110 3.10 213 2.50 73 2.90‘ 156 3.90 546 5.10 1189 6.30 1998 4.70 959 5.00 1130 2.50 73 2.90 156 2.60 90 3.70 452 4.10 644 5.80 1633 5.50 1435 4.50 850 4.20 694 2.50 73 3.00 183 2.60 90 3.40 321 4.60 904 7.80 3230 4.90 1072 4.00 595 4.80 1015 2.50 73 2.80 132 2.50 73 3.30 282 4.00 595 6.70 2304 4.30 745 3.90 546 7.00 2540 2.50 73 2.60 90 2.50 73 3.20 246 5.80 1633 6.30 1998 4.00 595 3.70 452 5.40 1372 2.50 73 2.60 90 2.60 90 3.00 183 7.40 2872 6.00 1775 3.90 546 4.20 694 5.80 1633 2.40 59 2.50 73 4.20 694 2.90 156 5.50 1435 5.00 1130 3.70 452 4.50 850 5.30 1310 2.30 47 2.50 73 3.80 498 3.00 183 4.70 959 4.50 850 3.60 407 4.10 644 4.90 1072 2.30 47 2.40 59 3.00 183 3.30 282 4.90 1072 4.60 904 7.50 2960 3.90 546 4.30 745 2.30 47 2.30 47 2.70 110 6.40 2074 5.20 1249 4.90 1072 9.90 5390 3.70 452 4.00 595 2.50 73 2.30 47 2.60 90 7.00 2540 5.30 1310 4.50 850 6.20 1923. 3.50 363 4.20 694 2.70 110 3.70 452 4.50 850 6.40 2074 6.10 1849 4.30 745 5.00 1130 3.40 321 4.20 694 2.60 90 4.60 904 5.90 1703 5.80 1633 5.50 1435 4.00 595 4.50 850 3.20 246 7.50 2960 2.50 73 4.10 644 3.60 407 4.20 694 4.90 1072 3.70 452 4.00 595 3.00 183 5.70 1565 2.40 59 3.50 363 3.40 321 4.00 595 4.70 959 3.80 498 3.90 546 3.00 183 4.90 1072 2.40 59 3.20 246 3.00 183 4.00 595 5.00 1130 3.80 498 6.10 1849 3.10 213 3.70 452 2.40 59 3.40 321 2.80 132 3.80 498 5.50 1435 3.70 452 8.10 3518 3.30 282 3.50 363 2.30 47 3.30 282 2.70 110 3.60 407 5.40 1372 3.70 452 8.20 3616 3.30 282 3.20 246 2.50 73 3.20 246 2.60 90 3.50 363 5.40 1372 3.60 407 8.90 4310 3.30 282 3.10 213 3.00 183 3.00 183 3.40 321 3.50 363 6.70 2304 3.70 452 7.00 2540 3.20 246 3.00 183 3.00 183 2.80 132 2.70 110 3.50 363 6.10 1849 4.20 694 5.70 1565 3.10 213 2.90 156 2.90 156 2.60 -90 2.90 156 3.40 321 5.70 1565 5.20 1249 5.70 1565 3.10 213 2.70 110 2.70 110 2.50 73 3.00 183 3.30 282 5.40 1372 5.80 1633 5.30 1310 3.20 246 3.40 321 2.70 110 2.50 73 2.90 156 3.20 246 .... .... 6.10 1849 5.40 1372 3.30 282 3.40 321 2.60 90 2.40 59 2.80 132 3.20 246 5.50 1435 5.00 1130 3.20 246 3.10 213 2.60 90 2.10 26 2.70 110 3.40 321 5.10 1189 .... .... 3.00 183 .... ... 8.10 3518 2.80 132 .... ... 96e Daily Gage Heights and Discharges of Tygart Valley River at Belíngton, W. Va., for 1910. Da y [\'J[Q|_\';[\‘>»­­~»­|r­-«r»­¢»­l»­­1»-­­»­«>­­|»­-« OOlQi­‘©CDœ’~lOäCJ1rP~OOl\')*­“©CDœ`lGàO1rPD3l\'JI'­‘ January February March April l May June July August September October November December Gage Dis- Gage I Dis­ Gage Dis­ Gag Dis­ Gage Dis­ Gage Dis- Gage Dis­ Gage ! Dis­ Gage Dis­ Gage Dis­ Gage Dis­ Gage I)is- Ht. charge Ht. charge Ht. charge I­It. charge Ht. charge I-It. charge Ht. charge llt.. charge Ht. charge Ht. charge Ht. charge lit. charge Feet Seo.- Feet Sec.- Feet Sec» Feet Sec.- Feet Sec.- Feet See.- Feet Sco.- Feet Soc.- Feet Sec.- Feet S60.- Feet S60.- Feet gw.- ft. ft. ft. ft. ft. ft. ft. ft. ft. ft. ft. jt. 3.60 407 4.20 694 4.90 1072 3.00 183 3.80 498 3.70 452 3.10 213 3.00 183 2.20 36 2.80 132 2.70 110 3.90 546 4.10 644 3.80 498 5.40 1372 3.00 183 3.60 407 4.50 850 3.10 213 2.80 132 2.20 36 2.60 90 2.70 110 3.70 452 11.40 7110 4.30 745 5.00 1130 3.00 183 3.50 363 4.80 1015 3.00 183 2.60 90 2.30 47 2.50 73 2.70 110 3.80 498 10.30 5835 5.00 1130 4.70 959 3.00 183 3.60 407 5.00 1130 3.30 282 2.70 110 2.30 47 2.50 73 2.70 110 3.50 363 6.60 2226 5,00 1130 4,40 797 3.20 246 3.40 321 5.30 1310 3.60 407 2.60 90 2.80 132 2.40 59 2.70 110 3.10 213 5.60 1499 5.20 1249 4.20 694 3.20 246 3.20 246 8.80 4210 3.90 ' 546 2.60 90 3 .00 183 2.30 47 2.60 90 3.80 498 9.30 4730 6.80 2382 4.00 595 3.10 213 3.20 246 7.90 2324 3.40 321 2.60 90 3.30 282 2.20 36 2.60 90 3.70 452 8.30 3714 6.20 1923 3.90 546 3.20 246 3.20 246 5.70 1565 3.60 407 2.50 73 3.00 183 2.20 36 2.50 73 3.60 407 7.50 2960 6.20 1923 3 .70 452 3.10 213 3.60 407 4.80 1015 3.90 546 2.40 59 2.90 156 2.20 36 2.50 73 3 .60 407 4.80 1015 7.80 3230 3.50 363 3.00 183 4.10 644 4.80 1015 3.80 498 2.50 73 2.80 132 2.20 36 2.50 73 3.50 363 4.10 644 7.90 3324 3.50 363 3.00 183 4.00 595 5.30 1310 3.80 498 2.40 59 2.70 110 2.70 110 2.50 73 3.30 282 3.90 546 8.30 3714 3.50 363 3.00 183 5.40 1372 6.80 2382 3.20 246 2.40 59 2.60 90 2.60 90 2.50 73 3 .ЗО 282 3.90 546 7.80 3230 3.40 321 3.00 183 8.30 3714 7 .20 2702 4.00 595 2.3-0 47 2.50 73 2.40 59 2.40 59 3.30 282 4.80 1015 7.80 3230 3.40 321 3.30 282 5.90 1703 6.30 1998 5.50 1435 2.40 59 3.00 183 2.40 59 2.30 47 3.30 282 6.40 2074 7.80 3230 3.40 _ 321 3.50 363 5.40 1372 5.70 1565 4.70 959 2.40 59 3 .40 321 2.30 47 ‚ 2.30 47 3.20 246 4.90 1072 10.60 6180 3.40 321 3.40 321 4.20 694 10.35 5890 4.10 644 2.20 36 3.00 183 2.30 47 2.40 59 3.00 183 4.60 904 9.00 4410 3.30 282 3.40 321 3.90 546 14.15 10485 4.10 '644 2.20 36 2.80 132 2.20 36 2.30 47 3.00 183 5.30 1310 8.40 3812 3.30 282 3.40 321 3.80 498 11.50 7230 4.40 797 2.20 36 2.70 110 2.20 36 2.40 59 3.10 213 10.80 6410 7.10 2620 3.20 246 3.80 498 3.70 452 11.40 7110 4.20 694 2.00 18 2.60 90 2.20 36 2.40 59 3.20 246 7 . 50 2960 5 . 50 1435 3 .20 246 4 .00 595 3 .60 407 11.40 7110 3 . 70 452 2 . 10 26 2.50 73 2 . 20 36 2 . 40 59 3 . 80 498 5.80 1633 5.20 1249 3.10 213 4.00 595 3.60 407 6.50 2150 3.30 282 2.10 26 2.50 73 2.10 26 2.40 59 4.30 745 8.00 3420 6.80 2382 3 .30 282 4.60 904 3 .50 363 6.50 2150 3 .20 246 2.50 73 2.40 59 2.20 36 2 .40 59 3.80 498 7.50 2960 8.20 3616 3 .30 282 5.10 1189 3.40 321 6.00 1775 3.00 183 2.60 90 2.40 59 2.20 36 2.40 59 3.60 407 5.20 1249 6.10 1849 3.20 246 4.80 1015 3.40 321 4.80 1015 2.80 132 2.40 59 2.30 47 2.20 36 2.40 59 4.80 1015 4.60 904 5.10 1189 3.20 246 6.60 2226 4.30 745 4.00 595 2.80 132 2.60 90 2.30 47 2.70 110 2.50 73 6.60 2226 4.20 694 4.60 904 3.20 246 5.90 1703 5.10 1189 3.90 546 2.70 110 2.60 90 2.30 47 2.50 73 2.80 132 6.40 2074 5.00 1130 4.40 797 3.10 213 5.40 1372 4.40 797 3.50 363 2.70 110 2.40 59 2.30 47 2.50 73 2.80 132 5.40 1372 6.80 2382 4.10 644 3.10 213 4.80 1015 4.00 595 3.40 321 2.80 132 2.30 47 2.50 73 2.50 73 3.30 282 4.70 959 5.70 1565 3.10 213 4.40 797 3.80 498 4.00 595 2.90 156 2.20 36 3.00 183 2.60 90 5.40 1372 4.60 904 5.40 1372 3.00 183 4.00 595 3.50 363 3.30 282 3.20 246 2.20 36 3.00 183 2.70 110 4.20 694 7.40 2872 4.60 904 3.00 183 3.50 363 3.00 183 2.20 36 2.80 132 7.80 3230 STREAM­FLOW. 297 Daily Gage Н eíghts and Discltarges of Tygart Valley Riz/er at Belington, W. V a., for IQII. й January February March April May June July August Щ Q Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- ft. ft. ft. ft. ft. ‚ ft. ft. ft. 1 7.00 2540 6.70 2304 5.00 1130 5.60 1499 3-80 498 2.80 132 3.00 183 2.10 26 2 7.20 2702 6.30 1998 4.70 959 5 .40 1372 3 - 70 452 2 .70 110 2.90 156 2.10 26 3 7.60 3048 6.00 1775 4.10 644 5.20 1249 3-00 407 2.60 90 2.80 132 2.10 26 4 7.80 3230 5.30 1310 4.00 595 6.70 2304 3.60 407 2.50 73 2.60 90 2.10 26 5 6.00 1775 5.10 1189 4.00 595 0.10 5610 3.50 363 2.50 73 2.50 73 2.30 47 6 4.80 1015 4.50 850 3.90 546 8.20 3‘616 3.40 321 2.40 59 2.80 132 3.10 213 ‘ 7 4.50 850 4 .50 850 7 .80 3230 6 .40 2074 3 -40 321 2 -50 73 2.60‘ 90 2 .70 110 ` 8 4.20 694 4.40 797 6.30 1998 6.40 2074 3-30 282 4-20 094 3.00 407 2.60 90 9 3 . 80 498 4 . 40 797 6 .00 1775 6 . 60 2226 3 - 30 282 3 - 00 407 3 .50 363 2 . 60 90 10 3.90 546 4.90 1072 6.00 1775 7.20 2702 3-30 282 3.20 240 3.40 321 2.60 90 11 3 . 70 452 4 . 50 850 6 . 30 1998 5 . 70 1565 3 - 20 240 3 -20 240 3 .00 183 2 .50 73 12 4.60 904 4.20 694 6.30 1998 5.20 1249 3-10 213 2.80 132 4.00 595 2.40 59 13 9.10 4515 4.00 595 6.60 2226 4.40 797 З-00 183 3-00 183 3-50 303 2.30 47 14 10.80 6410 3.80 ` 498 6.70 2304 4.10 644 3.00 183 3.50 363 3.00’ 183 2.20 36 15 7 . 20 2702 3 . 80 498 6 . 60 2226 6 .40 2074 2 - 90 150 3 . 20 246 2 . 80 132 2 .50 73 16 9.00 4410 3.70 452 6.10 1849 6.00 1775 2-80 132 3-00 183 2.60 90 2.50 73 17 7.40 2872 3.50 363 5.20 1249 5.40 1372 2-80 132 2.90 156 2.60 90 2.50 73 18 5.20 1249 3.40 321 4.90 1072 4.80 1015 2.80 132 5.80 1633 2.50 73 2.40 59 19 4 . 60 904 3 . 40 321 5 . 20 1249 4 .40 797 2-80 132 5 -40 1372 2 . 50 73 2 .30 47 20 4 . 20‘ 694 4 . 10 644 6 . 60 2226 4 . 70 959 3 . 30 282 3 . 80 498 2 . 40 59 2 .20 36 21 4.10 644 4.80 1015 6.50 2150 7.00 2540 3.20 246 3.60 407 2.40 59 2.20 36 22 7 . 20 2702 4 . 40 797 6 .30 1998 7 .20 2702 3 .00 183 3 .30 282 2.40 59 2 .00 18 23 6 . 90 2460 4 .00 595 5 .00 1130 6 . 80 2382 2 .80 132 3 .00 183 2 .40 59 2 .00‘ 18 24 5.50 1435 3.90 546 4.90 1072 6.40 2074 2-80 132 2-80 132 2.40 59 2.00 18 25 5.00 1130 4.00 595 4.60 904 5 .80 1633 2.60 90 4.20 694 2.30 47 2.00 18 26 4.90 1072 4.40 797 4.40 797 5.10 1189 2.60 90 3.80‘ 498 2.20 36 2.00 18 27 10.20 5720 4 .80 1015 4.00 595 4 .60 904 2 .60 3 .80 498 2.20 36 2.00 18 28 8 . 80 4210 5 .40 1372 4 . 10 644 4 .20 694 2 . 90 156 3 . 60 407 2 . 30 47 2 .60 90 29 8.70 4110 4.00 595 4.00 595 2.70 110 3.30 282 2.20 36 3.00 183 30 14. 50 10930 . 4 . 50 850 3 .90 546 2 . 70 110 3 . 20 246 2 . 20 36 4 .00 595 31 14.70 11190 6.40 2074 3.00 183 2.20 36 10.20 5720 Estimated Monthly Discharge of Tygart Valley River at Belington, W. Va. [Drainage area, 403 square miles.] Discharge in second-feet Run­ofï Month о _ . Maximum Minimum Mean Speeîlrëlgîlêâîît 22132223" 1907 June, 5-30 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7470 282 1854 4.600 4.448 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16475 363 1711 4.245 4.894 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5500 132 584 1.449 1.671 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1072 132 363 0 .901 1 .005 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2150 110 559 1 .387 1 . 599 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3616 246 1 294 3 . 21 1 3 . 582 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4730 321 1360 3.374 3.890 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7230 694 1684 4. 178 4. 817 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8925 498 2024 5.022 5.416 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8190 595 1889 4.687 ` 5.404 Ар ril . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‚ 5610 498 1733 4 . 300 4 . 798 Мау . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6525 498 2642 6.059 6. 986 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1998 90 388 0 .964 1 ‚075 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2460 47 391 0.970 1 . 118 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 246 18 84 0.209 0. 241 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 36 7 17 0.042 0.047 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 7 7 0.017 0.020 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 7 18 0.044 0 .049 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 183 26 84 0.208 0.240 The уеаг . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ 8925 7 913 2.235 30.211 298 TYGART VALLEY RIVER АТ BELINGTON. ' Estimated Monthly Discharge of Tygart Valley River at Belington, W. Vag-(Continued.) Discharge in second-feet V Run-off Month Second­feet D th ‘ 1 Maximum Minimum ` Mean ‹ per square iîllèheêl mile 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2540 156 557 1 . 383 1 . 595 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2872 363 1177 2.921 3.042 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3230 407 1152 2.858 3.295 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5390 407 1661 4 . 121 4 . 598 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1565 183 557 1.382 1.593 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2960 110 755 1.874 2.091 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3518 47 217 0.538 0.620 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2074 26 285 0.707 0.815 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1703 59 244 0.605 0.675 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5720 36 559 1 .387 1.599 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2960 132 492 1 .220 1 .361 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1310 183 507 1 258 1. 450 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5720 26 680 1 .688 22. 734 1910 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7110 407 2124 5 . 271 6 .07 7 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6180 498 2239 5.556 5.786 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1372 183 437 1 .084 1.250 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2226 183 558 1 .384 1. 544 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3714 246 681 1 .689 1.947 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10485 282 2448 6 .074 6 . 776 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1435 110 . 403 1.000 1 .153 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 183 18 69 0.171 0.197 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321 36 113 0.280 0.312 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 132 26 63 0. 156‘ 0 . 180 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 137 2 47 148 0 . 367 0 . 409 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3230 183 748 1 .856 2 . 140 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10485 18 836 2.074 27. 951 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11190 452 2826 6 . 995 8 . 064 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2304 321 889 ’ 2.200 2.291 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3230 546 1434 3 . 549 4. 092 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5610 546 1774 4 .391 4. 899 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 498 90 320 0.792 0.913 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1633 59 353 0.874 0.975 July . . . . . . . . . . . . . . . . . . . . . . . .‚ . . . . . . . . . . . . . . . . . . 595 36 139 0.344 0.397 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57 20 26 260 0.643 0.741 WEST FORK RIVER AT ENTERPRISE, W. VA. This station, situated ­on :the steel highway bridge at Enterprise, Harrison Co., W. V a., 12 miles above the mouth, Was~ established June 2, 1907, by A. Н. Horton, for the U. S. Geological Survey. ‚ _ . А standard chain ga.-ge, measuring 36.21 feet from marker to bottom of weight, is installed at this station. 9 The northeast corner of the left abutment, downstream side of bridge, is 33.70 feet above the zero of the gage. scratch on the West side of the third vertical member, dovvn­stream side of bridge, about 0.44 foot above top of handrail, is 39.80 feet above the zero of the gage. Measurements are taken from the downstream side oi the bridge at ordinary stages, and at low stages, by wading at a point 200 feet above the station. The bed of the stream is rocky and permanent. Both banks are high and not sub- ject to overñow. There is a range of 32 feet between extreme high and extreme low water. The gage is re-ad daily by C. M. Tetrick. The drainage area above the station is 744 square miles. STREAM­FLOW. ' 299 Discharge Measurements of West Fork Riz/er at Enterprise, W. Va, Date Hydrographer Width âäâïigä Vläâîäy Iìîëñt . Clllgîge 1907 Feet Sq. ft. Ката?“ Feet |Bec.-ft. June 2 А. Н. Horton . . . . . . . . . . . . . . . . . . . . . . . . . .. 171 825 2,73 4.94 2260 June 8 do . . . . . . . . . . . . . . . . . . . . . . . . . . . 156 558 1 .82 3.44 1010 Aug. 10 do . . . . . . . . . . . . . . . . . . . . . . . . . . . 161 718 2,23 4.20 1600 Sept . 13 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 157 500 1. 23 3 .04 617 ’ 1909 May 18 do . . . . . . . . . . . . . . . . . . . . . . . . . . . 153 292 0.44 1 .68 128 Dec . 6 G . L. Parker . . . . . . . . . . . . . . . . . . . . . . . . . . . 151 240 0. 25 1 .40 60 1910 Feb . 18 C . T . Bailey . . . . . . . . . . . . . . . . . . . . . . . . . . . . 168 1060 3 . 63 6 .35 3850 Feb . 19 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 164 808 2.77 4.90 2240 Feb. 19 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 164 794 2.51 4.83 1990 Feb. 22 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205 1360 4.21 7.92 5720 Feb. 22 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 207 1570 4.57 8’. 90 7170 Aug. 17 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67 48 0.23 0.65 11 Oct. 8a do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52 37 0.66 0.80 24 Oct. 10a' H. P. Drake. . . . . . . . . . . . . . . . . . . . . . . . . . . . 43 26 0.66 0.78 17 1911 _ Jan. 15 C. T Bailey . . . . . . . . . . . . . . . . . . . . . . . . . . . . 207 1360 3.62 7.67 4920 Jan. 18 do . . . . . . . . . . . . . . . . . . . . . . . . . . . . 158 647 2.04 3.91 1320 Feb. 2 do . . . . . . . . . . . . . . . . . . . . . . . . . . .. 160’ ’ 713 2.45 4.52 1750 a. Wading measurement. Rating ’ Table for West Fork River at Enterprise, W. Va. I Gage Die- } Gage Die- Gage Die- Gage Die- 1 Gage Dis- Height charge Height charge Height charge Height charge Height charge Feet Sec.-ft. Feet Sec.-ft. Feet Sec.-ft. Feet Se0.­ft. Feet Sec.­ft. 0.00 0 2.50 395 5.00 2180 7.50 4740 10.00 7670 . 10 1 . 60 442 . 10 2270 . 60 4850 . 10 7792 .20 2 .70 491 .20 2362 .70 4960 .20 7914 .30 4 .80 542 .30 2456 .80 5070 .30 8036 .40 7 .90 595 .40 2552 .90 5180 40 8158 . 50 10 3 . 00 650 . 50 2650 8 . 00 5290 . 50 8280 . 60 14 . 10 7 08 . 60 _ 2750 . 10 5400 . 60 8404 .70 18 .20 769 .70 2850 .20 5510 .70 8528 . 80 23 . 30 832 . 80 2950 . 30 5625 . 80 8652 . 90 28 . 40 897 . 90 3050 . 40 5740 . 90 8776 1. 00 34 . 50 965 6 . 00 3150 . 50 5855 11 . 00 8900 . 10 41 . 60 1035 . 10 3252 . 60 5970 . 10 9025 .20 49 .70 1107 .20 3356 . 70 6085 .20 9150 . 30 59 . 80 1 181 . 30 3460 . 80 6200 . 30 9275 . 40 71 . 90 1257 . 40 3564 . 90 6320 . 40 9400 . 50 8-6 4 . 00 1335 . 50 3670 9 . 00 6460 . 50 9525 . 60 104 . 10 1415 . 60 3776 . 10 6580 . 60 9650 . 70 125 . 20 1497 . 70 3882 . 20 6700 . 70 9775 . 80 148 . 30 1580 . 80 3988 . 30 6820 . 80 9900 .90 17 4 .40 1664 .90 4094 .40 6940 .90 10025 2 . 00 203 . 50 1748 7 . 00 4200 . 50 7060 1 2 . 00 10150 . 10 235 . 60 1833 . 10 4308 . 60 7182 13 . 00 11450 .20 270 .70 1919 .20 4416 .70 7304 14.00 12750 . 30 309 . 80 2005 . 30 4524 . 80 7426 15 . 00 14100 .40 351 .90 2092 .40 4632 . 90 7548 . . . . . . . Note. Above table is furnished by U. S. Geological Survey. Itis based on 17 measurements taken 1 907-191]. . Т11е table is well defined between gage heights 0 and 9.0. 300 WEST FORK RIVER AT ENTERPRISE. Daily Gage Heights and Discharges of West Fork River at Enterprise, И’. V a., for 1907. June July August September October November December >» ed Q Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. cha1­ge Ht, charge Ht, charge Feet Sfetc.- Feet Sec.- Feet See.- Feet 800,- Feet 8195,- Feet ‚885,- Fee: 8&0.- 1 . . . . . . . . 1.60 104 2.10 235 2.00 203 2,00 203 3,60 1035 2,60 44:?. 2 4 . 90 2092 З .00 650 2 .00 203 1 . 90 174 2 ,00 203 8 , 40 5740 2 , 40 351 3 4. 80 2005 3 .90 1257 2 .00 203 1 . 80 148 2 , 10 235 6 ,301 3460 2 , 30 309 4 3 . 80 1181 3 .60 1035 1.90 174 2. 70 491 2 ,20 270 5 ,50 2650 2 .20 270 5 3.20 769 3.10 708 1.90 174 2.50 395 4,70 1919 5,00 2180. 2,10 235 6 3.60 1025 2.00 203 1 .90 174 2.30 309 4.00 1335 4.60 1833 2.00 203 7 3. 50 965 3 .50 965 2 .30 309 2-00 203 3.50 965 4.20 1497 2 .00 1 203 8 3.20 769 3.50 965 2-20 270 1 -90 174 4.30 1580 4.00 1335 1 .90 174 9 4. 80 2005 8 .40 5740 2 . 00 203 1 . 80 148 3 , 60 1035 3,70 1107 2 , 10 235 10 4.50 1748 5.00 2180 4.20 1497 1.70 125 3,20 769 3,50 965 2,60 442 11 3 . 30 832 9.60 7182 3 .60 1035 4 . 50 1748 3 ,00 650 3 , 10 708 9 . 70 7304 12 2. 90 595 7 . 50 4740 2 .90 595 6 . 50 3670 2 . 80 542 2, 80 542 7 . 50 4740 13 5 . 10 2270 4.80 2005 2 .50 395 4 . 50 1748 2,60 442 2, 40 351 6 ,00 3150 14 9.40 6940 3.20 769 2 .10 235 3.00 650 2,30 309 2,30 309 8 .50 5855 1 5 6 . 40 3564 3 .00 650 2 .00 203 2 . 80 542 2 . 10 235 2 . 20 270 9 . 00 6460 16 4. 50 1748 2.90 595 2 .00 203 2 . 50 395 2 , 10 235 2 . 20 270 7 .00 4200 17 3 . 50 965 2. 50 395 1.90 174 2. 10 235 2 .00 203 2 . 10 235 6 . 30 3460 18 2.90 595 9.50 7060 1.80 148 2.00 203 1 .90 174 2.40 351 5.10 2270 19 2 .60 442 8.50 5855 2 .00 203 3 .00 650 1 .90 174 3 . 60 1035 4 .00 1335 20 2.40 351 4.90 2092 2.30 309 3.10 708 1.80 148 3.50 965 3 .80 1181 21 2 . 30 309 4 . 20 1497 2 . 10 235 2 . 60 442 1 .80 148 3 . 30 832 3 . 50 965 22 2 . 20 270 3 . 10 708 2 .00 203 2 .40 351 1 .70 125 3 .00 ‚ 650 3 .00 650 23 2 . 00 203 4 . 60‘ 1833 3 . 00 650 2 .20 270 1 . 60 104 2 . 80 542 2 . 80 542 24 1 .80 148 3.80 1181 8 .20 5510 2.10 235 1 .50 86 10.50 8280 4.80 2005 25 1 . 60 104 3 .50 965 6 . 80 3988 2 .00 203 1 . 40 71 8 . 50 5855 4 .00 1335 26 1.70 125 3.80 1181 5.60 2750 2.00 203 1 .40 71 5.40 2552 3 .80 1181 27 1 .70 125 3.10 708 4.20 1497 2.00 203 1 .50 86 4.50 1748 3 .50 965 28 1.70 125 2.70 491 3.50 965 1 .80 148 3.60 1035 3.20 769 3.10 708 29 1 . 80 148 2 .30 309 2 . 60 442 1 . 90 174 5 .40 2552 3 . 00 650 2 . 90 595 30 1.60 104 2.20 270 2.40 351 2.00 203 4.50 1748 2.70 491 3.00 650 31 2.00 203 2.10' 235 3.30 832 2.60 442 Note. No record for January 1 to June 1, inclusive. 10€ Daily Gage Heights and Discharges of West Fork River at Enterprise, W. Va., for 1908. January February March April May June July August September October November December И ‚ es д Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. Charge Ht. charge Ht. charge Ht. charge Ht. charge' Ht. charge Ht. charge Ht, charge Ht. charge Ht. charge Ifnet Sec.- Feet Sec.- Feet See.- ` Sec.- Feet See.- Feet Feet Seo.- Feet 890,- Feet 860,. Feet ,866-,_ Feet 860,- Feet 860,- Feet та- ft. ft. ft- 1 ft- ft- ft- ft. ft. ft. ft. ft. ft. 12.40 351 3.80 1181 9.00 0400 8-7 0085 2-00 203 2-40 351 1.00 104 1.90 174 1.00 34 0.80 28 0.80 28 0.80 23 2 2.30 309 3.60 1035 14.00 12750 10.40 8158 3.00 650 2.20 270 1,40 71 1,80 148 0,90 28 0,70 18 0,80 23 0,80 23 3 2.20 270 3.40 897 8.00 5290 8-00 5290 2.00 442 2-00 203 1.30 592.50 395 0.80 23 0.80 23 0.80 23 0.80 23 4 2.00 203 3.30 332 0.50 3070 0.40 3504 500 2180 1-00 174 1.20 49 2.00 208 0.70 18 0.80 23 0.80 23 0.80 23 5 3.00 650 15.00 14100 5.00 2180 4.40 1664 16.40 16010 1.80 148 1,10 41 1,00 104 0,80 23 0,80 23 0,80 23 0.80 23 6 2.80 542 7.70 4960 6.00 3150 3.50 965 11.40 9400 1.70 125 1,10 41 2,00 442 0,80 23 0,90 28 0,80 23 0,80 23 7 2.70 491 5.50 2650 5.40 2552 8.40 897 10-50 8280 1-60 104 1.10 41 2.10 235 0.80 23 0.80 23 0.80 23 0.80 23 8 2.60 442 4.60 1833 5.00 2180 3.20 769 8.20 5510 1.50 86 1.80 148 2.00 203 0.80 23 0.80 23 0.80 23 0.80 23 9 4.20 1497 4.20 1497 13.50 12100 6.80 3988 10.00 7670 1.50 86 1,00 104 1,90 174 0,70 18 0,80 23 0,80 23 1,30 59 10 4.00 1335 4.00 1335 9.60 7182 6.30 3460 9.50 7060 1.40 71 1,40 71 1,80 148 0,00 14 0,70 18 0.80 23 1.10 41 11 4.20 1497 3.70 1107 6.30 3460 6.50 3670 7.10 4308 1.30 59 1,30 59 1,00 104 0,90 28 0,80 23 0.80 23 1.00 34 12 4.60 1833 3.30 832 4.70 1919 5.50 2650 5.20 2362 1.20 49 1.20 49 1.40 71 0.80 23 0.80 23 0.80 23 1.00 34 13 9.90 7548 3.10 708 4.10 1415 4.50 1748 4.00 1335 1.00 34 1,10 41 1,30 59 0,70 18 0,80 23 0,80 23 1.10 41 14 7.60 4850 3.00 650 3.70 1107 4.00 1335 3.20 769 1.00 34 1.60 104 1.30 59 0.60 14 0.80 23 0.80 23 1.00 34 15 5.20 2362 8.30 5625 3.50 965 3.70 1107 3.10 708- 3.10 708 1.40 71 1.20 49 0.70 18 0.80 23 0.80 23 1.20 49 16 4.80 2005 8.00 5290 3.30 832 3.30 832 2.-80 542 2.60 442 1.50 86 1.10 41 0.70 18 0.80 23 0.80 23 1.10 41 17 4.50 1748 6.40 3564, 3.10 708 3.20 769 3.20 769 2.20 270 1.30 59 1.30 59 0.90 28 0.80 23 0.80 23 1.00 34 18 4.10 1415 4.30 1580 3.00 650 3.20 769 3.80 1181 2.00 203 2.80 542 1.10 41 0.90 28 0.80 23 0.80 23 0.90 28 19 3.80 1181 4.00 1335 11.80 9900 3.00 650 5.30 2456 1.90 174 2.00 203 1.00 34 0.90 28 0.80 23 0.80 23 1.20 49 20 3,40 897 0,10 3252 7,00 4850 2.90 595 5.10 2270 1.70 125 2.90 595 1.00 34 0.80 23 0.80 23 0.80 23 1.10 41 21 3.10 708 5.00 I*2180 5.10 2270 3.10 708 10.60 8404 1.50 . 86 2.20 270 0.90 28 0.80 23 0.80 23 0.80 23 1.10 41 22 3.00 650 4.50 1748 4.50 1748 2.70 491 5.60 2750 1.40 71 2.00 203 1.00 34 0.90 28 0.80 23 0.80 23 1.20 49 23 2.90 595 4.00 1335 3.90 1257 2.50 395 4.70 1919 1.30 59 1.80 148 1.10 41 0.80 23 0.90 28 0.80 23 1.10 41 24 2.80 542 3.80 1181 3.40 897 2.40 351 4.00 1335 1.20 49 1.50 86 1.00 34 0.70 18 0.90 28 0.80 23 1.10 41 25 2.80 542 3;60 1035 3.10 708 2.30 ` 309 3.70 1107 1.30 59 1.40 71 0.90 28 0.60 14 0.90 28 0.80 23 1.00 34- 26 3.50 965 5.70 2850 3.40 897 2.20 270 3.60 1035 1.20 49 1.60 104 0.90 28 0.80 23 0.90 28 0.80 23 1.00 34 27 6.70 3882 5.20 2362 3.20 769 2.20 270 3.50 965 1.10 41 2.50 395 0.80 23 0.90 28 0.90 28 0.80 28 1.60 104 28 5.00 2180 4.80 2005 3.00 650 2.10 235 3.00 650 1.10 41 2.30 309 0.80 23 0.80 23 0-90 28 0-80 23 1-30 59 29 4.60 1833 4.50 1748 6.50 3670 2.00 203 2.80 542 1.90 174 2.10 235 0.80 23 0.70 18 0-80 23 0-80 23 1-20 49 30 4.20 1497 7.00 4200 1.90 174 2.50 395 1.70 125 2.00 203 0.80 23 0.80 23 0.80 23 0.80 23 1.10 41 31 4.00 1335 7.00 4200 2.30 309 2.00 203 0.70 18 .. 0-80 23 .. 1.00 34 208 Day l\‘Jl\D[\'Jl\'J[\‘Jl\'Jt\'Jr­‘»­-­H­‘i­­‘»­|»­«r­-H-‘|­­«»­¢ G>Ul|­P~Ca~'Jl\‘.)b­'O<.QCß`ICäCJlhlÄC»3l\')r­“OCDfL`IGä§'.«r»$>~CJ$NJ"­‘ Cfâ"~.«&l`Ol\’J[\'J r­‘C;1CCIJ~`I January Gag Ht. _Feet .30 .10 .60 .80 .80 .90 .80 .70 .70 .60 .50 .30 .80 .70 .50 .40 .80 .40 .10 .30 .80 .70 .40 .30 .90 40 .00 .80 .80 .30 C«J¢»Ol\U[\DC».’)Ca0C.\0làl\')[\'JN>CJ3|»§CJ»­ßC5œi­­‘1­­­'N>i­lP-I+-I»­­«b­-I-­­‘»­lr­­H­­‘v-‘v­‘ Ф Ф Dis- Charge See.- f 1‘. 59 41 104 148 148 174 148 125 125 104 86 309 148 125 5855 3564 2005 3564 1415 832 542 491 351 1580 1257 897 650 542 542 832 650 February Gage Dis~ IIL. charge Feet Sec.- ft. 2.90 595 2.80 542 2.60 442 4.80 2005 4 . 40 1664 4.00 1335 3.90 1257 3.80 1181 4.30 1580 8.30 5625 6.80 3988 5.20 2362 4.80 2005 4.30 1580 3.90 1257 10.90 8776 8.30 5625 3.80 1181 4. 30 1580 4 . 80 2005 3.80 1181 5.00 2180 4.30 1580 10.00 7670 7.90 5180 5.90 3050 4.80 2005 5.30 2456 Daily Gage Heights and Discharges of West For/e Riz/er at Enterprise W. Va., for 1909. híareh Gage Ht. O3CaD»$A[\D[\'JOOC»30003)4>l0CůC0kP~ì­P~L\')l\'>O30¢Q0hßOâO305 Jìis- charge See.- fh 2005 1664 965 1035 3356 1497 1335 1181 1107 965 1664 1181 1035 897 595 442 1580 1335 1107 769 595 1664 1181 965 769 650 595 542 1580 1257 1035 April May Gage Dis- Gage Dis- Ht. chalge Ht. charge Feet Sec.- Feet See.- ft fù 3.80 1181 8.90 6320 3.40 897 7.00 4200 3 . 00 650 5 . 20 2362 3.30 832 4.50 1748 3.80 1181 3.80 1181 3.40 897 3.20 769 3.00 650 2.80 542 2 . 70 491 2. 50 395 2 . 50 395 2 . 30 309 2.30 309 2.20 270 2.20 270 2.10 235 2 . 10 235 2 .00 203 2 . 10 235 1. 90 174 6.70 3882 1.90 174 5.60 2750 1.70 125 4.40 1664 1.70 125 3.30 832 1.70 125 3 . 00 650 1. 60 104 2.80 542 1.50 86 3.30 832 1.50 86 9.40 6940 1.90 174 10.30 8036 2.60 442 9 .30 6820 2 .20 270 7 . 10 4308 2 . 00 203 5.40 2552 1.80 148 4.60 1833 1.70 125 4 .00 1335 2 .00 203 3 . 50 965 2. 50 395 3.00 650 2.30 309 2.80 542 2.20 270 ... ... 2.10 235 June July Gage Dis- Gage Dis- Ht. charge Ht. `charge .Feet See; Feet Neef ft. ft. 1.90 174 2.60 442 1. 80 148 2 .30 309 1 . 80 148 1 . 90 174 1.80 148 1.30 59 2.40 351 1.50 86 2.30 309 1.50 86 2 . 50 395 1 . 40 71 2 . 40 351 1 . 30 59 9.10 6580 1.20 49 4.80 2005 1.10 41 5.30 2456 1.10 41 4. 80 2005 1 .00 34 4 . 50 1748 1 . 50 86 3.30 832 1.70 125 4.30 1580 1.80 148 3 . 50 965 2 . 00 203 2 .80 542 1 . 90 174 7.10 4308 1.70 125 6.60 3776 1.80 148 5.50 2650 1.70 125 3.00 650 1.50 86 2.60 442 1.40 71 2 . 70 491 1 .30 59 2.60 442 1.20 49 2.60 442 1.50 86 2.50 395 1.70 125 4.20 1497 1.60 104 9 .30 6820 1 .50 86 4.40 1664 1 . 40 71 3.30 832 1.60 104 ... ... 1.70 125 August September October Gee àïgîge Gee c%?;îgc. Gef 05;?-.«,»e Feet Sec.- Feet Sec.- Feet Sec.- fc. ft. ft- 1.60 104 1.30 59 1.20 49 1.50 86 1.20 49 1.20 49 1.40 71 1.20 49 1.10 41 1.30 59 1.20 49 1.00 34 1.20 49 1.20 49 1.00 34 1.40 71 1.10 41 0.90 28 1.30 59 1.10 41 0.90 28 1.20 49 1.10 41 1.00 34 1.10 41 1.10 41 0.90 28 1.00 34 1.90 174 0.90 28 0.90 28 4.30 1580 0.90 28 0.80 23 3.20 769 0.90 28 0.80 23 2.20 270 1.20 49 0.80 23 1.80 148 1.50 86 1.20 49 1.60 104 1.40 71 2.00 203 1.50 86 1.40 71 2.50 395 1.40 71 1.40 71 2.00 203 1.30 59 1.50 86 1.90 174 1.20 49 1.40 71 1.70 125 1.20 49 1.40 71 3.40 897 1.20 49 1.40 71 2.70 491 1.10 41 1.40 71 2.30 309 1.10 41 1.60 104 1.80 148 1.10 41 7.20 4416 1.60 104 1.50 86 6.40 3564 1.40 71 1.20 49 3.80 1181 1.30 59 1.10 41 2.80 542 1.20 49 1.40 71 2.30 309 1.10 41 1.20 49 2.20 270 1.30 59 1.30 59 1.80 148 1.30 59 ... . 1.80 148 к ———’————————` ——‘—’— ц November Gage Dis- Ht. charge Feet Sec.- ft. 1.60 104 1.50 86 1.50 86 1.50 86 1.60 104 1.50 86 1.50 86 1.40 71 1.40 71 1.50 86 4.30 1580 3.30 832 2.50 395 2.50 395 2.00 203 1.90 174 1.80 148 1.70 125 1.60 104 1.60 104 1.50 86 1.50 86 1.50 86 1.50 86 1.60 104 1.80 148 1.70 125 1.60 104 1.60 104 1. 104 I)ecennber Gage Ht. Feet .50 .50 .50 .50 .50 .40 .50 .60 .70 00 .80 .40 .60 .50 .10 .90 .80 .70 .60 .50 .50 .40 .40 .40 .40 .40 .30 .30 .30 .30 ЮЮЮЮЮЮЮЮЮЮЮЮЮЮЮЮСФСЮЪОЭНЮЬ-‘ННЬ-‘Ь-‘ь-‘Нг-ц-ы QQ Ф Dis- charge Sec.~ ft 86 86 86 80 86 71 86 104 125 203 148 3564 1833 965 708 595 542 491 442 395 395 351 351 351 351 351 309 309 309 309 309 808 Day Èowwwto 1-' )-4 ßœœHO5œ:;5ß55:SœœQmm»œwH mœwwwww 1»­­«ocooo­~1c:U1 Daily Gage Heights and Discharges of West January Februaly March April May Gage Dis- Gag Dis- Gage Dis- Gag Dis- Gag Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Seo.- Feet See.- Feet See.- Feet See.- Feet geo, ft- ft- » Í - ft. ‚. ... .... 3.80 1181 4.90 2092 1.50 85 1_9@ 174 .... .... 3.30 832 4.50 1748 1,50 86 1,80 148 9.40 6820 4.00 1335 4.10 1415 1,50 80 1,70 125 8.80 6200 5.50 2650 3.70 1107 1,60 104 1,00 104 5.20 2362 5.40 2552 3.20 `769 1,70 125 1,60 104 5.00 2180 5.00 2180 3.00 650 1.60 104 1.50 86 11.80 9900 3.70 1107 2.80 542 1.60> 104 1.50 86 7.20 4416 3.70 1107 2.60 442 1.60 104 1.50» 86 5.00 2180 3.10 708 2.40 351 1.60 104 1.60 104 3.60 1035 3.60 1035 2.30 309V 1.50 86 1.50 86 4.20 1497 4.30 1580 2.20 270 1.40 71 2.40 351 3.70 1107 5.00 2180 2.20 270 1.40 71 2.80 542 3.00 650 5.40 2552 2.10 235 1.40 71 7.50 4740 9.70 7304 5.80 2950 2.00 203 1.40 71 3.80 1181 8.00 5290 5.70 2850 2.00 203 1.40 71 3.00 650 6.10 3252 7.80 5070 1.90 174 1.40 71 2.40 351 4.10 1415 9.10 6580 1.90 174 1.40 71 2.30 309 9.60 7182 6.80 3988 1.90 174 1.50 86 2.80 542 13.60 12230 4.80 2005 1.80 148 1.50 86 2.40 351 6.90 4094 4.00 1335 1.80 148 1.50 86 2.30 309 6.70 3882 4.60 1833 1.70 125 1.50 86 2.20 270 10.40 8158 7.70' 4960 1.70 125 1.80 148‘ 2.10 235 6.40 3564 8.60 5970 1;70 125 2-10 235 2-40 351 4.60 1833 5.50 2650 1.70 125 2.00 203 2.20 270 4.00 1335 3.90 1257 1;70 125 1-80 148 2.10 235 4.00 1335 3.40 897 1.00 104 2.60 442 3.60 1035 8.20 5510 3.30 832 1.60 104 2-30 309 3-20 709 9.20 6700 3.20 769 1.60 104 2-20 270 2-90 595 5.00 3050 1.50 86 2-10 235 2-60 442 4,80 2005 1,50 86 2.00 203 2.40 351 4.00 1335 1.50 86 2-30 309 Fork River at Enterprise, W. Va., for 191 о. June July August September October November December IStage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Siete.- ‘ Feet Sec.- Feet See.- Feet Sjete.- Feet Sec.- Feet Siete.- ‘ Feet ` See.- 2.20 270 1. 50 86 1 .40 71 1 . 10 41 1 . 10 41 2. 00 203 3 . 30 832 2.30 309 1.50 86 1.20 49 1.00 34 1,0() 34 2,00 203 2.70 491 2.50 395 2.00 203 1.10 41 2.60 442 0,90. 23 1.80 148 2.30 309 2.40 351 3.50 965 1.10 41 2.40 351 0,90 28 1,70 125 2.30 309 2. 20 270 2 . 20 270 1 . 00 34 2 . 90 595 0 . 90 28 1. 60 104 2 . 20 270 6.00 3150 2.00 203 1.00 34 2.60 442 0,90 28 1,4() 71 2.80 542 6.00 3150 3.30 832 0.90 28 2. 80 542 0 .80 23 ‚1.30 59 2.70 491 4.60 1833 3.30 832 0.90 28 2.60 442 0.80 23 1.30’ 59 2.60 442 3. 50 965 3 . 20 769 0 . 80 23 2 . 20 270 0 , 80 23 1. 20 49 2 . 90 595 3.00 650 2.60 442 1.00 34 1.90 174 0,80 23 1,10 41 3.20 769 2 . 60 442 2 . 00 203 1 .00 34 1 . 80 148 0 . 80 23 1 . 30 59 2. 20 270 4.00 1335 2.20 270 0.90 28 2.60 442 0,80 23 1,7() 125 3.20 769 2.90 595 2.60 442 0.90 28 2.40 351 0.80 23 1.70 125 3.10 708 2.40- 351 4.00 1335 0.80 23 6.50 3670 0.80 23 1.70 125 3.00 650 2. 50 395 3 .30 832 0. 70 18 5 . 00 2180 0. 80 23 1. 70 125 2.80 542 2.60 442 2.60 442 0.70 18 3.70 1107 0.80 23 1.60 104 2.80 542 3.70 1107 2.20 270 0.70 18 2.50 395 0.80 23 1.60 104 2.70 491 3.00 650 2.10 235 0.70 18 2.20 270 0.80 23 1.50 86 2.60 442 5 .00 2180 2 . 00 203 0 . 80 23 2 . 00 203 0 . 80 23 1 . 50 86 3 . 00 650 4.00 1335 2.00 203 0.80 23 1.90 174 0.80’ 23 1.30 59 5.60 2750 3.90 1257 1.80 148 0.70 18 1.70 125 0.80 23 1.30 59 5.00 2180 2.70 491 1.60 104 0.70 18 1.50 86 1.00 34 1.20 49 4.00 1335 2.30 309 1.50 86 0.80 23 1.40 71 1.80 148 1.30 59 3.50 965 2.00 203 1.40 71 1.00 34 1.30 59 1.60 104 1.20 49 7.00 4200 1.70 125 1.30 59 1.00 34 1.20 49 1.50 86 1.70 125 8.00 5290 1.60 104 1.30 59 1.00 34 1.10 41 1.70 125 1.60 104 4.70 ‘1919 1.50 86 1.10 41 0.90 28 1.00 34 1.50 86 1.50 86 3.70 1107 1.60 104 1.00 ’ 34 0.90 28 1.00 34 1.50 86 1.90 174 3.20 769 1 . 50 86 1 .30 59 0 .80 23 1 .90 174 1 . 60 104 5 .80 2950 4 . 50 1748 1.50 86 1.30 59 0.70 18 1.50 86 1.50 86 4.70 1919 6.80 3988 .... ... 1.30 59 0.70 18 .... .. 1.40 71 .... ... 6.50 3670 304 WEST FORK RIVER АТ ENTERPRISE. Daily Gage Heights and Discharges of West Fork River at Enterprise, W. Va., for 1911. January February March April May June July August :>. G8 Q Gag Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis~ Gag Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge /feet Slee.- Feet Sjef.- Feet See.- Feet See.- Feet See.- Feet Sec.- Feet Sec.- Feet 8f'zec.­ 1 6 . 00 3150 5 . 20 2362 3 . 10 708 5 . 10 2270 2 . 50 395 1 . 30 59 1 . 60 . 104 0 .90 28 2 5 . 60 2750 4 .40 1664 2 . 90 595 4 .50 1748 2 .70 491 1. 30 59 1 . 60 104 0 .90 28 'З 5 .00 2180 3 .90 1257 2.70 491 4. 10 1415 2.50 395 1.20 49 1 .50 86 0.80 23 4 6 . 70 3882 5 . 30 2456 2 . 50 395 5 . 40 2552 2 . 40 351 1. 70 125 1 . 80 148 0 . 80 23 5 4 . 90 2092 4 . 80 2005 2 .40 351 10 . 50 8280 2. 20 270 1 . 60 104 1 . 70 125 0 .80 23 6 4 . 70 1919 4 .О0 1335 2 . 50 395 7 . 50 4740 2 . 10 235 1 . 50 86 1 . 60 104 0 . 90 28 7 3 . 30 832 4 . 10 1415 3 . 30 832 6 .30 3460 2 . 00 203 1. 30 59 1 . 50 86 1 .О0 34 8 3 . 00 650 4 .О0 1335 6 . 00 1035 5 . 70 2850 2 ‚00 203 1. 30 59 1 . 80 148 1 . 00 34 9 4.00 1335 3.80 1181 8.20 5510 7.50 4740 1.80 148 1.30 59 1 .70 125 1.00 34 10 3 .40 897 3 .80 1181 5 .60 2750 6.90 4094 1 .80 148 1.20 49 1.60 104- 0.90 28 11 3.20 769 3.40 897 4.40 1664 4.90 2092 1.80 148 1.20 49 1.40 71 0.90 28 12 3.00 650 3.10 708 3.70 1107 3.90 1257 1.70 125 1.40 71 1.30 59 0 80 23 13 9.80 7426 2.90 595 3.40 897 3.80 1181 1.70 125 1.30 59 1.20 49 0 80 23 14 12.70 11060 2 . 80 542 4 .50 1748 3 . 70 1107 1 .60 104 1.20 49 1 .20 49 0 80 23 15 7.60 4850 2 . 70 491 4 . 20 1497 9.10 6580 1 .60 104 1 . 10 41 1 . 10 41 0. 90 28 16 8 . 00 5290 2 . 50 395 3 . 90 1257 7 . 00 4200 1 . 50 86 1 .00 34 1 . 10 41 0 . 80 23 17 5 . 00 2180 2 . 30 309 3 . 30 832 4 . 60 1833 1 . 50 86 1 . 00 34 1 .О0 34 0 . 80 23 18 4.10 1415 2.30 309 3.10 708 4.10 1415 1.40 71 1 .20 49 1 .00 34 2.00 203 19 3.50 965 2.20 270 3.80 1181 4.30 1580 1.40 71 3.30 832 1.00 34 1.50 86 20 3 . 00 650 3 . 70 1107 4 . 60 1833 5 . 60 2750 1 .40 71 3 .00 650 1 .00 34 1 . 20 49 21 3.00 650 4.70 1919 5.00 2180 4.90 2092 1.40 71 2.40 351 0.90 28 1.10 41 22 7 . 00 4200 5 . 80 2950 3 . 90 1257 4 . 50 1748 1 . 70 125 2 . 20 270 0 . 90 28 1 . 10 41 23 5 . 90 3050 4. 40 1664 3 . 50 965 4. 10 1415 1. 60 104 1. 90 174 0 . 90 28 1 . 10 41 24 4 . 40 1664 3 . 90 1257 3 . 20 769 4. 50 1748 1 . 60 104 1 . 70 125 1 . 00 34 1 . 10 41 25 3 . 80 1181 3 . 50 965 2 . 80 542 4 . 00 1335 1 . 60 104 1 . 60 104 1 ‚00 34 1 . 20 49 26 4 . 20 1497 3 .90 1257 2 . 60 442 3 . 40 897 1 . 60 104 1 . 90 174 0 . 90 28 1 . 60 104 27 7 . 60 4850 3 . 80 1181 2 . 50 395 3 . 00 650 1 . 50 86 1. 80 148 0 . 80 23 1 . 80 148 28 8 . 30 5625 3 . 50 965 2 . 50 395 2 . 90 595 1 . 40 71 1 . 70 125 0 . 80 23 1 . 50 86 29 5.80 2950 . . . . . . . . 2.50 395 2.80 542 1.30 59 1 .80 148 0.80 23 1.90 174 30 17. 60 17610 2.40 351 2.70 491 1 .30 59 1.70 125 0.80 23 7. 70 4960 31 9.70 7304 5.70 2850 . . . . . . . 1.30 59 . . . . . . . 0.80 23 10.70 8528 Estimated Monthly Discharge of West Fork Ri?/er at Enterprise, W. Va. [Drainage area, 7 44 square mi1es.] Discharge in second-feet Run­of'r` Month cond-feet ­ Maximum Minimum Mean Sliaernîgllêare 1)iî1Iäl11e;n 1907 June 2-30 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6940 104 1059 1 .423 1 .544 .ÍÍu15T . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7182 104 1758 2.363 2 . 724 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5510 148 767 1 .026 1 . 184 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3670 125 512 0.688 0 .768 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2552 71 596 0.801 0.924 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8280 235 1640 0 . 220 0. 225 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7304 174 1707 2.294 2 .645 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7548 203 1489 2.001 2.307 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14100 650 I 2438 3.277 3.535 March . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12750 650 3374 4 .535 5 .228 April . . . . . . . . . . . . . . . . . . . . .V . . . . . . . . . . . . . . . . . . . . . 8158 174 1746 2.347 2.619 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16010 203 3017 4 . 054 4 . 674 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 708 41 149 0.200 0. 223 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 595 41 153 0 .206 0 . 237 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 442 18 99 0 . 133 0. 153 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‘. . . . . 34 14 22 0.029 0.032 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 18 24 0,032 О _ 037 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 23 23 0 .031 0 _ 035 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104 23 39 0 .055 0 . 063 The уеаг . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16010 14 1049 1 .408 19. 143 srREAM­FLow. 305 Estimated Monthly Discharge of И/ш Fork Rit/efr at Enterprise, W. Va.-(Continued.) Discharge in second-feet Run-off Month Second­feet ­ Maximum Minimum Mean pernslgliêare gn 1909 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5855 41 884 1 . 188 1 . 370 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8776 442 2567 3 .450 3. 593 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3356 442 1179 1 . 584 1 . 826 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8036 235 1778 › 2.389 2. 666 Мау . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... .. 6320 86 719 0.966 1.114 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6820 148 1505 2.023 2.258 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 442 34 › 114 0.153 0.176 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 897 23 134 0.180 0.207 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1580 41 143 0.192 0.214 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‹ . . . . . . . 4416 28 381 0.512 0.590 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1580 71 198 0. 266 О . 297 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3564 71 464 0 . 624 0 . 719 Т11е year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8776 23 839 1.127 14.930 . 1910 „ January 3-31 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12230 650 4063 5.461 5. 890 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6580 708 2319 3.117 3.246 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2092 86 407 0 . 547 0. 631 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 442 71 134 0.180 0. 201 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4740 86 493 0.663 0. 764 .11111е . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3150 86 767 1 .031 1 . 150 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1335 34 319 0.429 0.495 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71 18 ` 29 0.039 0.045 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3670 34 434 0.583 0.651 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 148 23 47 0.063 0.073 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2950 41 254 0 . 341 0 . 381 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3988 270 1291 1 .7 35 2.000 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12230 18 1182 1.183 15.527 1911 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17610 650 3404 4.038 4. 656 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2950 270 1213 1 .630 1 697 Магс11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5510 351 1115 1 .499 1 728 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8280 491 2388 3 . 209 3 . 580 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 491 59 154 0.207 0 239 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 832 34 144 0.193 `0.215 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 148 23 61 0 . 082 0.095 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8528 23 484 0 . 650 0. 749 ELK CREEK ABOVE CLARKSBURG, W. VA. This station, situated at the suspension foot bridge 300 feet above Turkey, and 3 miles above Clarksburg, Harrison Co., W. Va., was established October 11, 1910, Ьу Н. Р. Drake, for the Flood Commission of Pittsburgh. А staff gage is bolted to the downstream side of the right abutment of the bridge. rl`he elevation of the zero of the gage is 955.3 feet. '1`he elevation of the downstream cor- ner of the right abutment of the bridge, just above the gage, is 967.2. Measurements are made from the downstream side of the bridge at ordinary and high stages, and by wading at low stages. The channel is straight for about 500 feet above and 800 feet below the station. The bed of the stream at this point is rocky and permanent. The banks are high and do not overflow. The extreme range of gage heights is about 15 feet. The gage is read daily by Е. Н. Smith. The drainage area above the station is 107 square miles. A discharge measurement made at this station October 11, 1910, by H. P. Drake, gave a discharge of 8.7 seeond­feet at gage height 0.48 foot. `306 ELK CREEK АТ CLARKSBURG. Daily Gage Heights, in Feet, of Elk Creek at Clarksburg, I/V. Va. 1910 1911 :>. 3 I ' 1 Oct. 1 Nov I Dec. Jan. Feb. March April May June July August 1 Sept. Oct. Nov. Dec к 1 ..-..- 0.50 1.30 1.80 1.90 1.20 1.90 1.00 0.50 0.40 0.00 2.30 1.20 0.80 1.30 2 ---- 0.60 1.10 2.20 1.80 1.20 1.80 1.30 0.50 0.40 0.00 1.50 3.70 0.80 1.20 3 _--- 0.60 1.00 2.50 1.60 1.10 1.70 1.10 0.50 0.30 0.00 1.10 3.70 0.70 1.10 4 ---- 0.60 0.90 2.40 1.60 1.00 2.80 0.90 0.40 0.30 0.10 1.00 2.00 0.70 1.10 5 ---_ 0.60 0.90 1.80 1.60 1.00 3.80 0.90 0.40 0.30 0.10 1.00 1.70 0.70 1.10 6 _...__ 0.60 1.00 1.80 1.50 1.10 2.60 0.80 0.40 0.20 0.10 1.00 1.30 0.70 1.00 7 ---_ 0.60 1.30 1.50 1.60 1.60 2.20 0.80 0.40 0.20 0.10 1.00 1.80 2.30 1.00 8 _...... 0.50 1.30 1.50 1.50 2.40 2.20 0.70 0.30 0.30 0.10 0.90 3.70 1.60 1.00 9 ---- 0.50 1.30 1.80 1.50 2.80 3.70 0.70 0.30 0.40 0.00 0.90 2.10 1.40 1.00 10 ---- 0.50 1.20 1.50 1.50 2.20 2.40 0.70 0.30 0.40 0.00 1.10 1.70 1.20 0.90 11 0.48 0.50 1.10 1.40 1.30 1.80 1.80 0.70 0.30 0.30 0.00 2.40 2.70 1.00 0.90 12 0.40 0.50 1.10 1.30 1.20 1.60 1.50 ' 0.60 0.30 0.30 -0.10 1.80 2.10 1.00 0.90 13 0.40 0.50 1.00 5.00 1.20 1.50 1.50 0.60 0.30 0.20 -0.10 1.50 1.70 1.50 0.90 14 0.40 0.50 0.90 3.70 1.10 1.80 1.40 0.60 0.60 0.20 -0.10 1.40 1.40 1.30 1.00 15 0.40 0.50 1.10 2.90 1.10 1.70 3.30 0.50 0.60 0.20 -0.10 5.00 1.70 1.30 1.90 16 0.40 0.50 1.00 2.70 1.00 1.50 2.10 0.50 0.60 0.10 ~­0.10 5.20 1.70 1.20 3.40 17 0.40 0.50 0.90 1.90 0.90 1.40 1.80 0.50 0.50 0.10 -0.10 3.00 1.60 1.10 2.40 18 0.40 0.50 0.90 1.60 1.00 1.40 1.50 0.50 1.70 0.10 -0.10 1.80 4.20 2.20 1.80 19 0.40 0.50 1.80 1.50 1.50 1.50 1.40 0.50 1.50 0.00 -0.10 1.40 2.40 2.00 1.40 20 0.40 0.50 1.90 1.40 1.90 2.50 2.00 0.40 1.10 0.00 »0.10 1.20 1.80 1.60 1.30 21 0.50 0.40 1.50 1.40 2.10 1.80 1.90 0.40 0.80 0.00 -О.2О 1.10 1.50 1.40 1.80 22 0.70 0.50 1.30 2.80 1.90 1.60 1.80 0.40 0.70 0.00 -0.20 5.30 1.30 1.20 1.70 23 0.70 0.50 1.10 2.30 1.70 1.50 2.40 0.30 0.60 0.00 -0.20 2.10 1.30 1.10 1.60 24 0.60 0.50 3.20 1.80 1.60 1.30 1.90 1.20 0.60 - 0.10 -0.20 1.50 1.20 1.30 1.50 25 0.50 0.50 2.10 1.40 1.60 1.20 1.60 0.90 0.50 0.10 —0‚10 1.20 1.20 1.90 1.80 26 0.50 0.60 1.60 1.90 1.50 1.10 1.50 0.70 0.50 0.10 0.00 1.00 1.10 1.70 1.70 27 0.50 0.60 1.30 2.50 1.40 1.10 1.40 0.60 0.40 0.10 0.00 0.90 1.00 1.50 3.80 28 0.50 1.40 1.20 2.90 1.30 1.10 1.20 0.50 0.60 0.10 0.00 1.70 1.00 1.40 2.40 29 0.50 2.70 1.40 2.20 --- 1.00 1.10 0.40 0.50 0.10 0.10 1.40 0.90 1.40 1.70 80 0.60 1.70 2.50 7.10 --- 1.80 1.10 0.40 0.40 0.00 3.00 1.30 0.90 1.40 1.60 31 0.60 ..-- 2.20 2.50 --- 2.10 ..-- 0.40 --- 0.00 3.90 _-.. 0.80 _..._ 2.50 OHIO RIVER. OHIO RIVER AT WHEELING, W. VA. The United States Weavther Bureau has made observations of the stage of the Chio River at Wheeling, W. Va., 90 miles belo-W Pittsburgh, since 1882. 111 1905 measurements of the How were begun by the United States Geological Survey. А large island Idivides the river at .this point into two channels. This island is al- most entirely overñowed during extreme floods. The right channel is straight above and below the station. The current is sluggish for gage heights from 6 to 8 feet. Be- low 5 feet the velocity is zero, owing to a low rock dam about 3,400 feet below the meas- uring section. In high and medium stages the dam is submerged. The right bank is high, clean, and does not overflow. The left bank overflows in extreme high water. The bed of the stream is rocky and sandy, and is permanent. The left channel is straight above and below the station. The. current is swift. The left bank is high, clean, and does not overflow. The right bank overflows in extreme high water. The bed of the stream is composed of gravel, and is permanent. Discharge measurements in the right channel are made from the downstream side of a steel trolley and highway bridge 50 feet above the water surface. Discharge measurements in the left channel are made from the downstream side of a steel trolley and highway bridge about Ioo feet above the water surface. The “Government” gage, from which contin-ulous records are furnished by the Unit- ed States Weather Bureau, consists of sandstone `-blocks set in the riprap of the left bank of the left channel about 150 feet below the Pennsylvania depot. One foot verti- STREAM-FLOW. 307 са1 equa_1s 5 feet on ­the incline. The extreme range of gage heights is about 53 feet. The bench mark for the Welather Bureau gage is the high-Water mark of February 7, 1884, cut in the stone bottom of the oge-e on top of the Water table on the south- west' corner of the custom-house, corner of Sixteenth and Market streets ; elevation 53.1 feet above Ithe zero ofthe gage. On June 1, 1905, the elevations of .the foot marks of this gage Were obtained, the 6.00 mark I'being assumed to be correct. Thus each foot mark in the Istone flagging gage is a bench mark. Elevations below 5.00 feet Were not determined. Other bench marks estab1is=h»ed Í-or »the gage are as follows: (1) The highest point on -the corner of the upstream side of the right abutment of the bridge over Ithe right channel, Vmarke-d by black paint; elevation 52.60 feet above zero of the gage; (2) the southeast corner of the southwest stone support of the crossing Watchman’s tower, about 100 feet beyond the West end of the bridge; elevation, 48.96 feet above zero of the gage.` The elevation of the zero of the gage is 610.29. The drainage area above the station is 23,800 square miles. Dam No. 13, б miles below Wheeling, backs Water about 7 feet above low Water at the station. This дат was begun March 1, 1906, and Was ñrst raised October 1, 1909. Discharge Measurements of Ohio River at Wheeling, W. Va. Date HYd1`0gI`3­Ph€I` „ Width âêâîigrfi 173186115’ НСЁЁЁЁЁ eliillfee f Í Feet sq. fr. Felä” Feet see.-ft. 1832 ......................................... .. 8.50 36260 oct.19 gg-13b‘ U. s. Engineers ........................ ..| e642 e3472 @0.88 1.10 3050 Mar. 14} E. C. Murphy . . . . . . . . . . . . . . . . . . . . . . . . . . 1362 19920 4.10 14.35 81740 Маг. 14 1 60 .......................... .. 1352 19300 4.01 13.94 77440 Маг. 15| 60 .......................... ..j 1326 17410 3.80 12.37 66230 Mer. 17i 60 ................. ....... .1 1285 15040 3.45 10.43 51850 Mer. 20 60 .......................... .. 1457 38390 5.89 23.20 229200 Mer. 20 60 .......................... .. 1461 42750 6.13 30.80 261900 Mar. 21 60 .......................... . . 1489 54780 6.23 38.90 341100 Маг. 21 60 .......................... . . 1489 57360 6.13 40.70 354400 Маг. 22 ¿ 60 .......................... .. 1486 59580 6.07 42.05 361600 Mer. 22‘ 60 .......................... ..| 1436 60510 6.05 42.50 365700 Mer. 23 60 ........................... ‚э 1483 58830 5.73 41.60 336900 Mer. 23IN 60 ........................... ‚г 1486 56790 5.60 40.30 318100 Mer. 24 - 60 .......................... „1 1482 49250 5.20 35.20 255800 Mer. 24E 60 ........................... .. 1482 45550 4.99 32.70 227300 Mer. 25 60 .......................... .. 1457 37560 4.95 27.20 136100 Mer. 25 60 ........................... .‘ 1457 35050 4.30 25.50 168100 Mar. 27 . 60 .......................... .. 1452 30830 4.83 22.44 149100 April 13! A H. Herten .......................... „L 1344 13700 3.65 13.06 63380 April 19 ‹ 60 .......................... .. 1259 11710 2.46 7.51 23760 Apml 21 = 60 .......................... .. 1266 11490 2.44 7.35 27990 June 1 ~ R. H. Beleter ........................... .‚ 1192 1.62 5.20 14640 Aug. 25, E 0 Mulphy .......................... ..j 1201 9799 1.84 5.78 18040 Aug. 28; 60 .......................... „Q 1231 12310 2.56 7.78 31500 Nevi906 1: 60 ........................... 1212 10270 1.93 6.20 19800 -May 22 ё U. s. Geological survey ................ .. 1220 9880 1.76 5.70 17400 I a. From Weather Bureau Report, made prior to 1893. b. Computed from 3 measurements at Davis Island dam, Ohio, made by U.S. Engineers in October, 1892. с. Left channel (Wheeling side) only. Rating table for Ohio River at Wheeling will be found on page 314. Pa., and 2 measurements at Marietta, 80€ Daily Gage Heights and Discharges of Ohio River at Wheeling, W. Va., for 1904. Day l\’J>­~£D£D00\IC>U1s\äD.?l\’Jb­‘OQDCID`TG>CJ1HäC»3l\Di'­“ 2 aCJDbâl\'>l\'}l\')lÜ[\D January February March April May June July August September October November December Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. lcharge Ht. charge Ht. charge Ht. charge Ht. charge Feet Seo.- Feet S1950.- Feet See.- Feet See.- Feet See.- Feet Feet See.- Feet See.- Feet Sjete.- Feet Feet sec.- Feet Siete.- 6.30 20600 9.50 4375015.60 9136014.70 84100 18.2011290010.30 49780 5.9018250 3.80 9570 3.40 834 3.60 ' 8940 3.90 9890 1.60 3940 6.00 18810 8.60 37000 26.30 186455 28.90 212290 17.1010-366013.90 77710 6.40 21230 3.90 9890 3.00 7200 3.50 8640 3.60 8940 1.60 3940 5.30 15190 8.10 33250 25.50 178705 33.90 264555 15.40 8974017.00102830 6.80 23850 3.70 9250 3.00 7200 3.10 7480 3.30 8050 1.60 3940 4.90 13500 7.50 28810 36.80 296380 28.60 209260 13.30 7297016.00 94600 6.40 21230 3.60 8940 2.90 6930 3.10 7480 2.90 6930 1.60 3940 5.50 16150 6.50 2187038.50 315505 22.00 146040 11.60 5972013.60 75340 6.2019990 3.90 9890 2.60 6150 3.10 7480 2.70 6400 1.60 3940 9.70 45250 6.10 19390 29.00 213300 16.60 99520 10.10 4826011.20 56640 6.90 24530 3.70 9250 2.80 6660 3.10 7480 2.70 6400 2.00 4760 12.20 64360 5.50 16150 22.70 152395 14.00 78500 9.30 42250 9.90 46750 8.00 32500 3.10 7480 2.50 5900 2.90 6930 2.60 6150 2.50 5900 12.70 68260 9.60 44500 28.40 207250 12.30 65140 8.10 3325010.00 4750011.60 59720 2.90 6930 2.40 5660 2.80 6660 2.50 5900 2.30 5430 12.30 65140 23.90 163500 36.30 29083011.40 58180 7.90 31760 9.30 4225014.20 80100 2.90 6930 2.80 6660 2.80 '6660 2.30 5430 2.00 4760 11.60 5972026.3018645529.3021636011.30 57410 7.30 27350 8.90 3925011.30 57410 2.70 6400 2.80 6660 2.80 6660 2.20 5200 1.50 3750 11.50 58950 20.60 133580 22.30 148755 11.90 62030 6.90 24530 8.50 3625010.90 54340 2.60 6150 2.50 5900 2.80 6660 2.20 5200 1.40 3570 11.30 5741016.40 9788018.3011375013.10 71390 6.60 22520 7.90 3176013.90 77710 2.20 5200 2.30 5430 2.70 6400 2.20 5200 2.30 5430 10.90 5434013.20 7218015.60 9136012.80 69040 6.20 19990 7.40 2808013.10 71390 2.20 5200 2.20 5200 2.70 6400 2.20 5200 1.90 4550 10.80 5358011.20 5664013.60 7534011.90 62030 5.90 18250 6.70 2318011.40 58180 2.20 5200 2.20 5200 2.60 6150 2.20 5200 2.50 5900 10.70 52820 9.70 4525011.90 6203011.20 56640 5.60 16650 5.90‘ 18250 9.90 46750 2.40 5660 2.50 5900 2.60 6150 2.10 4980 1.90 4550 10.20 49020 8.70 3775010.90 5434010.40 50540 5.90 18250 5.60 16650 9.10 40750 2.40 5660 2.20 5200 2.60 6150 2.20 5200 1.90 4550 10.10 48260 7.90 3176010.10 48260 9.80 46000 6.20 19990 5.20 14740 7.90 31760 2.30 5430 2.10 4980 3.60 8940 2.10 4980 2.00 4760 10.10 48260 5.70 17170 9.50 43750 9.30 42250 6.90 24530 5.50 16150 6.90 24530 2.40 5660 1.90 4550 3.70 9250 2.10 4980 1.40 3570 9.90 46750 6.00 18810 9.30 42250 9.30 42250 7.10 25920 5.20 14740 6.20 19990 1.60 3940 1.90 4550 3.50 8640 2.00 4760 1.60 3940 9.60 44500 5.00 13900 9.90 46750 9.00 40000 8.50 36250 4.90 13500 5.20 14740 2.90 6930 1.60 3940 3.10 7480 1.90 4550 1.50 3750 11.10 55870 4.00 1022010.90 54340 8.60 37000 14.90 85700 4.90 13500 4.7012710 2.50 5900 1.90 4550 2.90 6930 1.90 4550 1.40 3570 20.60133580 5.20 1474012.50 66700 7 .40 28080 14.40 81700 5.90 18250 4.90 13500 2.60 6150 1.80 4340 2.90 6930 1.90 4550 1.90 4550 34.20 267800 7.60 2954014.20 80100 7.80 31020 12.90 69820 6.30 20600 4.50 11960 2.70 6400 1.60 3940 2.60 6150 1.90 4550 1.90 4550 43.9037861011.80 6126017.90110360 7.30 27350 11.80 61260 6.00 18810 4.1010560 3.10 7480 1.50 3750 2.80 6660 1.80 4340 2.00 4760 41.00 344300 12.90 69820 24.60 170100 7.30 27350 10.90 54340 6.30 20600 4.20 10900 3.90 9890 1.40 3570 2.80 6660 1.80 4340 2.50 5900 31.50 239055 11.90 6203022.60151480 7.70 30280 11.30 57410 6.2019990 4.7012710 4.10 10560 1.40 3570 2.60 6150 1.70 4140 3.40 8340 22.50150570 9.80 46000 21.90 145140 8.60 37000 11.60 59720 5.60 16650 4.30 11250 5.10 14310 1.40 3570 4.20 10900 1.30 3390 11.30 57410 19.80126590 8.20 34000 24.20 166320 11.90 62030 12.40 65920 5.00 13900 3.90 9890 4.10 10560 1.30 3390 4.90 13500 1.50 3750 12.90 69820 13.00 70600 9.50 4375023.0015514017.80l09520 14.00 78500 5.90 18250 4.2010900 3.90 9890 1.30 3390 4.20 10900 1.50 3750 15.00 86500 10.80 53580 . . . . . . . . . .. 19.0011970019.20121420 12.30 65140 7.40 28080 3.90 9890 3.70 9250 2.10 4980 3.90 9890 1.80 4340 16.40 97880 10.00 47500 . . . . . . . . . ..15.60 91360 . . . . . . . . . .. 10.60 52060 . . . . . . . . . .. 3.60 8940 3.60 8940 3.90 9890 12.60 67480 60€ Daily Gage Heights and Discharges of Ohio River at Wheelirtg, W. Va., for 1905. January February March April May June July August September October November December ъ _ с‘ 1 д Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht- charge Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet See.- Feet Sec.- Feet See.- Feet See.- Feet Sec.- Feet Sec.- Feet Sec.- Feet Sec.- Feet Sec.- Feet See.- ft. jt. Í ft. ft. ft. ft. ft. jt. ft. ft. ft. ft. 1 10.60 52060 4.40 11600 17.7010868014.00 78500 8.80 38500 5.30 15190 6.60 22520 13.40 73760 4.90 13500 2.90 6930 6.5021870 22.00 146040 2 9.40 43000 4.40 11600 17.70 108680 12.40 65920 8.20 34000 5.00 13900 6.00 18810 11.40 58180 4.50 11960 2.80 6660 6.20 19990 20.90136220 3 8.80 38500 5.90 18250 16.70 10034510.90 54340 7.50 28810 5.60 16650 5.90 18250 8.90 39250 4.00 10220 2.80 6660 6.20 19990 19.30 122280 4 8.00 32500 6.80 23850 15.30 88930 9.80 46000 6.80 23850 6.60 22520 6.00 18810 7 .30 27350 3.70 9250 3.00 7200 6.60 22520 C27.10194290. 5 8.50 36250 7.60 29540 14.30 80900 8.90 39250 6.50 21870 5.90 18250 6.60 22520 6.10 19390 3.10 7480 3.30 8050 6.50 21870 30.60 229690 6 8.80 38500 7.60 29540 14.00 78500 8.20 34000 6.20 19990 5.30 15190 6.90 24530 5.60 16650 3.40 8340 4.00 10220 6.10 19390 23.90163500 7 7.5028810 6.90 24530 14.40 81700 7.60 29540 6.00 18810 5.00 13900 7.90 31760 5.20 14740 3.30 8050 4.60 12330 6.20 19990 17.50107000 ~8 6.80 23850 6.90 24530 13.40 73760 7.90 31760 7.00 25220 7.60 29540 8.80 38500 4.9013500 3.10 7480 3.90 9890 6.70 23180 13.70 76130 9 6.10 19390 6.90 24530 17.90110360 7.90 31760 6.90 24530 9.40 43000 9.50 43750 4.50 11960 2.90 6930 3.40 8340 7.90 31760 11.60 59720 10 6.00 18810 8.90 39250 25.70 180635 8.50 36250 6.90 24530 9.00 40000 9.90 46750 4.60 12330 2.90 6930 3.00 7200 8.60 37000 10.60 52060 11 6.00 18810 9.10 40750 27.70 200245 8.90 39250 7.00 25220 8.00 32500 8.40 35500 4.80 13100 2.80 6660 2.90 6930 8.70 37750 9.90 46750 12 5.90 18250 17.60107840 26.30 186455 11.60 59720 7.80 31020 8.30 34750 7.70 30280 4.60 12330 3.40 8340 2.90 6930 8.00 32500 9.30 42250 13 6.90 24530 14.70 84100 20.30 130950 13.10 71390 9.00 40000 8.30 34750 7.90 31760 4.70 12710 10.70 52820 3.10 7480 7.90 31760 8.30 34750 1417.30 105330 15.30 88930 14.90 85700 11.90 62030 13.50 74550 8.80 38500 8.30 34750 5.00 13900 10.30 49780 4.10 10560 7.30 27350 7.90 31760 1517.40 106165 15.30 88930 13.00 70600 10.60 52060 12.60 67480 7.90 31760 9.60 44500 6.10 19390 8.70 37750 5.90 18250 6.90 24530 7.30 27350 1613.70 76130 15.10 87310 11.30 57410 8.40 35500 14.20 80100 7.30 27350 9.90 46750 8.10 33250 7.10 25920 6.10 19390 6.60 22520 -6.90 24530 1711.30 57410 14.30 80900 10.50 51300 8.10 33250 14.40 81700 7.10 25920 8.60 37000 11.40 58180 6.20 19990 6.20 19990 6.60 22520 6.30 20600 18 9.30 42250 a13.00 70600 10.90 54340 7.90 31760 12.10 63580 7.90 31760 6.90 24530 11.30 57410 6.10 19390 5.70 17170 6.60 22520 6.00 18810 19 8.00 32500 а11.60 59720 14.90 85700 7.60 29540 10.50 51300 7.90 31760 6.90 24530 9.30 42250 6.00 18810 5.10 14310 6.40 21230 5.90 18250 20 7.30 27350 а‘10.30 49780 28.20 205240 7.30 27350 9.20 41500 9.50 43750 6.00 18810 7.90 31760 5.70 17170 6.80 23850 6.60 22520 5.90 18250 21 7.20 2-6630 i111.10 55870 39.70 329250 7.30 27350 8.40 35500 9.50 43750 6.10 19390 6.50 21870 5.70 17170 9.00 40000 6.40 21230 6.60 22520 22 7.20 26630 911.80 61260 b42.30 359585 8.90 39250 7.90 31760 10.90 54340 9.00 40000 5.70 17170 6.50 21870 15.90 93760 6.10 19390 8.60 37000 23 7.00 25220 8‘11.40 58180 41.80 353680 11.80 61260 7.00 25220 13.70 76130 8.00 32500 5.50 16150 5.90 18250 13.10 71390 5.90 18250 13.60 75340 24 6.60 22520 al11.00 55100 34.00 265630 14.30 80900 6.60 22520 16.30 97060 6.60 22520 5.20 14740 5.10 14310 10.50 51300 5.50 16150 15.90 93790 25 6.50 21870 а10.50 51300 26.20 185480 13.40 73760 6.00 18810 14.30 80900 5.90 18250 5.90 18250 4.70 12710 9.00 40000 5.10 14310 15.30 88930 26 6.00 18810 13.80 76920 23.2015698511.50 58950 5.90 18250 12.30 65140 6.80 23850 6.10 19390 4.20 10900 8.60 37000 5.00 13900 13.60 75340 27 5.20 14740 15.40 89740 22.60151480 9.90 46750 5.40 15660 11.00 55100 6.60 22520 7.10 25920 3.80 9570 8.10 33250 5.00 13900 11.30 57410 28 5.00 13900 16.60 99520 21.20138880 9.10 40750 4.90 13500 9.60 44500 5.00 13900 8.10 33250 3.40 8340 8.20 34000 5.00 13900 10.30 49780 29 3.90 9890 . . . . . . . . . .. 19.90 127460 9.40 43000 5.10 14310 9.00 40000 5.00 13900 6.90 24530 3.10 7480 8.50 36250 6.00 18810 9.30 42250 30‘ 3.10 7480 .. . . . . .. 17.90110360 9.70 45250 5.20 14740 7.90 31760 4.30 11250 5.70 17170 2-90 6930 7-90 31760 12-60 67480 9-60 44500 31 3.90 9890 . . . . . . . . . . . 15.90 93790 . . . . . . . . . . 5.60 16650 . . . . . . . . . . 5.80 17700 5.001 13900 - - - - - ­ - - - - 6-90 24530 ­ - - - ­ ~ - - - - 13~6Ü 75340 a. Frozen. Gage heights estimated. b. Max. 42.7 : 364330 seq.-ft. с. Мах. 31.6 : 240100 sec.«ft. 019 Day £DC1J`IG5U`|»¥>Q¢[€"­‘ 10 r-n_n--‘i-li- Oîrhcaâtûl-‘ 16 17 18 19 20 21 о‘) 23 24 25 26 27 28 29 30 31 Daily Gage I-Iez°ght.s' and Discharges of Ohio Riz/er at Wlzeelíug, W. 17 cz., for 1906. Gag Ht. F66/ 14.90 13.00 11.30 12.00 15.60 19.30 16.10 13.30 11.00 9.40 8.20 7.00 7.00 7.10 8.20 10.00 12.30 11.90 11.90 11.90 11.90 11.10 11.40 16.20 24.30 21.30 16.90 13.50 12.30 10.30 9.90 January Dis- charge See.- 85700 70600 57410 62800 91360 122280 95420 72970 55100 43000 34000 25220 25220 25920 34000 47500 65140 62030 62030 62030 62030 55870 58180 96240 167260 139770 102000 74550 65140 49780 46750 February Dis- Gage charge Ht. Fee! 8.60 8.30 7.80 б: CO Ф .30 . 60 . 40 . 10 .80 . 20 30 . 50 80 70 70 80 80 80 90 90 . 10 .30 . 60 .90 .00 . 60 .30 8 . 10 œœœœmmmßßßßßßàßmßßmmmmœ ...I0 ....O ­ Feet Gag Ht. .20 .80 .10 .50 .00 .90 .90 .90 .90 .60 .30 .00 .80 .70 .80 .80 .30 13.70 10.80 9.80 12.30 14.30 11.90 9.90 8.40 7.90 10.00 17.60 24.40 25.60 5`I*J`I°JœœœœCD©OœCDGDÓ5`I ....O March Dis- charge See.- ft. 26630 ’ 23850 19390 21870 32500 54340 54340 46750 39250 37000 34750 32500 31020 30280 31020 31020 72970 76130 53580 46000 65140 80900 62030 46750 35500 31760 47500 107840 168205 179670 23.90 163500 April May June July August September Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. Charge Ht. Charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet See.- Feet ASee.- Feet Sea.. Feet See.- Feet See.- ft. f- П. ft. ft. ‚. 26.60189380 8.90 39250 5.90 18250 4.90 13500 4.30 11250 4.70 12710 26.30186455 7.60 29540 5.70 17170 4.40 11600 4.00 10220 4.00 10220 21.80144240 7.50 28810 5.30 15190 4.00 10220 3.90 9890 3.90 9890 21.30139770 7.80 31020 5.3015190 3.40 8340 3.30 8050 3.90 9890 14.70 84100 8.10 33250 7.20 26630 3.90 9890 2.80 6660 3.90 9890 13.00 70600 9.00 40000 7.00 25220 3 .60 8940 3.40 8340 4.00 10220 13.90 77710 9.60 44500 6.40 21230 3.10 7480 3.10 7480 4.10 10560 15.70 92170 9.00 40000 6.60 22520 3.10 7480 3.50 8640 4.10 10560 14.10 79300 8.60 37000 16.40 97880 3.40 8340 6.30 20600 3.60 8940 13.50 74550 7.90 31760 12.00 62800 3.50 8640 10.50 51300 3.30 8050 16.30 97060 7.50 28810 9.00 40000 2.90 6930 13.70 76130 2.90 6930 19.30122280 7.30 27350 7.70 30280 2.50 5900 15.30 88930 2.80 6660 18.00 111200 7.20 26630 6.60 22520 2.40 5660 13.00 70600 2.70 6400 15.90 93790 6.90 24530 6.10 19390 2.30 5430 9.90 46750‘ 2.90 6930 14.00 78500 6.60 22520 5.40 15660 2.10 4980 7.90 31760 3.00 7200 13.70 76130 6.40 21230 4.90 13500 2.50 5900 6.90 24530 3.00 7200 17.00102830 6.10 19390 4.60 12330 3.20 7760 6.30 20600 3.10 7480 16.40 97880 6.30 20600 4.50 11960 5.20 14740 5.60 16650 3.20 7760 13.60 75340 6.20 19990 4.50 11960 6.60 22520 5.60 16650 3.00 7200 11.80 61260 5.90 18250 4.60 12330 5.90 18250 5.60 16650 2.90 6930 10.40 50540 5.90 18250 4.1010560 4.60 12330 9.10 40750 3.20 7760 9.30 42250 5.80 17700 4.40 11600 3.90 9890 12.60 67480 4.50 11960 8.90 39250 5.20 14740 5.80 17700 4.20 10900 10.00 47500 4.00 10220 8.50 36250 4.90 13500 7.60 29540 5.80 17700 9.60 44500 3.70 9250 8.30 34750 4.40 11600 7.80 31020 4.20 10900 8.10 33250 3.20 7760 8.30 34750 4.70 12710 6.50 21870 4.50 11960 7.60 29540 3.40 8340 8.30 34750 4.30 11250 5.60 16650 4.20 10900 6.90 24530 3.10 7480 16.30 97060 4.50 11960 5.1014310 3.90 9890 5.9018250 3.00 7200 15.00 86500 4.40 11600 4.80 13100 3.90 9890 6.00 18810 3.00 7200 10.90 54340 5.10 14310 5.00 13900 5.50 16150 5.40 15660 2.90 6930 . . . . . . . . . .. 5.90 18250 4.80 13100 5.0013900 October November December Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Feet See.- Feet See.- Feet Sec.- ft. ft. . 2.90 6930 8.00 32500 6.30 20600 3.90 9890 8.20 34000 6.30 20600 4.10 10560 8.00 32500 6.00 18810 4.50 11960 7.50 28810 6.00 18810 5.00 13900 6.90 24530 6.50 21870 5.10 14310 6.40 21230 6.30 20600 5.00 13900 5.90 18250 9.00 40000 6.00 18810 5.70 1717014.80 84900 7.00 25220 5.50 16150 17.40106165 8.30 34750 5.10 14310 15.20 88120 8.80 38500 4.90 13500 14.00 78500 8.30 34750 4.50 11960 18.70117150 7.90 31760 4.80 13100 22.90154225 7.90 31760 4.60 12330 18.90118850 7.80 31020 4.80 13100 14.90 85700 7.20 26630 5.30 1519013.50 74550 7.00 25220 5.90 18250 14.30 80900 6.90 24530 5.90 18250 16.50 98700 6.30 20600 7.10 25920 19.30122280 6.20 19990 9.30 42250 19.80126590 7.20 266301`2.90 69820 15.30 88930 7.90 31760 18.00111200 12.30 65140 9.00 40000 16.60 99520 10.90 54340 8.20 34000 13.90 77710 10.10 48260 7.30 27350 11.60 59720 9.20 41500 6.90 24530 9.90 46750 7.80 31020 6.30 20600 8.60 37000 7.00 25220 6.90 24530 7.90 31760 6.9024530 7.20 26630 7.00 25220 7.20 26630 7.10 25920 6.90 24530 10.80 53580 7.60 29540 15.60 91360 IIE' Daily Gage Heights and Discharges of Ohio Ri-ver at Wheeling, W. Va., for I9'07. January February March April May June July August September October November December >. D Gag Dis- Gag Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet Sec.- Feet Sec. Feet Sec.- Feet Бес: Feetl Sec.- Feet Sec.- Feet Sec.- Feet Sec.- Feet Sec.- Feet Sec.- Еве!‘ Бес: Feet Sec.- ft. ft. ft. ft. ‚ ft. ft. ft. ft. jt. ft. ft. . 117.00102830 7.90 31760 8.10 3325014.90 85700 12.00 62800 8.70 37750 6.50 21870 6.00 18810 3.50 8640 4.30 11250 9.20‘41500 7.00 25220 219.80126590 8.50 36250 8.30 3475012.30 65140 10.90i54340 8.30 34750 6.30 20600 5.50 16150 2.90 6930 4.40 11600 7.90 31760 7.10‘ 25920 318.9011885010.50 51300 9.20 4150010.90 5434010.00 47500 8.30 34750 7.90 31760 5.40 15660 3.20 7760 4.30 11250 8.10 33250 6.50 21870 416.30 9706016.20 96240 10.40 50540 9.80 46000 9.60 44500 12.50 66700 9.60 44500 5.00 13900 3.60 8940 4.30 11250 9.10 40750 6.20 19990 516.60 9952015.20 88120 11.40 58180 9.00 40000 9.30 42250 12.90 69820 9.00 40000 5.40 15660 4.20 10900 4.80 13100 15.10 87310 6.00 18810 618.2011290012.60 67480 10.30 49780 8.60 37000 9.90 46750 12.40 65920 7.90 31760 5.4015660 5.50 16150 6.40 2123015.50 90550 5.60 16650 718.80118000 9.20 41500 9.60 44500 8.00 3250011.90 62030 12.30 65140 6.80 23850 5.10 14310 5.50 16150 8.90 39250 14.00 78500 5.20 14740 816.70100345 8.50 36250 9.20 41500 8.00 3250011.20 5664013.30 72970 6.00 18810 5.4015660 4.60 12330 9.80 4600013.80 76920 4.60 12330 916.60 99520 7.60 29540 8.80 38500 8.10 3325011.30 57410 12.30 65140 5.00 13900 5.90 18250 4.10 10560 8.80 38500 16.40 97880 4.10 10560 10 20.20 130075 7.20 26630 8.50 36250 8.20 3400011.70 6049011.60 59720 5.30 15190 5.40 15660 4.20 10900 8.50 36250 14.60 83300 4.20 10900 1124.00164440 7.30 27350 9.30 42250 8.00 3250015.30 88930 11.30 57410 5.60 16650 5.8017700 5.30 15190 9.70 45250 13.10 71390 5.60 16650 12 21.00 137100 7.30 27350 9.50 43750 8.20 3400013.30 72970 10.90 54340 7.00 25220 5.10 14310 5.00 13900 9.80 4600011.90 62030 10.00 47500 1319.90127460 7.10 25920 17.50107000 8.10 3325011.90 6203010.90 54340 9.60 44500 5.30 15190 9.30 42250 8.00 32500 10.90 54340 15.00 86500 14 26.30 186455 7.30 27350 37.90 308705 8.10 3325010.30 4978012.90 6982010.20 49020 5.10 14310 8.30 34750 7.20 26630 9.60 44500 13.00 70600 15 28.00 203230 7.00 25220 nl47.80 425020 8.60 37000 9.10 40750 16.30 97060 9.60 44500 4.60 12330 7.00 25220 6.60 22520 8.30 34750 11.10 55870 16 31.40 238010 7.90 31760 48.90438110 8.90 39250 8.80 38500 19.00119700 9.10 40750 3.90 9890 6.00 18810 6.00 18810 7.30 27350 11.50 58950 17 28.90 212290 8.70 37750 38.00 309830 8.90 39250 8.30 3475015.90 93790 9.00 40000 3.30 8050 4.90 13500 6.60 22520 6.80 23850 13.00 70600 1.8 27.20 195280 8.70 37750 27.90 20-2235 8.80 38500 8.20 3400012.70 68260 8.00 32500 3.00 7200 5.10 14310 6.60 22520 6.2019990 11.80 61260 19 31.60 240100 8.50 36250 22.80153310 9.60 44500 8.80 38500 9.90 4675015.60 91360 2.80 6660 4.10 10560 5.80 17700 5.7017170 10.50 51300 20 36.10 288610 8.70 37750 25.10174860 9.50 43750 8.40 35500 8.50 3625018.00111200 2.80 6660 5.30 15190 5.40 15660 5.80 17700 9.30 42250 21 35.90 286400 9.30 42250 31.80 242200 9.10 40750 8.30 34750 7.70 3028014.00 78500 3.00 7200 5.80 17700 5.40 15660 5.9018250 8.20 34000 22 29.30 216360 9.90 46750 29.30 216360 9.00 4000011.30 57410 6.90 2453010.00 47500 2.90 6930 5.90 18250 4.60 12330 6.20 19990 7 .50 28810 23 21.90 145140 9.20 41500 23.00155140 8.60 37000 10.20 49020 6.90 24530 7.90 31760 2.90 6930 5.80 17700 4.00 10220 6.20 19990 7.80 31020 2416.90102000 8.70 37750 17.90110360 9.40 43000 8.90 39250 7.00 25220 6.90 24530 2.50 5900 5.50 16150 4.00 10220 6.2019990 12.00 62800 2513.10 71390 7.90 31760 15.80 9298010.90 54340 8.00 32500 6.70 23180 9.30 42250 2.90 6930 5.00 13900 4.00 10220 6.60 22520 24.20166320 2610.90 54340 7.00 25220 13.90 7771015.30 88930 8.30 34750 6.90 24530 9.90 46750 8.60 37000 4.90 13500 4.00 10220 8.40 35500 b25.90182565 27 9.90 46750 7.30 27350 13.00 7060018.30113750 8.30 34750 6.60 2252010.40 5054010.00 47500 4.70 12710 4.00 10220 9.70 45250 2160142445 28 9.70 45250 8.20 34000 16.50 9870018.00111200 9.10 40750 6.30 2060012.90 69820 8.30 34750 4.30 11250 4.00 10220 8.70 37750 17.50107000 29 8.30 34750 . . . . . . . . .. 18.9011885016.50 98700 9.90 46750 6.60 2252010.50 51300 6.50 21870 4.90 13500 4.30 11250 7.60 29540 14.00 78500 30 7.90 31760..... . 19.7012572515.30 88930 11.40 58180 6.60 22520 8.20 34000 5.10 14310 3.90 9890 7.10 25920 7.10 25920 14.20 80100 31 7.60 29540 . . . . . . . . .. 18.00111200..... ...... 10.00 47500 . . . . . . . . . .. 7.00 25220 3.90 9890 9.70 45250 . . . . . . . . .. 15.80 92980 а. Мах. 9 Р. М. 50.1 :452390 sec.-ft. b. Мах. 26.0: 183530 Sec.-ft. 519 Daily Gage Heights and Discharges of Óhio River at Wheeling, W. Va., for 1908. January February „ March April May June July August September October November December й 1 ' а Gage Dis- Gage Dis- Gage Dis~ Gage Dis- Gage Dis- Gage Dis- Gag Dis~ GageF Dis- Gag Dis- Gage Dis- Gage Dis- Gage Dis- Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge ‚ Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Ht. charge Feet See.- Feet Cee.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.- Feet See.~ Feet See.- Feet, AS'ee.­ Feet See.~ ft. ft. ft. ft. jt. ft. ft. ft. ft. ‘ jt. 115.00 86500 9.00 40000 9.20 41500 16.90102000 8.60 3700010.90 54340 3.90 9890 4.30 11250 1.00 2890 0.00 1600 0.50 2180 0.90 2740 214.20 80100 7.60 29540 14.90 85700 16.9010200010.60 5206010.60 52060 3.00 7200 4.30 11250 0.90 2740 0.00 1600 0.50 2180 0.80 2590 312.90 69820 6.20 19990 26.10184505 16.9010200011.90 6203010.00 47500 3.00 7200 3.40 8340 0.90 2740 0.00 1600 0.50 2180 0.80 2590 411.70 60490 6.50 21870 32.00 244300 15.70 9217012.60 67480 9.30 42250 2.60 6150 2.90 6930 0.70 2450 0.00 1600 0.50 2180 0.80 2590 510.50 51300 6.60 22520 28.00 203230 14.00 7850013.70 76130 8.00 32500 4.70 12710 3.40 8340 0.50 2180 0.00 1600 0.50 2180 0.80 2590 6 8.70 37750 7.20 26630 21.90145140 12.00 6280015.10 87310 7.30 27350 4.90 13500 3.90 9890 0.40 2050 0.00 1600 0.50 2180 0.80 2590 7 8.90 39250 6.70 23180 24.30167260 10.90 54340 21.80 144240 7.80 31020 6.30 20600 4.40 11600 0.40 2050 0.00 1600 0.40 2050 0.80 2590 8 8.20 34000 11.60 59720 31.60 240100 10.60 52060 21.60 142445 6.60 22520 5.70 17170 3.90 9890 0.30 1930 0.00 1600 0.40 2050 0.90 2740 9 7.70 30280 9.30 42250 31.60 240100 12.80 69040 26.00 183530 6.1019390 4.50 11960 3.70 9250 0.30 1930 0.00 1600 0.40 2050 1.90 4550 10 6.90 24530 8.00 32500 28.70 210270 16.40 97880 25.50 178705 5.7017170 4.70 12710 3.30 8050 0.30 1930 0.40 2050 0.40 2050 1.10 3050 11 6.60 22520 7 .00 25220 27.20195280 18.6011630020.80135340 4.9013500 4.20 10900 3.90 98900.30 1930 0.50 2180 0.50 2180 0.80 2590 12 6.50 21870 6.90 24530 22.00146040 18.0011120019.00119700 4.5011960 3.50 8640 4.00 10220 0.70 2450 0.40 2050 0.50 2180 0.80 2590 13 6.90 24530 7.90 31760 18.50115450 18.5011545016.60 99520 4.9013500 2.80 6660 3.20 7760 0.40 2050 0.40 2050 0.50 2180 0.80 2590 1415.80 92980 10.80 53580 17.70108680 16.30 9706013.60 75340 4.40 11600 3.30 8050 2.90 6930 0.40 2050 0.20 1820 0.50 2180 1.30 3390 15 20.50 132700 19.8О126590 19.20121420 13.30 7297011.30 57410 3.90 9890 3.00 7200 2.90 6930 0.40 2050 0.20 1820 0.60 2310 1.60 3940 1617.00102830 34.00 265630 21.20138880 11.60 5972010.20 49020 4.3011250 3.40 8340 2.10 4980 0.30 1930 0.20 1820 0.50 2180 1.60 3940 1713.50 74550 042.60 363140 2270152395 11.90 6203011.00 55100 4.4011600 4.40 11600 2.20 5200 0.30 1930 0.40 2050 0.80 2590 1.80 4340 1811.50 58950 39.20 323500 2230148755 12.90 6982017.00102830 4.20 10900 3.60 8940 2.50 5900 0.30 1930 0.20 1820 0.80 2590 2.30 5430 1910.10 48260 29.30 216360 26.70190360 12.60 6748018.30113750 6.0018810 3.90 9890 2.60 6150 0.40 2050 0.30 1930 0.80 2590 2.90 6930 20 9.10 40750 20.90 136220b36.70 295270 13.90 7771015.60 91360 6.1019390 3.70 9250 2.20 5200 0.40 2050 0.40 2050 0.80 2590 5.60 16650 21 8.30 34750 16.40 97880 38.40 314370 15.30 8893018.20112900 4.9013500 4.30 11250 1.90 4550 0.20 1820 0.50 2180 0.80 2590 7.10 25920 22 7.80 31020 14.40 81700 29.50 21840€ 14.90 85700 20.10 129200 4.9013500 4.30 11250 1.60 3940 0.20 1820 0.50 2180 0.80 2590 7.00 25220 23 7.50 28810 12.40 65920 20.90136220 13.40 737601970125725 4.8013100 4.90 13500 1.90. 4550 0.20 1820 0.40 2050 0.80 2590 5.50 16150 24 7.50 28810 11.00 55100 16.60 99520 11.90 6203017.00102830 4.00 10220 6.80 23850 2.90 6930 0.20 1820 0.40 2050 0.80 2590 4.50 11960 25 8.10 33250 9.90 46750 14.40 81700 10.60 5206014.50 82500 4.9013500 6.90 24530 2.60 6150 0.20 1820 0.50 2180 0.80 2590 4.30 11250 26 8.20 34000 9.10 40750 13.00 70600 9.70 4525011.90 62030 4.4011600 6.90 24530 2.00 4760 0.20 1820 0.60 2310 0.80 2590 3.10 7480 27 8.30 34750 9.90 46750 12.60 67480 8.90 3925010.40 50540 3.90 9890 8.00 32500 1.90 4550 0.10 1710 0.60 2310 0.80 2590 3.20 7760 28 8.30 34750 11.00 55100 11.70 60490 8.60 37000 9.60 44500 4.5011960 7.70 30280 1.90 4550 0.10 1710 0.60 2310 0.80 2590 3.40 8340 2911.30 57410 10.60 52060 11.70 60490 8.30 3475010.30 49780 4.6012330 8.20 34000 1.60 3940 0—.10 1710 0.60 2310 0.90 2740 3.40 8340 3011.80 61260 . . . . . . . . . .. 13.50 74550 7.90 3176011.30 57410 3.90 9890 7.20 26630 1.40 3570 0.00 1600 0.50 2180 0.90 2740 3.60 8940 3110.50 51300 . . . . . . . . . .. 16.80101170 . . . . . . . . . ..10.00 47500 . . . . . . . . .. 5.90 18250 1.60 3940 0.50 2180 3.40 8340 а. Мах. 10 Р.М. 42.8:365520 SeC.'­ft. b. Мах. 7.40 Р.М. 39.6 : 328100 SEC.-ft. STREAM­FLOW. 313 Estimated Monthly Discharge of Ohio River at Wheeling, W. I/ a. [Drainage area, 23,800 square mi1es.] Discharge in second-feet Run­ofE Month Maximum Minimum Mean Slieecrîrêlglîlàâîìt lìîllêliîììên 1904 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 378610 13500 89320 3 . 7 50 4 .323 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 186455 10220 51412 2 .160 2.330 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 315505 42250 135028 5 . 670 6 . 537 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 264555 27350 77607 3 . 260 3 . 637 Мау . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 112900 16650 50978 2.140 2. 467 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102830 13500 34486 1 . 450 1 . 618 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80100 8940 29747 1 . 250 1 . 441 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14310 3940 7706 0 . 320 0 . 369 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8340 3390 5242 0 . 220 0. 245 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13500 6150 7780 0 . 330 0 . 380 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9890 3390 537 5 0 . 230 0 . 257 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97880 3570 16117 0 . 680 0.784 rJlhe year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 378610 3390 42567 1.790 24.388 1905 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106165 7480 33483 1 . 410 1 . 626 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107840 11600 55142 2. 320 2.416 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 364330 51300 142355 5 . 980 6 . 894 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80900 27350 46880 1 . 970 2. 198 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 81700 13500 33661 1 .410 1 . 626 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97060 13900 38321 1 . 610 1 . 796 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46750 11250 27432 1 . 150 1 . 326 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73760 11960 25927 1 . 090 1 . 257 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52820 6660 15810 0. 660 0 . 736 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93790 6660 23278 0.980 1 . 130 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67480 13900 24003 1 . 010 1 . 127 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 240100 18250 72014 3 . 030 3 . 493 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 364330 6660 44859 1.880 25.625 1906 .January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 167260 25220 68300 2 . 870 3 . 309 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37000 10900 19812 О. 830 0 . 864 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 179670 19390 57548 2.420 2. 790 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 189380 34750 85500 3 . 590 4 . 005 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44500 11250 23881 1 .000 1 . 153 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97 880 10560 23075 0 . 97 0 1 . 082 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22520 4980 10520 0 . 440 0 . 507 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 88930 6660 29221 1 .230 1 .418 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 12710 6400 8524 0 . 360 0. 402 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40000 6930 24403 1 . 030 1 . 187 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 111200 11960 33551 1 . 410 1 . 573 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 154225 18810 66078 2. 780 3 . 205 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 189380 4980 37534 1.580 21.495 1907 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 288610 29540 134269 5. 640 6 . 502 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 96240 25220 39504 1 . 660 1 .729 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 452390 33250 130763 5. 490 6.329 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113750 32500 51743 2.170 2.421 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 88930 32500 48582 2.040 2 . 352 June . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 19700 20600 50360 2 .120 2 . 365 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 111200 13900 40649 1 .710 1 . 971 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47500 5900 15201 0. 640 0. 738 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42250 6930 15250 О. 640 0 . 714 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46000 10220 21985 0.920 1 .061 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97 880 17170 43650 1 .830 2.042 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 183530 10560 56291 2.370 2. 732 The year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 452390 5900 54021 2.270 30.956 314 ОН1О RIVER AT VVHEELING. Estimated Monthly Discharge of Ohio Rit/er at Wheeling, W. Va.--(Continued.) Discharge in second­íeet Rl1I1­0ÍÍ Month Second­feet ­ Maximum Minimum Mean per nsîlllêare Iäîlréîalèân 1908 January . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 132700 21870 50454 2 . 120 2. 444 February . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 365520 19990 83681 З. 520 3.796 March . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 328100 41500 150310 6.320 7. 286 April . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 116300 31760 73779 3 . 100 3. 459 May . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 183530 37000 90168 3.790 4.369 .1 une . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54340 9890 19933 0. 840 0.937 July . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34000 6150 14811 0.620 0.715 August . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11600 3570 6948 0.290 0.334 September . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2890 1600 2032 0.085 0.094 October . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2310 1600 1945 0. 082 0. 094 November . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2740 2050 ~ 2368 0.099 0.111 December . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25920 2590 7120 0. 300 0. 346 Т11е year . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 365520 1600 41962 1 . 763 23 . 985 Rating Table for Ohio River at Wheeling, W. Va. Gage Í Dis- Gage Dis- Gage Dis- Gage Dis- Gage Dis- Height charge Height charge Height charge Height charge Height charge Feet Sec.-ft. Í Feet Sec.­ft. Feet See.­jt. Feet Sec.­ft. Feet See.­ft. 1 . 00 2890 3 . 90 9‘890 6 . 80 23850 11 . 40I 58180 20 . 50 132700 . 10 3050 4 . 00 10220 . 90 24530 .60 59720 21 ‚00 137100 . 20 3220 . 10 10560 7 . 00 25220 . 80 61260 . 50 141550 . 30 3390 . 20 10900 . 10 25920 12 .00 62800 22 .О0 146040 . 40 3570 . 30 1 1250 . 20 26630 . 20 643 60 . 50 150570 . 50 3750 .40 11600 . 30 27350 .40 65920 23 .00 1551401 . 60 3940 . 50 11960 . 40 28080 .60 67480 . 50 159760 . 70 4140 . 60 12330 . 50 28810 . 80 69040 24 . 00 164440 . 80 4340 . 70 12710 . 60 29540 13 . 00 70600 . 50 169150 90 4550 . 80 13100 . 70 30280 . 20 72180 25 . 00 173900 2 ‚00 4760 . 90 13500 . 80 31020 . 40 73760 26 . 00 183530 . 10 4980 5 .О0 13900 .90 31760 . 60 75340 27 .00 193300 .20 5200 . 10 ' 14310 8 . 00 32500 . 80 76920 28 .00 203230 . 30 5430 . 20 1‘47 40 . 20 34000 14 . 00 78500 29 . 00 213300 . 40 5660 . 30 15190 . 40 35500 . 20 80100 30 . 00 223500 50 5900 . 40 15660 . 60 37000 . 40 81700 31 . 00 233830 .60 6150 . 50 16150 . 80 38500 . 60 83300 32 . 00 244300 70 6400 .60 16650 ` 9. 00 40000 . 80 84900 33 .О0 254900 . 80 6660 . 70 17170 . 20 41500 15 . 00 86500 34 . 00 265630 . 90 6930 . 80 17700 . 40 43000 . 50 90550 35 .О0 276500 3 .О0 7200 . 90 18250 . 60 44500‘ 16 ‚00 94600 36 .О0 287500 .10 7480 6 . 00 ' 18810 . 80 46000 . 50 98700 ' 37 .00 298600 - .20 7760 . 10 19390 10 .00 47500 17 .00 102830 38 .00 309830 . 30 8050 . 20 19990 . 20 49020 . 50 107000 39 . 00 321200 .40 8340 . 30 20600 . 40 50540 18 . 00 111200 40 . 00 332700 . 50 8640 . 40 21230 . 60 52060 . 50 115450 41 . 00 344300 . 60 8940 . 50 21870 . 80 53580 19 .О0 1 19700 42 . 00 356030 . 70 9250 . 60 22520 11 . 00 55100 . 50 124000 43 . 00 367900 . 80 9570 . 70 23180 . 20 56640 20.00 128330 44 ‚00 379800 Т11е above table is furnished by the U. S. Geological Survey. It is applicable only for open-channel conditions. prior to 1893, and one loW­Water measurement computed from five measurements made by the United States Army engineers above and below Wheeling in 1892. It is well defined above gage height 5 feet. It is based on 24 discharge measurements made during 1905, one Below 5 feet it is based on one measurement at 1 . 1 feet, computed from the army engineers’ measurements, and the extension of the area and velocity curves, and can be considered accurate within aY few per cent. srREAM­FLow. 31 5 RELATION BETWEEN RAINFALL AND RUN~'OFF. The tables of estimated monthly discharge in the preceding pages give, for the respective drainage areas, the depth in inches of the annual run-off. By selecting the proper rainfall stations from the precipitation records in Appendix No. 2, 11 15 р0551Ь1е 10 determine the average rainfall over the drainage areas for the corresponding years, and thus to obtain the percentage of rainfall running off. This average rainfall has been obtained by straight averages of all records used, except in the case of the Wheeling station, where averages weighted according to the respective tributary areas have been employed. The following tables contain these ñgures for the various stations, insofar as the available data enable estimates. When discharge data are not at hand, these percent- ages of run-off are a useful guide in ñguring the approximate annual discharge from rainfall records. They also serve as the basis for interesting comparisons of the run- off from various drainage basins. TABLE No. 49. RELATION BETWEEN ANNUAL RAINFALL AND RUN­OFF. Allegheny Basin. Average _ rainfall on Run~otl‘` Run­qR Station Year drainage Depth in Per cen of I basin inches rainfa ì (Inches) Allegheny River at Aspinwall, Pa. 1903 43.77 31.24 71.4 Drainage area, 11580 sq. miles. 1904 41.84 33.16 79.1 1905 45.42 23.72 52.2 1906 39.23 26.68 68.0 1907 43.04 26.39 61.2 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 42.66 28.24 66.4 Allegheny River at Kittanning, Pa. 1906 41.90 21.10 50.4 A Drainage area, 9010 sq. miles. 1907 41.94 25.90 61.7 1908 36.95 26.70 72.4 1909 39. 69 23. 10 63 ‚О 1910 39.99 22.40 57.0 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. V 40.09 23.84 60.6 Allegheny River at Red House, N. Y. 1905 44.97 23.40 52.0 Drainage area, 1640 sq. miles. 1906 39.12 21.70 55.5 1907 37 . 26 22. 80 56. 5 1908 40.37 25.30 62.7 1909 43.05 24.50 56.8 1910 38. 15 22.90 60. 0 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 40.49 . 23.43 57.3 Kiskiminetas River at Avonmore, Pa. 1908 43.24 30.40 70.3 Drainage area, 1720 sq. miles. 1909 40.28 20.00 49.6 1910 40.44 26.90 66.5 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41.24 25.77 62.1 Black Lick Creek at Black Lick, Pa. 1907 48.08 27.10 56.3 Drainage area, 386 sq. miles. 1908 42.27 28.00 66.2 1909 41.82 23.40 56.3 1910 39.11 27.50 70.3 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42.82 26.50 62.9 316 RELATION BETWEEN RAINFALL AND RUN­oFF. TABLE No. 49-(Continued.) RELATION BETWEEN ANNUAL RAINFALL AND RUN-OFF. Allegheny Basin. Average i . rainfall on Run­oiT Run­otf Statlon Year drainage Depth in Per cent of basin inches 1 rainfall (Inches) 1 *Clarion River at Clarion, Pa. 1894 42.03 28.40 67.5 Drainage area, 910 sq. miles. 1902 42.85 33.70 78.5 1903 46.24 40.90 88.5 1904 42 . 57 36. 20 85.0 1905 48.37 31.50 65.2 1906 38.92 27.60 71.0 1907 41.73 39.40 94.3 1908 39.40 39.20 99.4 1909 41.94 31. 70 75.5 1910 40.67 25.40 62.3 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 42.45 33.40 78.7 French Creek at Carlton, Pa. 1909 37.62 23.40 59.5 Drainage area, 1070 sq. miles. 1910 38.78 30.20 78.0 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 38.20 26.80 68.7 011 Creek at Rouseville, Ра. 1910 38.84 25.78 67.0 Drainage area, 302 sq. miles. 1 1 _„ __ à _ Tionesta Creek at Nebraska, Ра. 1910 38.94 26.88 ‘ 69.2 Drainage area, 451 sq. miles. : Brokenstraw Creek at Youngsville, Pa. 1910 37.75 32.00 84.8 Drainage area, 290 sq. miles. Conewango Creek at Frewsburg, N. Y. 1910 37.26 28.67 77.0 Drainage area, 550 sq. miles. Kinzua Creek at Dewdrop, Pa. 1910 40.38 29.00 71.8 Drainage area, 171 sq. miles. M onongahela Basin. **Youghiog11eny River at Confluence, Pa. 1899 43.56 34.60 79.4 Drainage area, 435 sq. miles. 1900 38.82 27.50 71.4 1901 42.81 32.40 75.8 1902 50.91 38.40 74.0 1903 48.00 37.10 77.3 1906 50.35 32.30 64.2 1907 61.51 53.10 86.2 1908 46.98 33.20 70.6 1909 50 . 20 24 . 40 48 . 5 1910 39.30 27.20 69.2 Mean ......................................... ._ 47.24 . 34.02 71._7 Youghiogheny River at Friendsville, Md. 1899 44.59 ' 39.50 88.7 Drainage area, 294 sq. miles. 1900 _ 39.82 Í 29 90 75 2 1901 42.42 38 10 89.8 1902 51.68 ` 41 . 60 80. 4 1903 49 . 48 Ё 40 . 30 81 . 7 1904 37.02 1 26.40 71.3 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 42.50 l 35.97 81.2 *Records of Clarion River discharge incomplete 1895-1901, inclusive. **Records of discharge incomplete for 1904 and 1905. srRl«:AM­FLow. , 317 'DABLE Ne. 49-(oentlnned.) RELATION BETWEEN ANNUAL RAINFALL AND RUN­OFF. M onongahela Basin. Average rainfall on Run-olf Run­ofï Station Year drainage Depth in Per cent of basin inches rainfall (Inches) я l Laurel Hill Creek at Confluence, Pa. 1906 49.93 28.80 57.6 Drainage area, 126 sq. miles. 1907 56.52 47.10 84.8 1908 43 . 88 30 .40 69 . 3 1909 41.52 26.20 63.0 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47 .96 33. 10 68 .7 Casselman River at Confluence, Pa. 1906 49.21 25.80 52.4 Drainage area, 448 sq. miles. 1907 56.55 43.30 76.5 1908 45.57 27 .30 59 .9 1909 44.43 20.30 45.7 1910 40.26 22.40 55.6 Mean ......................................... .. 47.20 27.82 58.0 tOheat River at Uneva, W. Va. 1903 46.49 28.00 60.2 Drainage area, 1380 sq. miles. 1904 37 .56 21.20 56.5 1905 50.27 27.60 54.8 1909 49 . 86 28 . 20 56 . 5 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46.04 26.25 57.0 Tygart Valley River at Fetterman, W. Va. 1908 49.68 25.30 50.8 Drainage area, 1327 sq. miles. 1909 54.09 22.50 41.6 1910 46.94 22.80 48.6 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 50.27 23.53 47.0 I1West Fork River at Enterprise, W. Va. 1908 40.65 19.10 47 ‚О Drainage area, 744 sq. miles. 1909 45.11 14.90 33.0 1910 38.47 15.50 40.3 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41 . 41 16.50 40.0 Ohio River. Ohio River at Wheeling, W. Va. 1904 39.55 24.39 61.0 Drainage area, 23800 sq. miles. 1905 45.58 25.63 56.2 1906 , 41.16 21.50 52.2 1907 47.61 30.96 65.0 1908 39.84 23.99 60.0 Mean . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42.75 25.29 58.9 'tßecgrdg gf Cheat River diSQh3_1’g„. incomplete, 1906-1908. ÍIICIUSÍVQ. Iûomputations on West Fork River are probably in error, owing to the discharge curve being only provisional. From the above table it is seen that the maximum recorded percentage of run-ofi on the Allegheny Basin was 99.4 per cent, on the Clarion River, in 1908. The mini- mum percentage of run­off was 49.6 per cent, on the Kiskiminetas River, in 1909. The maximum on the Monongahela Basin was 89.8 per cent, on the Youghiogheny River, at Friendsville, Md., in 1901, and the minimum was 33.0 per cent, on the West Fork River, in 1909. It is thought that the flgures for the West Fork River may be somewhat in error, 'vn 318 RELATION BETWEEN RAINFALL AND RUN-OFF. as the discharge curve for the gaging station at Enterprise is as yet only provisional. The next lowest percentage oi run­oi`1C on the Monongahela Basin was 41.6 per cent, on Tygart Valley River, at Fetterman, VV. Va., in 1909. There is no record of the daily discharge of the Chio River at Pittsburgh, so -that the figures for the percentage run­oi1 from the drainage area above Pittsburgh cannot be given. The ñgures for the Wheeling station, however, serve as an index of what may be expected. MAXIMUM AND MINIMUM DISCHARGE. The following tables show the maximum and minimum stage and discharge at the gaging stations Where records are available. TABLE No. 50. MAXIMUM AND MINIMUM DISCHARGE 01-“ ALLEGHENY RIVER AND TRIBUTARIES. Maximum Minimum D _ è I’a1I1a Gage ° Gage ­ Area g Stream Height Dlscharge Height Dlscharge Relllarkâ Date is .- t. .- t. Feet See.-ft. eige; _ Feet See.-ft. S;i(hrf_ Sgziáůgge sq. mi. sq. mi. Allegheny Red House . . . . . . 1910 13. 65 41000 25.00 2. 60 100 0.06 1640 Kittanning . . . . . . 1905 28.80 240250 26.70 1 . 30 775 0 .086 9010 Pittsburgh . . . . . . . 1891 . . . . . 300000 26.00 . . . . 950 0.082 11580 Black Lick Black Lick . . . . . . . 1907 13.20 19620 50.80 1 .90 6 0.016 386 Mouth . . . . . . . . . .. 21000 7 414 Brokenstraw МОЕЙ! . . . . . . . . . . . . . . . . . . . . 14350 45.00 . . . . 45 0.14 319 Estimated. Clarion Clarion . . . . . . . . . . 1905 16 .00 39300 43.10 -1 . 20 50 0 .055 910 М011111 . . . . . . . . . .. 52400 1213 Conevvango Mouth . . . . . . . . . . . . . . . . . . . . 33000 37.00 . . . . 145 0.16 892 Estimated. Crooked Mouth . . . . . . . . . . . . . . . . . . . . 14000 48.80 0 .65 1* 0 .0035 287 Estimated. Cussewago Maximum Mouth . . . . . . . . . . . . . . . . . . . . 5000 47.60 . . . . 3 0.029 105 estimated. French Carlton . . . . . . . . . . 1888 16.50 48700 45.50 0.7 5 50 0.047 1070 Mouth . . . . . . . . . .. 56330 58 1238 Kinzua Dewdrop . . . . . . . . 1907 11 .20 ‘ 7660 47.30 0.10 13 0.08 162 Mouth . . . . . . . . . .. 8000 169 Kiskiminetas Avonmore . . . . . . . 1859 . . . . . 80000 46 .50 1.60 65 0.038 1720 Loyalhanna Mouth . . . . . . . . . . . . . . . . . . . . 14180 51.00 1 .20 10 0.036 278 Estimated. Mahoning Furnace Bridge . . . . . . . . . . . 18750 45.50 . . . . 20 0.049 i 412 Maximum ¢ ~ o o o e o п o no nous onse. ozone о... ... .covo estimated. North Branch French Kimmeytown . .. . . . . . 13.90 12000 56.50 0.40 20 0.094 212 Oil Maximum Rouseville . . . . . . . . . . . . . . . . 15000 49 . 50 0.50 39 0. 13 302 estimated. Red Bank St. Charles . . . . . . 1902 15.00 25000 46.20 . . . . 10 0.019 540 Estimated. Mouth . . . . . . . . . .. 27000 11 585 Sugar Maximum Wyattville . . . . . . . . . . . . . . . . 8000 50.20 0. 90 9 0 .057 159 estimated. Tionesta Nebraska . . . . . . . . 1902 . . . . . 20600 45. 60 0. 60 38 0.084 451 Mouth . . . . . . . . . .. 21750 40 477 1 г Í I I 1 ï *In 1910 Crooked Creek had a discharge under 5 second-feet for 15 days, While at the end of August, the discharge fell to 1 second-foot. STREAM-FLOW. 319 TABLE No. 51. MAXIMUM AND MINIMUM DISCHARGE OF MONONGAHELA RIVER AND TRIBUTARIES. Maximum Minimum Drainage stream Gage 1)‘ ь Gage ‘ Area ` Height isc arge Height Discharge Remarks Date Sec -ft Sec -ft Feet See.­ft. ‘ ’ Feet S60.- t. ’ ‘ Sqi_ta/re sqzjeohi. Í 'ttziteïbs mugs Casselman Confluence . . . . . . . 1907 18.10 20000 44. 60 1.30 9 0.02 448 Cheat Ice’s Ferry . . . . . . 1880 . . . . . 59850 43 .30 1.60 135 0.098 1380 Laurel Hill Confluence . . . . . . . 1907 17.00 5800 45.30 . .. . 0 . . . . . 128 Monongahela Lock No. 4 . . . . . . 1888 42.00 207000 38.10 . . . . . .. . . . . . 5430 Turtle E. Pittsburgh . . . 1904 10.70 9375 64.50 0.10 10 0.069 145 Tygart Valley ' . Fetterman . . . . . . . 1888 29.00 56600 43 .60 2.30 12 0 .009 1296 Belington . . . . . . . . 1888 19.60 17 700 43 .80 1.80 7 0.02 404 West Fork Enterprise . . . . . . . 1888 33.00 40000 53 .80 0.60 14 0 .019 744 Youghiogheny Confluence . . . . . . . 1907 16.80 24000 55 .50 1.20 23 0.053 432 ‚ UNITED STATES WEATHER BUREAU STATIONS. For the purpose of predicting Hoods, the United States Weather Bureau maintains a number of gages on the main rivers and their principal tributaries. These gages are read daily at 8 A.1\/I. and the readings telegraphed to the oflìce of the Local Forecaster at Pittsburgh. The following table contains a list of these stations, together with the date of their establishment, their distance from Pittsburgh, and the highest and lowest recorded stages at each. TABLE N0. 52. UNITED STATES WEATHER BUREAU GAGES. Distance Elevation го}? Zot älgod Hsighest Lscìwest E Date of ' . его е а е 8. Stream Stamm (miïes) (feet) (feegt) (feci) (tîeeîâ5 stablishment Allegheny . . . . „Щаггеп, Ра . . . . . . . . . . . . . 192 1137.0 14 17.4 -1.1 Nov., 1884 Allegheny. . . . . Franklin, Pa . . . . . . . . . . . . Ё Apr., 1905 Cl ' . . . . . . . . Cla °on, Pa . . . . . . . . . . . . .. - ‚ - . ’ 1884 Alîerghlêny. . . .. Parllier, Pa . . . . . . . . . . . . . . 85 849.4 20 28.0 -0.9 Jan., 1885 Conemaugh. . . Johnstown, Pa . . . . . . . . .. 109 1147.8 7 21.0 0.2 1884 Kiskiminetas . . Saltsburg, Pa . . . . . . . . . . . 56 828.3 6 22. 1 -1.8 Nov., 1901 Allegheny. . . . . Freeport, Pa . . . . . . . . . . . . 29 741.0 20 . . . . 0.0 Apr., 1873 Allegheny. . . . . Springdale, Pa . . . . . . . . . . 17 714.0 27 33. 0 . . . Jan., 1905 Allegheny. . . -- Herr Id., Pa . . . . . . . . . . . . 1.7 697-0 22 36-9 1.3 §[1(1)î1“î,1;1‘*gI‘a5}’¿e°h°1°} Pittsburgh, Ра ........ .. о 696.8 22 35.5 ­1.3» May, 1873 Youghiogheny. W. Newton, Pa . . . . . . . . . 34 746.5 23 28.2 -0.3 Nov., 1890 Monongahela. . Lock No. 4, Pa . . . . . . . . . . 41 719.0 28 42.0 3.2 1885 Monongahela. . Greensboro, Pa. . . . . . . . . 85 768.0 18 39.0 4.3 July, 1888 Youghiogheny. Confluence, Pa . . . . . . . . .. 85 1324.0 10 18.6 -0.8 1883 Monongahela. . Fairmont, W. Va . . . . . . . 127 844.8 25 37.0 -0.8 Jan., 1892 Cheat . . . . . . . . ..Rowlesburg, W. Va. . 135 1375.3 14 f. 22.0 -1.4 1884 West Fork. . . . Weston, W. Va . . . . . . . . . 195 891.0 18 21.0 ~4.0 Nov., 1884 Ohio . . . . . . . . . . .Davis Id., Pa . . . . . . . . . . . 5 690.6 25 24.2 0.7 Oct., 1885 .*Note.­-The minimum is for openchannel conditions. Davis Island dam, completed in 1885, gives slackwater stage of about 6.0 feet at Pittsburgh gage. APPENDIX N0. 4. SURVEYS ÀND MAPS. City Surveys-Surveys of Reservoir Projects-Spirit Leveling by Flood Commission-Bench Marks-Checks-Cost of Sur- veys, Mapping and Investigations. The surveys found necessary by the Engineering Committee of the Flood Commis- sion, in connection with` its investigations and studies, may be divided into two classes: City Surveys and Surveys of Reservoir Projects. ` CITY SURVEYS. С ity Department and Gor/ernment Surveys. Near the beginning of the Work, when the investigations relative to flood damage were in progress, the City Surveys Depart- ment coöperated with the Commission by preparing a map of comparatively large scale. This map, consisting of 19 sheets, Was quickly made, using existing data and a lim- ited amount of field work, and therefore showed little beyond the approximate location of street lines, river lines and the top of the bank. These maps were used temporarily, but it was soon realized that the investigation demanded complete and accurate maps, which would include all important details. The U. S. Engineer harbor line maps, of the local part of the rivers, while considered abso- lutely reliable, extend -little beyond the river bank, and do not indicate the conformation of the land surface or the bed of the rivers. _ Flood Commission Surveys. The City Surveys of the Flood Commission were be- gun ]uly_8, 1909, а116 completed November 6 of the same year. The work was ac- complished with about 12 111е11‚ divided into two or more parties, as the case demanded. Transit lines, with distances carefully measured, were extended along the river banks, and on some of the most important streets, in such manner that accurate control was obtained of the general situation. The remaining thoroughfares were measured and closed in with the stations of the transit lines. Levels were run over all streets and alleys, for developing the crossing places of contours, and the flood lines were located during this work. The carefullydetermined and monumented system of triangulation of the government was used as a base for all transit lines. C Soundings, for development of the river bed, were taken at close intervals, on ranges about 200 feet apart,` carefully lined in between Hags placed at marks opposite each other, on the transit lines. All the soundings were located with a transit by angles turned from the shore survey lines. The soundings were taken from a skilï with a graduated pole 12 feet long, except in the deeper parts of the rivers, where a line and sounding lead were used, the length of the line being tested at regular inter- vals during the day. A small gasoline launch, loaned by a city department, was used in directing the work and for transporting the sounding party and shore parties between various parts of the river. « ' ' As the sounding operations progressed, topography was taken along the river banks, the work being projected from the stations of the previously run transit lines, along each side of the river, from which were obtained the location of contours, top of bank and edge of water, while the elevations were determined from the water surface of the slackwater pools, frequent gage readings during the day being obtained. So far as the SURVEYS AND MAPS. 321 rivers were concerned, the surveyswere made under favorable circumstances, as the Ylevel of the water surface varied but little; in fact at no time did the gage indicate a height of over a few inches above normal. . The work in the city, however, was frequently conducted under discouraging circum- ­stances, as the surveys, for a considerable par of the 4,960 acres covered, extendedthrough .districts congested with numerous mills, buildings and railroad tracks. Atmospheric .conditions aiïected progress to a greater or less extent, as fog and smoke, particularly . the latter, many times retarded work until late in the morning. The great activity of .traffic also embarrassed operations, particularly the precise level work, and some long .lines had to be run four times to obtain the desired degree of accuracy. The length of »river covered by these surveys amounts to about 20 miles. Flood Commission M ops. The map of the City Survey, which consists of 13 511ее15, 11а5 been constructed on a scale of 1 inch to 160 feet. This scale, while rather unusual, cenabled getting the full width of the rivers and Hooded area on the sheets without making them of inconvenient size. The sheets are of uniform size, each 34 inches by `52 inches. The coördinate system of the U. S. Engineer harbor line survey was used, ibut the base was changed from Davis Island dam to the Court House tower. This map, which shows all important features, has been carefully prepared, and is «considered accurate, especially for the portion covering the river proper and the im- .mediate banks. Practically all the sheets were constructed from Flood Commission sur- veys, as described. Some parts have been taken from data furnished by corporations. IThe maps have been lithographed on a scale of approximately 1 inch to 200 feet. An 'index map of small scale, showing extent of survey, industrial district, and profiles of .rivers, accompanies the report. - ­ SURVEYS OF RESERVOIR PROJECTS. Got/e1'nme1z~tSurveys. The U. S. Geological Survey, up to the `present time, has .completed topographic maps covering about 60 per cent of the combined area of the Allegheny and Monongahela drainage basins. About 42 рег cent of th-e Allegheny and «90 per cent of the Monongahela Basin has been completed. Flood Commz'ssion S`m't/eys. Complete topographic surveys of 25 projects and reconnoissance surveys of 23 others, were made between November 9, 1909, and Sep- tember 19, 1910. То these may be added the examination of 24 streams where pro- jects were not considered. As a considerable part of the total area surveyed is wooded, in places very heavily, it was thought better to make the surveys during the winter months, when the trees were bare of foliage. It unfortunately happened, however, that toward the end of December, 1909, the winter developed into conditions of unusual severity, with the snow covering imostof the Allegheny Basin to considerable depth until the end of February, 1910. 111 some of the valleys, at the time of survey, particularly of the North Branch -of French Creek, Tionest Creek, Clarion River, Mahoning Creek and Black Lick ‘Creek, the snow, on the general level, measured from 7 to 30 inches in depth for the .greater part of the time, which greatly retarded the progress of the field work. Drifts were sometimes encountered having depths of from 5 10 8 feet. Notwithstanding the Igreat amount of snow and cold weather, however, the progress made seemed to warrant that the work be continued without interruption, especially as it was hoped, from time -to time, that the weather would möderate. Even though the winter continued severe, it has been considered that, in the end, at least as good progress was made as if the parties, which totaled about 50 men, organized' with considerable difficulty, had been 322 ‹ SURVEYS or REsERvo1R RROJECTS. disbanded and work resumed at a later time, when many of the old men, who had become familiar with the work, would have been unavailable. W'hile these surveys were in progress, the general exploration of the drainage basins of the two rivers, which was being carried on by the Engineer in Charge, enabled the work to be planned in advance and proper instructions given to those in charge of parties. The topographic surveys of the valleys were made with transit and stadia, supple» mented occasionally by Locke levels. In a number of cases, by means of many side shots and short spur lines, the topography, including the stream and developments, was obtained for the full width of the valley, to above the flow line of the proposed res- ervoir, frorn a single survey line carefully run alongor near the stream. Frequently, however, in addition to the line along the bottom of the valley, a line was run along one or both of the hillsides. In all cases, the topography was fully developed, in order to show all essential details of drainage, conformation and developments. In addition to the general survey, in each case, special work was donc and studies made at the site of the proposed dam, in order 10 obtain a reasonably careful estimate of the quantities and cost of the structure. Levels for use in the stadia work were carried along the valleys, by the Wye level, fròm tide-water bench marks, which were either of U. S. Geological Survey or railroad origin. Ordinary bench marks were made at convenient intervals. Wlien railroad benches were used, care was always taken to see that they were of a reliable nature. Maps. The topographic maps of reservoir sites of the Flood Commission have been made on a scale of I inch to 400 feet, with contour intervals of Io feet, and show all essential topographic details, such as streams and wooded areas, and all develop- ments. ’ The work accomplished may be classified as given below. The letters indicating the groups are similarly used in Table No. 53, showing the cost of surveys and map- ping in detail. (A) Complete topography and control by Flood Commission, 25 pro- jects. Scale, 1” = 400’. . (В) RCCOHHOÍSSHHCC topography by Flood Commission, control by other sources, 5 projects. Scales, 3-1” : 800’; 2-1” : 1,000’. (С) Topography and control by Flood Commission and U. S. Geological Survey, 3 projects. Scales, I-I" : 400’; 2-1” = `300’. (D) Developed.from U. S. Geological Survey sheet and topography at site of dam by Flood`Commission, 9 projects. " Scale, 1” : 100’. (Е) Reconnoissance, slight amount of survey data obtained, 4 projects. (F) Reconnoissance only, 24 streams. The topographic Sheets ofi the U. S. Geological Survey were used in a number of cases, but surveys were always made at the sites of the proposed dams and the valley examined along the entire project, and beyond, notes being taken of important nat- ural features and developments. SPIRIT LEVELING BY FLOOD COMMISSION. Relation to Other Lines of Levels. The levels of the Flood Commission at Pitts-_ burgh are based on a precise line run by the U. S. Geological Survey from Erie, Pa., to Grafton, W. Va. To the former place the Survey ran a line through New York from Sandy Hook. А1 Grafton connection was made with the Coast and Geodetic Sur- vey line, which runs from Sandy Hook, via Harrisburg and Cumberland, and con- sURvEYs AND MAPS. ' 323 tinues westward from Grafton. At Pittsburgh, the Geological Survey connected with the precise line of the Pennsylvania R. R. Witli the exception of those of the Baltimore & Ohio R. R. and the Pittsburgh & Lake Erie R. R., there are probably no other accurate levels in Pittsburgh, which have been run from Sandy Hook datum. It is understood that the Baltimore & 01110 R. R. levels are from this datum, but come from Washiiigton, D. C. А difference of about 0.6 of a foot has been found between the levels of the Flood Commission and those of the Baltimore & 01110 R. R. The levels are based on the Pennsylvania R. R. Bench No. 100,' (Penn Avenue near Eleventh Street), which has an elevation of 743.932 feet above mean tide, Sandy Hook. This bench was originally placed by the Pennsylvania R. R. and their eleva- tion таз 744.082, determined from a line of preciselevels brought from mean tide, Sandy Hook, in 1890. By the 1903 readjustment of the Coast and Geodetic Survey levels, -in the eastern part of the United States, the U. S. Geological Survey made a corresponding readjustment, and the Pennsylvania R. R. bench was 111811 given an 818- vation of 743.941. Through recent correspondence with the U. S. Geological Survey, it has been found that, by the last adjustment of this bench, the elevation is 743.932, and the levels of the Flood Commission have therefore been corrected to conform to this elevation. ‘ The Flood Commission system of levels is the iirst of its kind carried out in the City of Pittsburgh. The work has been precisely done, and the errors or differences found with the levels of other systems have been noted in each particular case. Descfript'io1‘z of Lines. The route of the lines forming the system of levels is as follows: I. From Pennsylvania Railroadbench mark (No. 100) to U. S. Geologi- cal Survey bench mark, at Nadine Station, on the B. & А. V. Div. of the Pennsylvania Railroad, on the left bank of the Allegheny River. Distance, 8 miles. 2. From Pennsylvania Railroad bench mark to Glenwood highway bridge. Distance, 5.5 miles. _ 3. From Pennsylvania Railroad bench mark, across Monongahela River, viga P., C., C. & St. L. Ry. bridge, to south abutment of Smithfield Street bridge. Distance, 1.4 miles. 4. From south abutment of Smithñeld Street bridge to “Lockhart” mon- ument of U. S. Engineer harbor line. Situated on left bank of Ohio River, at МсК88з ROCRS. Distance, 3.7 miles. 5. From south abutment of Smithfield Street bridge to Carson Street near Thirty-sixth Street. Distance, 2.8 miles. б. From Pennsylvania Railroad bench mark (No. 100), across the Al- Ft. ‘Худ 9‹ Г‘ D" b1~1°r1n­n to 51‘ щ. 1,. 1.,.. 1868, .ation of railway legheny River, via. P., on Federal Street, Northside. Distance 0.9 of a mile. 7. From P., Ft. W. & C. Ry. station to north end of Thirtieth Street bridge, on right bank of Allegheny River. Distance, 1.4 miles. 8. From P., Ft. “Т. 8: С. Ry. station to signal block of this railroad near Jacks Run, on right bank of Ohio River. Distance, 3.2 miles. _ 9. From Pennsylvania Railroad bench mark (No. 100) 10 “Р01111,” thence ` by First Avenue to Grant Street, thence to point of beginning. Dis- tance, 2.2 miles. \. 324 SURVEYS AND MAPS. BENCH MARKS. BRONZE TABLETS. N 0. \ LOCATION. ELEVATION.. 1 Union S­tation: Right side of second stepon stairway leading to the slope from Liberty Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚Е . . . . . . . . . . . . . . . . . . . . . .. 741.236 2 Keenan Bldg., cor. Liberty Avenue and Seventh Street: On sill (under window) just to right of Liberty Avenue entrance . . . . . . . . . .-. _ . . . . . . . . . . . . . . . . . . . . .. 734.903. 3 Jos. Horne & Со. Bldg., cor. Fifth Street and Penn Avenue: Plate in wall facing ‚‚ Fifth Street, about 5 feet from Penn Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 730.923. 4 Exposition: On pedestal lef­t side of right entrance at west end Machinery Hall (in court at main entrance) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 724.877 5 Riter_ Conley Co. Office Bldg., No. 55 Water Street: Left side of top step of Water Street entrance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 734.185. 6 Thaw Bldg., cor. First Avenue and Smithfield Street: Door sill left side of pillar, Smithfield Street entrance to corner store. This B. M. is not a tablet . . . . . . .. 746.925' 7 Frick Bldg., Fifth Avenue and Grant Street: On pedestal of second column t~o ` left of Grant Street entrance . . . . . . . . ..-. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 785.926» 8 H. I. Heinz Co. Plate set in wall facing entrance to stables, on first building below Administration Building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 728419 9 Federal Street Station, P., Ft. W. & С. Ry: Left side of lower step, Federal Street entrance . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 733.429- Io Damascus Bronze Co., South Avenue and Sturgeon Street: Plate in wall on foundry building, facing South Avenue, about 4 feet from Sturgeon Street.... 722.641 11 Chas. Steiffel Co. Tannery, cor. Preble Avenue and Juniata Street: Plate set in wall facing Juniata Street.. .. . .. .. . .. . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 729160’ 12 Armstrong Cork Co., Twenty-third Street: On stone balustrade, right side of Twenty­third Street entrance to office . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 731.207-' 13 War-d-Mackey Co. Bldg., Thirty-first Street and Liberty Avenue: Plate in wall facing Liberty Avenue, about 20 feet to left of eastern entrance . . . . . . . . . . . . . . .. 745.790 14 Jones & Laughlin Office Bldg., Keystone Works, No. 3140 Second Avenue: Plate set in stone balustrade left side of entrance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 732.867 I5 Pittsburgh Mercantile Co., cor. Twenty­sixth and Carson Streets, South Side: Plate set in stone sill of second window to right of Carson Street entrance 752.74! I6 P. & L. Е. Passen-ger Station, Srnithñeld Street, South Side: Plate in wall, river side of building, about 3 feet from northeast corner . . . . . . . . . . . . . . . . . . . . . . . .. 736.775` 17 P., C., C. & St. L. Ry. wall (Saw Mill Run): Plate set in top of wall about 100 feet below intersection of Steuben and Carson Streets . . . . . . . . . . . . . . . . . . . .. 733.996 OTHER BENCH MARKS. /llleglzeny Ri?/er. Left Bai/Lk, above Eleefentlz Street. No. LOCATION. ELEvAT1oN„ 18 B. M. No. 100, east side Penna. Co. Ofñce Bldg., Penn Avenue and Tenth Street: Shelf on building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 743.932 19 Right side`of lower step, entrance Consolidated Storage C-o., Thirteenth Street, near Pike: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 734.69 2o Right side of lower step, middle entrance to Polish Church, Twenty-first Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . ..'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 735.68 21 Northeast corner, lower step, entrance Trinity Church, Twenty-ñfth and Small- man Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 737.11 22 Southwest corner lower step, entrance to store, southeast corner Smallman and Thirtieth Streets: Square cut in stone . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . .. 734.81' 23 Right side door sill, entrance to store, southwest corner Smallman and Thirty- first Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . ­ - . . . . . . . . . . . . . .. 735.54 24 Left side, second step, northwest corner Smallman and Thirty-second Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . ‚ ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 737.10 Bronze Tablet used for Bench Marks SURVEYS AND MAPS. f 325 Allegheny Rit/ei'. Left Bank, A1207/e Eier/enth Street. (С ontinned.) N o. LocATloN. ELEVATION. 25 Right side of door sill, southwest corner Smallman alld Thirty­fourth Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — . . . . . . . . . . . . . .. 732.06 26 Left side, lower step, main entrance, Valley House, thirty-sixth and Smallman Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 738.12 27 Left side, 'lower step, southeast corner Foster and '1`hirty­eighth Streets: Square ‹‚ cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . .. 746.45 28 Left side, third step, No. 40 Forty-eightll Street, near Hatñeld: Square cut ill stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 749.75 29 Left side door sill, southwest corner 1-Iatñeld and Fiftielth Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ­ - . . . . . . . . . . . . . .. 753.05 30 Left side, lower step, entrance American Bridge Co. Bldg., Fifty-lirst St-reet: _ Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 750.37 31 Northwest corner, upper step, entrance Pittsburgh Spring & Steel Со. ОШсе, Mc- Candless Avenue: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 740.50 32 Left side, lower step, entrance Mt. Albion School, Butler Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 777.06 33 Right side door sill, 6130 Butler Street: Square cut in stone . . . . . . . . . . . . . . . . . . . .. 782.88 34 On gas pipe, center of Butler Monument, U.Y S. Harbor Line, center Sharpsburg ’ bri-dge, left bank . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 742.62 35 Brilliant Pump Station, lower c-orner of door step, machine shop: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — — . . . . . . . . . . . . . . . . 745.94 36 Pennsylvania Water Co.’s pump house, Nadine Station: Copper bolt ill door sill 748.80 37 North side of lower step, entrance to Pittsburgh Post Ofïice . . . . . . . . . . . . . . . . . . .. 749.87 М onongahela River. Left Bank. No. L0cA11oN. ' ELEVATION. 38 Smithfield Street bridge, north side of south abutment, 17 feet east of the west end: Square shelf . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.54 39 Left side of door sill, entrance Dilworth, Porter & Со. office, northeast corner Bingham and Fourt­h Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . .. 729.51 40 Left side, lower step, entrance to A. Garrison Foundry Со. office, northeast cor- ner Bingham and Ninth Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . .. 743.80 41 Right side of door sill, entrance to Ninth U. P. Church, southwest corner Bing- ham and Fourteenth Streets: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . .. 756.31 42 Left side of lower step, Union Baptist Church, southeast corner Ninteenth Street and Wright Alley: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 754.78 43 Right side of door sill, entrance to Lotus Club, 2310 Sidney Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 755.36 44 On top stone step post, right side of entrance to Holy Cross Church, Carson Street, between '1`~hirty­ñrst and Thirty­second Streets . . . . . . . . . . . . . . . . . . . . . . . .. 754.93 45 Right side of door sill, entrance to a dwelling, 3495 Carson Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 742.67 46 Р. & L. E. R. R., southeast corner of pedestal of Williamsburg Water Tank (south pedestal next to tracks) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 730.60 Allegheny River. Right Bank. N0. ‚ LOCATION. ELEVATION- 47 Northwest anchor bolt of newel post of iron fence on wall, right side of approach to Thirtieth Street bridge (River Avenue approach) . . . . . . . . . . . . . . .. 728.06 48 Top east end, east concrete door step, National Lead & Oil Co.’s Bldg., River Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 722.11 49 Top belt course, southwest corner, Bern Apts., River Avenue . . . . . . . . . . . . . . . . . . . .. 729.26 50 Northeast corner belt course, southwest corner Main and Pine Streets . . . . . . . . . .. 730.05 326 ‚ BENCH MARKS. Allegheny Riz/ei'. Right Bank. (C011-tinited.) No. 1.ocAT1oN. ELEVATION. 51 Shelf on rock face retaining wall, north side W'. P. R. R., 140 feet east oi Pine Street, marked “В. М. No. 2” . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 739.21 52 Northwest corner belt course, southeast corner V\/'alnut and Main Streets . . . . . . 728.29 53 North end, north door sill, 209 Madison Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 727.99 54 Northwest corner belt course, southeast corner Madison Avenue and Saw Mill Alley 725.83 5 Southwest corner belt course, northeast corner River and Madison Avenues.... 722.56 56 Northwest corner bridge seat, west abutment P., Ft. 1/V. & С. Ry. bridge, River Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 736.60 57 Southwest corner belt course, northeast corner Anderson and River Avenues.... 727.70 58 Тор lead plug, southwest corner west pedestal, north end Seventh Street bridge, B. & O. tracks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — . . . . . . . . .. 720.44 59 Northeast corner abutment wing wall, southeast corner Federal Street and River Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 733.14 60 Northwest corner, northeast pedestal, Anderson Street overhead P., Ft. W. & С. Ry. bridge . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — ‚ . . . . . . . .. 737.10 61 Northwest corner belt course, southeast corner Lacock and Goodrich Strects.... 728.20 ‚ ‚ Ol ` R'fq ‚ ’. Right Barth. no wm N0- Loc.-\T1oN. ELEVATION. 62 Leit side 01 stone door sill, southwest corner Grant Avenue and South Avenne.. 725.35 63 Right side of concrete door step, northwest 4corner South Avenue and School Street 721.34 64 Right side `of door sill, southwest corner Rebecca Street and Grant Avenue: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.63 65 Second step, southwest corner Rebecca Street and Allegheny Avenue: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 724.69 66 Right side oi second step, entrance Barrett Mig. Co.’s office, southeast corner Rebecca Street and Sproat Alley: Square cut in stone . . . . . . . . . . . . . . . . . . . .. 725.80 67 Left side door sill, entrance Pittsburgh Clay Pott Co.’s office, 1247 Rebecca Street 728.88 68 Right side 01 door sill, entrance La Belle Steel Co.’s ofñce, east side 01 Ridge Avenue, near Rebecca Street: Square :ut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.96 69 Left side 01 iirst step, east side of No 59, Chantiers Street, near Rebecca Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 723.82 70 Stone door sill, right side, northeast corner Page and Beaver, Beaver Avenue entrance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 728.72 71 On stone pcd-estal, northeast corner Beaver Avenue and Fayette Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 729.95 72 Stone door sill, northwest corner Beaver Avenue and Greenwood Street, Post Ofñce Building: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 735.16 73 Leit side st-one door sill, southeast corner Preble Avenue' and Bayard Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 730.98 74 Right side of door sill, southwest corner Preble and Island Avenues: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 733.00 75 Left side of lower step, entrance Pittsburgh Stove & Range Co. bldg., Preble Avenue between Island Avenue and Ontario Street: Square cut in stone . . . . . . . . . . . . .. 726.96 76 Stone pedestal at street crossing railroad east side of Preble Avenue, between Is- land Avenue and Ontario Street . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 729.94 77 Stone pedestal, southeast corner Preble Avenue and Ontario Street; Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ ‚ . . . . . . . . . . . . . . . . . . . .. 728.76 78 Stone pedestal, southwest corner Preble Avenue and Kerr Street; square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ — . . . . . . . . . . . . . . . . . . . . . . .. 728.12 79 Stone pedestal, southwest corner Preble Avenue and Wilkins Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - ‚ . . . . . . . . . . . . . . . . . . . .. 726.80 80 Concrete pedestal, foot-bridge, crossing P., Ft. W. & C. Ry., Cass Avenue, oppo- site Pressed Steel Car Co.’s works: Square cut in stone . . . . . . . . . . . . . . . . . . . .. 725.89 81 Coping stone, west edge of retaining wall, Р.,’ Ft. W. & C. Ry.,Cass Avenue: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 731.98 SURVEYS AND MARS. 327 Ohio Rit/er. Right Bank. (Continued.) No. LocAT1oN. ELEVATION. 82 Concrete pedestal, signal block, about 1,300 1001 below above bench: Square cut in Stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . ­ ‚ . . . . .. 728.99 М onongahela Кбит’. Right Bank. N о. LocAT1oN. ELEVATION. 83 Belt course, B. & О. R. R. retaining wall, 27 1001 east of 1110 0110 mile post: Square cut in 510110 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 729.14 85 Copper tablet 501 111 walk, 60 1001 west 014252 Second Avenue, marked Filbert Paving & Supply Co., Pittsburgh, Pa . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 769.11 86 West 5160, lower step, entrance to Hazelwood Annex 01 Hazelwood Public. School: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 775.53 87 West 5160, 510р of L. Martine Bakery, 5406 Second Avenue: On 0х11-01110—0116— no cut marks on this . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 774.34 88 North end 01 west 5160, -bridge seat, Glenwood highway bridge (between 2 large pipes): Square cut in stone..- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 776.72 Left Bank. ‚ _ 89 510110 р10’1 of VVabaSh Railroad bridge, opposite telephone pole on Carson Street: Square cut in 510110 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - . . . . . . . . . . . . . . . . . . . .. 732.90 Ohio River. Left Bank. N 0. ' LOCATION. ELEVATION. 90 Lower door step, western 5160 entrance to Lawrence Paint \/Vorks, on Carson 1 Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - ‚ . . . . . . . . . . . . . .. 758.12 91 Small pier at end »retaining wall 01 Corks Run viaduct, just south 01 Carson Street, . on road 10 Shera-den: Square cut in 510110 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 769.18 92 Highway bridge over Corks Run on Carson Street, northeast corner of south 4abutment and third course of stone 110111 10р: Square cut in 510110 . . . . . . . . . .. 724.09 93 Оп Small pier at east-end stone wall, 128 Carson Street: Square cut in 510110.. 729.91 94 Ohio River Connecting Bridge, recess cut in pier facing tracks, 19111 course 01 5’10110 110111 10р, а116 17 feet from south end 01 р101 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 727.67 95 Rough Hag-stone, east end, at bott-om of porch step, 408 Carson Street: Square cut in stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ ‚ . . . . . . . . . . . . . . . . . . . . . . . . . .. 724.34 96 U. S. G. S. B. M., copper tablet, north abutment, east side bridge scat, P. & L. Е. А R. R. bridge over Chartiers Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 717.673 97 U. S. Harbor Line Monument, “Lockhart,” about 5 1001 east of Lockhart’s pump house on left bank, ba-ck channel Ohio River, marked on copper tablet “Lockrt” 722.19 . . CHECKS. Le?/els showing Results of Connections with Got/erninent Bench Ma1'ks. No. 36 U. S. G. S. B. M. at Nadine Station. Flood Commission, ñrst running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 748.789 Flood Commission, second running . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . ­ ‚ . . . . „ 748.804 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 748.797 U. S. Geological Survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 748.838 Difference . . . . . . . . . . . . . : . . . . . . . . . . . - ­ . . . . . . . . . . . . . . . . . . . . .‚ . . . . .. _ .041 Ко. 37-А U. S. Engineer bronze tablet, Oliver Building. (From P. R, R. НМ.) . . . . .. 743.459 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 743.448 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - . . . . . . . . . . .. ‚011 328 LEVELS. No. 38 No. 84 No. 38 No. 94 No. 46 No. 62-A No. 84 CHECKS. (Continued.) Smithfield Street bridge, north side of south abutment, 17 feet east of west end: Square 'cut in masonry. Flood Commission, ñrst running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.547 Flood Commission, second running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.544 Flood Commission, third running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 726.537 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‹ . . . . . . . . . . 726.542 U. S. Geological Survey elevation . . . . . . . . . . . . . . . . . . . . . . ­ ‚ . . . . . . . . . . . . . . . . . . . ‚‚ 726730 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .188 Copper bolt in east end of retaining wall, south side of tracks at east end of train shed. IU. S. C. & G. Survey elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 747.117 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . .. 746.981 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‚ . . . . . . . . .136 Lefz/els showing Results of Connections ‘with Railroad Bench Marks. Smithfield Street bridge, north ~side of south abutment, 17 feet east of West end: Square cut in masonry. Flood Commission, ñrst running . . . ..' . . . . . . . . . . . . . . . . . . . - - . . . . . . . . . . . . . . . . . . . .. 726.547 Flood Commission, second running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.544 Flood Commission, third running . . . . . . . . . . . . . . - - . .- . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.537 Flo`od Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . .; . . . . ..' . . .= . . . . . . . . . _ 726.542 P. & L. E. R. R. (main line elevation) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.835 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .293 P. & L. E. R. R. (P., МсК. & Y. Div. elevation) . . . . . . . . . . . . . . . . . . . . . . . . . . .. 726.880 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 726542 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .338 Ohio Connecting Bridge, recess cut in pier facing tracks. Р. & L. E. R. R. elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ - . . . . . . . . . . . . . . . . . . . . . . .. 727.949 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 727.670 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - . . . . . . . . . . . . .279 W'illiams«burg water tank, southeast corner of 5011111 pedestal next to tracks. P. & L. E. R. R. elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ­ - . . . . .. 730.877 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ­ ­ . . . . .. 730.596 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .281 Copper plug, southeast corner, north abutment, over B. & О. Ri R. at old Union bridge. s B. & О. R. R. elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725.905 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 725.308 Difference . . . . . . . . . . . . _ .- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .597 Copper bolt in east end of retaining Wall, south side of tracks at east end of train shed. - _ . B. & О. R. R. elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . 747.600 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 746.981 Difference . . . . . . . .I . . . . . . . . . . . . . . — . . . . . . . . . . . . . . . . . . ._ . . . . . . . . . . . . .619 SURVEYS AND MAPS. 329 No. 84­A N 0. 84-B No. .36 No. 88 No. 47 .82 -97 .45 4-А CHECKS. (Continued.) Copper bolt in southeast corner of bridge -over Maurice Street, Pittsburgh, 1,000 feet west of mile post Baltimore 326. B. & О. R. R. elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 746.540 Flood Commission, adjusted elevation . . . . . . . . . . ­ ­ . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 745.930 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .610 Copper bolt in bridge seat, west abutment of railroad bridge over Second Avenue. B. & О. R. R. elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 744.080 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . ‚ — . . . . . . . . . . . . . . . . .. 743.468 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ — . . . . . . . . . . . . . . . . . . .612 P., Ft. W. & C. Ry., south end bottom step, main entrance, Federal Street sta- tion. P., Ft. W. & C. Ry. elevation . . . . . . . . . . . . . . . . . . . . ‚ ‚ . . . . . . . . . . . . . . . . . . . . . . . . . .. 734.109 Flood Commission, adjusted elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 733.915 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . ‚ - . . . . . . . . . . . . . . . . . . . . . . . . .194 Results of Flood Commission Let/els at Terminal Points. Nadine Station-P`ennsylvania Water Company pump house. Flood Commission, first running . . . . . . . . . . . . . ­ ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 748.789 Flood Commission, second running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 748.804 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .015 Glenwood bridge, north abutment. Flood Commission, first running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 776.714 Flood Commission, second running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 776.731 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .017 Thirtieth Street bridge, Nor-th Side. Flood Commission, first running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 728.072 Flood Commission, second running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 728.050 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .022 Оп foundation on signal block, P., Ft. W. & C. Ry., near Jacks Run. Flood Commission, first running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 728.983 Flood Commission, second running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 729.003 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .020 U. S. Harbor Line Monument “Lockhart,” below Chartiers Creek.` Flood Commission, ñrst running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ,_ 722.178 Flood Commission, second running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _‚ 722.197 Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .019 Carson Street, near Thirty-sixth Street. Flood Commission, first running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .} . . . . . . . .. 742.673 Flood Commission, second running . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 742.670 Difference . . . . . . . . . . . . ‚ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .003 330 SURVEYS AND MAPS. COST OF SURVEYS, MAPPI.\'G AND INVESTIGATIONS. CITY SURVEYS. The cost of the city survey may be considered low, especially when taking into ac- count certain drawbacks, Such as new organization and the held troubles in conducting work under the conditions peculiar to this city. It has been subdivided and totaled as follows: SURVEYS. Land surveys, 4,960 acres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 2,395.00 Cost per acre . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .48 Soundings, 9,000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 550.00 Cost per 100 soundings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ,_ ` .61 Spirit leveling, 56 miles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 230.00 Cost per mile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4.11 1\-IARPING. Original maps, 13 sheets, scale 1" : 160’ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 2,205.00 Cost per square foot . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 25.06 Tracing and lettering the above sheets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 760.00 Cost per square foot . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8.67 Total area plotted, including rivers, 7,420 acres. FLOOD DAMAGE lNVES'1`IGATIO1\`S. Collecting data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 784.00 sL'.\1.\1ARY. Surveys . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $3,175.00 Mapping, tracing, etc . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,9б5.00 Flood damage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ._ 784.00 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 6,924.00 SURVEYS OF RESERVOIR PROJECTS. Regarding the reservoir site surveys, it may be said that, considering the informa- tion obtained, the cost is reasonable, and perhaps below the average of many other surveys of a similar nature. It must be realized that, with this work also, certain diffi- culties frequently were encountered, men new to the work, rough topography, wood and brush covered areas, and snow and fog. It is very likely that if an accurate table were made of comparative survey costs, under the various types of topographic conditions encountered, the valley type, especially where rugged and brushy, would average high- er than the usual cross-country work. The long strip, composed considerably of continu- ous hillsides, with the dividing stream often interfering with easy communication, is the feature in such work that tends to increase the cost. The total cost 'of surveys in the drainage basins, including the examination nec- essary for the selection of the sites, was $26,370. The average cost per acre of the 25 projects fully surveyed by the Commission was 32 cents. The average cost for those of rugged topography, 17 in number, was 41 cents per acre, while the average for those of gradually sloping topography, and in general having no particularly troublesome features, was 28 cents per acre. The range of cost for the rugged class was from 20 to 63 cents, and for the Hatter and more open country, 16 to 53 cents. _ The accessibility of the projects, the living accommodations and the road facilities had a great deal to do with the wide range occurring in each of the classes. The size TABLE N о. 53. COST OF RESERVOIR SURVEYS AND MAPS а ŕ I REOAPITULATION OF COSTS SURVEYS AND TOPOGRAPHY 1 LEVELING DRAFTING MAPS 11A1>PlNG ’ I Character ‘З 8 of country ё ‚Ё Cost ì Е Ё Cost Cost I ш Ё, В Eg, I È, î Total Scalo ol * _ 5 Project Inclusive dates in field ———— *__* Ё ‚Ё ё‘ ggg ggg --_“M -7“ —— Inclusive dates in field E ‚ё 11111128 ————————-— ——‘— Wgllgiligg ­‘v Й т“ —“ т‘ ä Topograplly Levellng` Mapping Total 8 Ё ‘з Ё’ Ё ‘Ё Ёёз Ё’ Ё 8 I Ё Ё * Total 8 а Ё —-‹ а Ф“: Ё Ё Per Total ‚а 2 äär Total Per sq. it. including 3 Ё Ё Ё Ё. 2 На; а "’ acre .8 l>. e materials O ce <,n.os д O as % % Щ Е‘ D (Acres) (Acres)I Е‘ Q Mahoning Creek N0- 1 ­­­­ -­ Feb. 25. ’10-Apr. 1. ’10 62 30 а fair 31 27 66 1769 80.43 $ 760.50 Feb. 20, '10-Mar. 7, ’10 13 6 12.0 88.66 6 104.00 1"-400' 5 24.70 3 94.50 8 760.50 9 104.00 8 94.50 3 959.00 “ “ N0. 2 ____ -.. Apr. 2, ’10-Apr. 30, ’10 50 40 “ 25 21 105 2209 0.28 613.50 Mar. 29, ’10­­­Ap1‘. 1, ’10 4 4 15.4 2.82 3.50 “ 43.10 205.50 613.50 43.50 205.50 862.50 East Sandy Creek NO. 1-__.. May 26, ’10-elïlrllay 30, :10 $6 80 gOOd 4 2 97 193 0.63 121.00 ilálay 24, ,’10­M8.y 25, ’10 2 2 3€ gg 1,? « « “ N .2____ M 31 ’10— une 5, 10 9I 80 “ 5 3 85 254 0.60 151.50 av 31 10 1 1 1. . . ‚ - 1 - ­ '­ . Black Lick 0reek.___? ..... -_ .T3915 27: ’10-Mar. 24, ’10 45 40 b good 49 39 88 3432 0.53 1822.50 Jan. 20: ’10-Jan. 27, ’10 7 3 9.0 8.17 73.50 “ 31.00 230.00 ъ 1822.50 73.50 230.00 2126,00 1.3wf.’.»z373Y 278“ ——————— —- 3.3 13:33 13 3 3333 33 333 272 333 133:63- 3313 3 3 rr 33-6 336 .333 e ___________ __ . ‚ ' . . . . , . . . ‚ - - . . . Ofggeâ Rîtlfsr N0. 1 _______ __ Feb. 9, :10-Apr. 8: :10 85 80 C Í8.î1‘ 51 41 3028 0.43 1291.50 Feb. 8: ’10-Feb. 19, ’10 11 11 28.0 3.25 91.00 “ 26.40 172.50 1291.50 91.00 172.50 1555.00 « ‹‘ No. 3_-__----- 1?’ ‚ЗЭЁЁЁЁ‘ lâ’ 79 75 а fair 102 92 52 4785 0.51 2457.00 Nov. в, '09-Nov. 16, '09 9 8 28.2 2.73 7700 « 27.80 287.50 2457 00 7700 297.50 2821.50 “ “ NO. 4 _______ ..- Dec.. 13: ’O9-Jan. 20: ’10 73 70 e g0Od 34 23 142 3254 0.27 869.00 Dee. 16, ’09­Dee. 21, '09 5 5 12.0 3 08 37.00 “ 28.80 202.50 869.00 37,00 202,50 1108,50 Tionesta Creek ___________ -_ Nov. 20, '09-Feb. 24, ’10 61 65 Í gOed 83 65 57 3734 0.56 2098.50 SIGV. 18, :I09-8 N Ov. 24, ’09 6 5 “ Zgäâ 5.3 058 gg ' _____________ .._ J 6, ’10­-J 29, ’10 56 45 “ 21 18 106 1912 0.33 623.00 une 6, , , 18, 1910 4 4 . . . “ . . . . glîlläglìa Ogäglîk ______________ ..- M151; 16, ’10-Mug? 25, ’10 16 15 “ 9 6 151 904 0.21 194.00 Feb. 18, ’10-Feb. 26, ’10 8 7 12.3 4.88 60.00 “ 26.70 52.00 194 00 60.00 52 00 306 00 Cussewago Creek .__________.. Mal’. 28, ’10­M8.y 14, ’10 12 10 “ 42 36 176 6339 0.16 1021.00 Feb. 28, ’10-Mal'. 5, ’10 6 6 6.0 10.00 60.00 “ 15.50 212.50 1021.00 60.00 212 50 1293 50 North Br. French O1‘eek_-__- Feb. Ё, ЁЗЁЁШШ‘. Í?, 17 30 g fail’ 45 40 98 3912 0.26 1016.50 Feb. 8, ’10-Feb. 17, ’10 9 9 19.0 3.82 7250 “ 22.50 190.50 1016.50 72.50 190.50 1279 50 Laurel H111 oroek-__-_-_ . ..-_ ¿Egg 29: ,10_Jä?; 7; .10 73 60 ‘‹ 24 18 72 1292 0.43 560.50 May 30, ’10-Juno 6, ’10 7 5 12.0 4.34 52 00 “ 33 90 94.50 560.50 52 00 94 50 707 00 Oaßselluan River N0. 1 ____ -.. May 15, ’10-May 18, ’10 68 80 роог З 3 61 184 0.50 92.50 Mal'. 12, :10 1 1 4.3 2.21 9.50 181% 9.50 46.50 14% (5)0 fr rr г, ———— —— 37 23:37 .3 33 « 3 3 33 33 833 33- 33 .3 3 1 3-3 33 « ...O 2;.. 33; 3.3 ‹‘ “ 4:: M25 25: ‘10-112; 27: ’10 85 70 “ 3 1 256 256 0Í66 92 50 Mar' 10: ’10 1 1 115 0:23 9Í50 “ 8460 46.50 92.50 9Í50 46 50 148.50 “ “ N0. 5 ____ __ May 28, ’10­-June 1, ’10 85 70 “ 4 2 172 344 0.36 124.50 Маг 17, ’10 1 1 2.4 3.96 9.50 “ 62 80 46.50 124.50 9.50 46.50 180.50 Cheat River No. 1 __________ __ Jan. 26, ’10-M9.r. 11, ’10 57 80 “ 39 32 173 5518 0.20 1091.50 Jan. 24, ’10-Feb. 2, ’10 9 8 24.0 3.33 80.00 “ 13.70 163.00 1091.50 80,00 163,00 1334.50 .. .. М, 2 __________ __ De, 29, ’09._May 12, ’10 20 70 fair 116 102 62 6354 0.49 3117.00 Deo. 29, ’09-Feb. 3, ’10 32 22 31.6 6.31 199.50 “ 22.30 305.50 3117.00 199.50 305 50 3622.00 West Fork River __________ -_ J an. 26, ’10-Apr. 15, ’10 25 20 goed 69 60 181 10815 0.18 12,391@ ian. .26, ’10-ilíar. 1, ’10 30 26 68.6 4.51 243.00 “ lgîlàgg 242,00 50 zggâoñg ______________ _._ А '. 6, ’ 0-M 12, ’10 10 40 “ 23 19 191 3620 0.20 0 . al’. 2, ’l0- 81‘. 11, ’10 9 9 22.0 3.30 .50 “ . . . 2, 50 _ Eläogîîeërôůß (A)___-__..__- pl 1 1 ay 842 701 ___ 69495 ___ 22303.50 184 153 843.1 --- 1543.50 ....... __ _-___ 3872 00 22303.50 1543.50 3872.00 27719.00 Average, group (A) ______ -.. 55 56 ___ __- -__ .­­­­.­ 0.32 --­­­-­- ___ ___ ___- 4.50 25.80 .._-.._--_ ‚_-——__- ..__..____ „__---- _______ -_ F h Greek _____________-- Aug. 22, ’10-Aug. 29, ’10 23 20 good 7 6 479 2871 0.06 172.00 ЕЩЕ R. levels _-_ --- ___- -___ _____ __. 1” 1000’ 213.30 185.50 17200 ________ 185 50 357.50 Aflìrêïlony River No. 1 _____ _- Aug. 31, §10-sept. 8,;1o 55 50 1; 8 6 428 2564 0.07 130€@ 511% àà. U.s.govt.1eve1s _---___ 1@-‘800’ 164.gg £9.33 138%) ______ _- ¿gm £033 :I Í: Ё“ Ёшш‘ SEDE' 1%’ 132832' 13 56 gg “ Ё 3 555 ÈÃ1 5.35 98.00) P R R' & Е’ 03:01:31: п‘ ш т’ т’ "т" ‘‹ 1.1320 17900 9000 _"M" 17900 269°00 о. _---___ ep . , ’ -ep . , ’ ­ . ~ . . . --_ ___ __-- ___- _---___ „ I . . . _--.___ Youghîogheny River NO. 1-- July 8, ’10-July 11, ’10 20 35 “ 3 3 266 731 0.09 68.50 July 5, 12, 13, 1 3 90 4.06 36.50 1 1000 305.10 691.? 36.50 8% 50 3.0 Total, group (B) ________ _- 30 25 ___ 12258 ——- 691-50 3 3 90 ___- 36.50 ....... .... ..--.. 84.00 0 36.50 00 . Average, group (B) ______ -_ 32 41 -_ -_ ___ ———— 006 _ ­­­­.­­-­ ——— __- _..-_ 4.06 163.30 _ _ _ _ _ _ _ . _ _ _ _ _ — _- _____..__ ______ __ L _-——__--- L lh O k ________ —— Mar. 25, ’10-Apr. 19, ’10 40 40 fail’ 22 19 157 2989 0.22 664.00 Маг. 22 ’10-Mar. 31, ’10 9 8 26.0 2.17 56 50 1"-400’ 15.60 100.50 664 00 56 50 10050 821 00 Sl(1)a,y$erBanFnârk 11§ie17e1‘ N0. 1...... Aug'. 11, ’10-Aug. 15, ’10 30 65 “ 5 4 150 599 0.22 130-50 Nro WYB,16V81S 1'l1Il -__ ___ __.... ____ _-——__- 1”;500’ 173.90 63.00 130 50 ______ -.. 63.00 193 50 « « u N0_ 2___ Aug, 16, ’10_Aug, 20, ’10 55 90 poor 5 4 327 1306 010 130.50 1\o Wye levels run ___ __- -__- ___- _-——__- 98.30 780) 130.50 ..--:.--.. 78.00 208.50 Total, group (O) ________ __ 32 27 --- 4894 ___ 925-00 9 8 26.0 ___- .50 -..-_----_ _-.._ 24150 92500 06.50 24150 122300 Average, group (O)__.....­ 42 65 -_ -_ ___ ———— 0.19 ­-­­-­­ ___ ___ ___- 2.17 31.70 _-——__-.. ______ .._ _-——__-.. ‚_-——__- _-——__.-- ° ‘ N . 2-- Jul 14, ’10 11 40 1 1 ___ ___- --_ 23.00 U. S. G. S. Sheets ...__ ___ --.... ___- _---___ 1”­100’ _-.._ 26.00 23.00 _.——__--- 26.00 49.00 Youghlggheny Rlxer Ng. з" м}; 15, ‚10 95 90 1 1 ___ ____ ___ 23.00 Feb. 14, ’10-Feb. 16, ’10 3 2 3.0 10.00 30.00 “ ‚___ 26.00 23.00 30.00 26.00 79.00 “ ‹‘ N0, 4__ July 16, ’10 50 80 1 1 __ ____ ___ 23.00 Feb. 17, ’10­­-Feb. 24, ’10 7 4 7.0 10.07 70.50 “ ___- 26.00 23.00 70 50 26.00 119.50 “ “ NO. 5-- July 21, ’10­-July 25, ’10 90 80 5 2 ___ ____ ___ 115.00 Feb. 25, ’10-Маг. 4, ’10 7 4 8.0 8.88 71.00 “ -.._ 26.00 115.00 71.00 26.00 212.00 Sandy Creek (W. Va.. ‚___- Aug. 5, ’10-Aug. 6, ’10 52 40 2 1 -._- --_- --_ 33-50 S. Sheets ___ ___ ___- __-- _____ _- ____ 26.00 53.50 „___--- 70% Teters Creek ._ ............. —— Aug. 3. :10-Aug. 4, :10 30 55 2 1 ___ _.——- ——— U~S­ G- S» Säeeës --- --- ———— _-.._ ————— —— „ _--._ äßo —___.—___ 26.00 106.00 Buckhannon Rlver -_.._--_-.._ Aug. 8, 10-Aug. 10, ‚10 93 20 3 2 ___ ___- __- 42-50 U­S-G- Sheets ——— --_ ___- ..-__ _-——__- “ ___- .00 4 -___-___ 26.00 68.50 Migdle Fgrk Rixer 1100' 2"" Ё“? gg’ ;1g:'_1T1u1y 21!’ '13 gg 38 Ё Ё п‘ п" "C 85.50 U.S.G' S ghggtg "- п- nu "__ _ '''' п “ п" зёэо '''''' __ 26.00 111.50 о’ т’ и У ’ ug' ’ 21 14 Ё: III Ё: 477.50 17 10 186 :Í: "`17`lÍ50 -_-_-_--_ III 23400 477.50 17 50 23400 88300 Total, group (D)__-_____-_ V Average, group (D) ..... -_ 68 65 __ -_ ___ ———— ___ ------- -—- --- —-—- 9.03 ————— —_ „_-——__- ___- ______ —— _.——__--- „_-——__ ______ _- _-——__-—- _ _ _ _ _ _ __ 8, '1 2 , ’10 85 80 2 ___ ___- ___ 41-00 July 18, ’10-July 20, ’10 3 2 8.0 3.44 27.50 _________ ____ „___--- 41.00 27.50 ____-___ 68.50 ;É1ihÍlͧr;)r‘0e;Éo12"§§_I1_§Í ____ _- 30, (1, ’10 15 з5 Ё 2 __- ___- __- 57.50 June 29, ’10-June го, ’10 2 2 2.0 8.00 16.00 -________ ____ _-_-_-_- 57.50 16.00 ______ __ 73.50 N. Br. of Red Bank Greek-- No survey 90 65 __ -- __- -._- ___ ­­§­8­5ö June 8. ’10­June 9, ’10 2 Ё 19.0 2.33 21.00 _________ ____ ______ __ ________ ggg ________ läàgg Total, group (E).É ______ —_ 63 60 5 4 ___ _.——- ——— - 7 9-0 ё-ёё 64.50 _-——__--- -___ „_-——__ 98.50 . ______ —— - Ё1ЧЁЁЁЕеФОЁЁЦР„13:11: -: -_ 930 771 524496.00 220 180 415.1 __-- 5187250 35198.50 824496.00 61872.50 35193.50 631562.00 Grand Average .......... -- 50 57 --_ __- ­­­~~­­ __- ___ _———— $4.51 _ .... __ ._-______ „___..- -_-___-_ ______ -_ -_-----_- - ~ ­ A 0 11; 1 h ' trol by Flood oommlssïon. ' 2 › ;-- fl: a. Average depth of srlow Ё 1п0рев 131‘ perl‘od of worlîlllg dzäys. ЕЕ; Rgcfggâoîssaîpcfêglëâgolérâggycïrà F100 d Commission’ contro] from „ther Sourcefk : ‹: 3.. :os tè' ‹‘ “ ‹‘ 24 ‹‘ “ ‹‘ 20 “ “ *Includes salaries, subsistence (C) Topography and control by Flood Oolnmlssion and U. S. Geologlcal Survey. " ° ’ d' « “ “ 20 “ ‹‘ “ 42 “ “ and traveling expenses. (D) Developed from U. S. Geological Survey Sheets and topography at Slte OÍ dam е. “ “ “ 20 “ “ entire period of survey. by по‘)? Üommisëîolïh . Í: .. .. « 24 .. .. period of äö Worlïing days' (El Reconnolssance, sllght amount of survey data obtalned. g. ‘С Il Il 66 ‘Í (6 в Í G0 -.vv SURVEYS AND MAPS. 331 ‚ 01 111е project also had considerable influence; for instance, East Sandy Nos. I and 2, among the smallest of the rugged class, cost 63 cents per acre, the reason for this high 'cost being largely that _the parties traveled daily to the work by train and the service was pooh Cheat N0. I shows a low cost, 20 cents per acre, especially when considering that the greater part of the country is unusually rugged. The party had become experienced and worked Well together, so that this survey was executed expeditiously. On another project in this region, and on three or four in the Allegheny Basin, the acre cost runs higher than it should, considering the conditions that obtained. The projects range in length from about one mile to thirty miles, and the difference in level covers, in many places, about 200 1ее1. The details and totals of the cost of surveying and mapping the reservoir sites are shown in the accompanying table, N0. 53, where the projects are grouped according to the method of survey. SUMMARY OF ALL ENGINEERING WORK, FIELD AND OFFICE. To March I, 1911. Reservoir surveys and original maps“ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $31,562 City surveys and original traciugs* . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6,140 Equipment, ñeld and ofñce . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,101 Hydrography, stream studies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,195 Forest examinations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,500 Studies, maps, etc., for report* . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 12,340 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 5 5,838 * Includes materials. APPENDIX N0. 5. METHODS OF FLOOD RELIEF IN FOREIGN COUNTRIES. Introduction--Flood Protection-Flood Prevention by Storage Res- ‚ erv«o_1rs_-Russia--Germany--Austria —- France — Spain — Сапас1а -Mississippi River. Witli few exceptions, all communities situated on low ground bordering rivers have suffered to a greater or less extent from inundation and have had to face the prob- lem of Hood relief. European cities and towns, as compared with the phenomenal development in America, have had a gradual growth that has extended over centuries instead of decades and has given opportunity for a better and more complete solu- tion of this problem; and it is quite natural that, in Europe, the construction of Hood relief works should be further advanced than in this country. It is to be expected, more- over, that countries that have given such thorough and successful attention to the de- velopment of their natural inland waterways for navigation, should have made nota- ble progress in river regulation. As a rule, the methods of Hood relief employed in foreign countries have, until comparatively recent years, been some form of local protection, as Walls or dikes, filling in of low ground, straightening, deepening and widening of river channels, etc. The works on the Danube, at Vienna and Budapest, are notable examples of these methods of Hood relief. In certain cases, where the conditions were favorable, diver- sion channels have been built to accommodate the discharge in excess of the carrying capacity of the natural channel. This method has been recommended by the Flood Commission of Paris in its Irecent report, the studies having shown that by the con- struction of a diversion channel about 20 miles long, taking part of the Hood How of the Marne to the north around the city, and emptying into the Seine below the city, at Epinay, a reduction of 5.7 feet in a Hood similar to that of 1910 could be obtained at a cost of $34,000,000. Local treatment of the Hood problem by one or another of the above methods has been so widely followed, and, in each case, is so entirely gov- erned by the local conditions, that it would seem useless and of little interest to give space in this discussion to the numerous examples of Hood protection. In comparatively recent years, however, another method of Hood relief has been successfully employed in European countries, that of Hood prevention by storage res- ervoirs. This is of such peculiar interest in connection with the report of this Com- mission, which so largely deals with a solution of the Pittsburgh Flood Problem by means of reservoir control, that the success of such works in other countries has been treated at length in the following pages, in order to show that, despite the doubts of the feasibility of this method which have been expressed, reservoirs for impounding and controlling damaging Hood waters have been built and are being successfully operated. RUSSIA The greatest system of artificial reservoirs in Europe is located Yat the headwaters of the Volga and Msta rivers in Russia. The Volga, the greatest river in Europe, rises about 200 miles southeast of St. Petersburg, and Hows eastwardly for about Yhalf its length of 2,325 miles, and then southwardly into the Caspian Sea. The Msta rises near the same point, but Hows in a general northerly direction into the Baltic Sea. The two river systems have for a long time been connected by artificial water- METHODS or FLOOD RELIEF 1N FOREIGN COUNTRIES. 333 ways, but navigation was not possible, except during high water, until advantage was taken of the natural reservoir sites afforded by the numerous lakes near the sources of the two rivers, which were converted into enormous storage reservoirs by the con- struction of low dams across their outlets. The combined capacity of the system is -about 3 5,000,000,000 cubic feet, the largest reservoir having a capacity of 14,00o,000,000 cubic feet. This system of reservoirs has been notably successful in preventing Hoods and in improving the navigation on the two rivers, the benefit to the latter being felt on the Volga for a distance of over 450 nliles, and both rivers being navigable for three months longer than formerly. GERMANY The construction of storage reservoirs as a means of Hood colltrol has probably been more extensively carried on in Germany than in any other country. A number of these reservoirs are intended solely for purposes of flood control, while others are, in addition, used for navigation, power development and water supply. WUPPER RIVER. The V\/'upper River drains about 240 square miles and empties into the Rhine on the east bank at Rheindorf. Before the construction of the danls, the river, on account of its steep slope and deforested, mountainous drainage basin, had a very irregular dis- charge. 111 long periods of drought it dropped as low as 0.05 second-foot per square mile, while in high water it often rose to 90 second-feet per square mile. The cities of Barmen and Elberfeld are on its banks and were often inundated, while the пишет ous water power plants along the stream suffered very greatly from the low water. Af- ter long deliberation, the Wupper Dam Association was formed, for the control and improvement of the river, and this Association has built the following two dams for the regulation of the flow. Be7/er Valley Dain. The Bever enters the \/Vupper in its upper course, near Hiickeswagen. The dam on this stream, built in 1898, controls a drainage area of about 9 square miles and creates a reservoir of 116,500,000 cubic feet capacity, of which about 18,000,000 cubic feet are kept empty during the flood season. The dam is 52.5 feet high and was built at a cost of $343,200, or $2,950 per million cubic feet of storage. Lingese Valley Dani. This stream enters the Wupper near its headwaters, not far froln Marienlleide. In 1900, a dam was built in its valley, storing the run-off from about 4 square lniles. The capacity of the reservoir is 92,000,000 cubic feet, of which 3,500,000 cubic feet are reserved for the storage of flood water. The dam is 61 feet high and cost $256,800, or $2,800 per million cubic feet of storage. Tllese dams, which have given excellent results, are supplemented in their control of Hoods by the storage in six other reservoirs, built for domestic and industrial sup- ply, varying in capacity from 10,600,000 cubic feet to 211,800,000 cubic feet, and in cost, from $1,930 to $8,670 per million cubic feet of storage. Another dam is now un- der construction, in the Kerspetal, a tributary in the upper basin of the Wupper. The reservoir has a catchment area of 10.6 square miles and a capacity of 564,800,000 cubic feet. The total area of the \/Vupper Basin controlled by tllese 9 reservoirs is 37 square miles, or 15 per cent. The total capacity of the 9 projects is 1,242,560,000 cubic feet. RUHR RIVER. - The Ruhr is the next tributary ofthe Rhine north of the' Wupper, entering the Rhine from the east a short distance below Düsseldorf. lt Hows through the great 334 GERMANY. iron and steel center of Germany, around Essen, Steele and Mülheim, and the main river and its tributaries are extensively used as a source of domestic and industrial water supply. ‘ rl_`here are 12 reservoirs on the tributaries of the Ruhr, built at various times be- tween 1894 and 1910. These reservoirs control an aggregate drainage area of 71 square miles and have a combined storage capacity of 1,447,300,000 cubic feet, the individual capacities varying from 17,650,000 cubic feet to 353,000,000 cubic feet. The dams are of masonry, arched upstream, and vary in height from 64 10 114 feet. rl`he total cost of the work was $3,480,720, the cost per million cubic feet in the various projects vary- ing from $1,765 to $4,400. The Hood water stored in these reservoirs is used directly for domestic and industrial supply, and, in some cases, also for power development. The reservoirs were constructed for the additional purpose of improving the low­water flow of the Ruhr for domestic and industrial supply and for power purposes. RUR RIVER. The Rur River enters the Rhine from the south, near Dusseldorf. On one of its principal tributaries, the Urft River, is located the highest and one of the most notable dams in Europe, built in 1901-1904, for the purpose of flood storage and water power development. The water is conducted through a tunnel 9,200 feet long to the power station on the Rur River north of the reservoir, where it drops 360 feet and develops an average of 4,800 horsepower and a maximum of 12,000 horsepower. The drainage area above the dam is 145 square miles, of which 53 per cent is wood- ed. The maximum discharge of the Urít River about '20 second-feet, the minimum about 0.18 second­Íoot, and the average about 1.46 second-feet per square mile of drainage area. The dam contains 185,650 cubic yards of nîasonry, and is curved in plan, with a ra- dius of 656 feet and a crest length of 741 feet. The maximum height is 190 feet, the thickness at the base 166 feet and at the top 18 feet. Оп the upstream face of the dam an earthen embankment is built to within 82 feet of the crest, sloping back to the reservoir bed with a 2 to 1 slope paved with rock. The reservoir has a capacity of 1,606,000,000 cubic feet, a surface area of 534 acres, a maximum depth of 172 feet and an average depth of 69 feet. The cost of $1,000,000, or $620 per million cubic feet of storage, was borne by an association made up of the City of Aachen and surrounding communities. No assessment has been made on the interests benefited below. During the great Hood of February, 1909, the Urft reservoir effectively protected the entire Rur valley. А1 this time the discharge of the Rur at Heimbach was 8,825 Isecond-feet, greater than ever before recorded; while the Urít, which empties into the Rur a few miles above Heimbach, reached an unusual height, with a discharge of about 3,530 second-feet. Had the flood How of these two streams been combined, a great rise .and much damage would have resulted; but the Urft reservoir impounded 706,000,000 cubic feet without taxing the capacity, and the calamity was avoided. NECKAR RIVER The Neckar River rises in the southern part of Wurttemberg, in southwestern Germany, and flows in a general northerly direction, emptying into the Rhine at Mann- heim. It has a total length of 228 miles and a drainage area of 8,665 square miles. rl`he Department of the Inte Vfior of \7Vurttemberg has charge of all river work, in- cluding the maintenance of nav' ation and the prevention of floods. C)ne­third the ех- pense of such work is borne y the State, one­third by the municipalities and one­third METHODS OF FLOOD RELIEF IN FOREIGN COUNTRIES. by the property owners benefited. In very large and expensive undertakings the Gov- ernment pays one-half the cost. А number of small reservoirs have been built for storing flood water, the largest of which has a capacity of about 22,000,000 cubic feet. Some of these reservoirs are emptied after each flood, while others are kept partly full, a certain amount of capacity being reserved for storage of flood water. WEI SERITZ RIVER The \/Veiseritz River rises in the mountains south of Dresden and flows north- wardly for about fifty miles, emptying into the Elbe just below the city. It drains about 148 square miles, 37 per cent of which is forest covered, and has a maximum discharge of 10,200 second-feet, or 69 second-feet per square mile, and a minimum of 1.4 second-feet, or about 0.01 second-foot per square mile. In a single flood in 1897, the losses along this stream amounted to over $2,000,000. Immediately after this flood, $1,250,000 was spent for flood protection work, and since then further measures of flood relief have been taken, including the construction of seven reservoirs. rIhe two largest of these reservoirs are now completed, one at Mal- ter, on the Red Weiseritz, and the other at Klingenberg, on the Wild Ñ\/eiseritz. The Malter reservoir has a collection area of 40 square miles, and a capacity of 308,875,000 cubic feet. The dam is 115 feet high, 630 feet long, 18 feet wide on top and 98 feet wide at the base. The entire cost, including land damages and relocation of railroad, high- ways, etc., amounted to $883,000, or about $2,860 per million cubic feet of storage. The Klingenberg reservoir controls a drainage area of 35 square miles, and has a capacity of 536,150,000 cubic feet. The dam is 128 feet high, 1,017 feet long, 18 feet wide on top and 113 feet wide at the base. The total cost was $858,000, or $1,600 per million cubic feet. The water supply for a suburb of Dresden is taken from this reservoir. These reservoirs reduce the maximum flow from 10,200 second-feet to 6,000 second- feet, which can be carried by the channel without overflow. rIhe impounded water is released during low water and raises the minimum discharge from 1.4 second-feet to 70 second-feet. WESER RIVER rI`he greatest artiñcial reservoir in Europe, except those in Russia at the headwaters of the Volga and Msta rivers, is now under construction near Hemfurt on the Eder River, a tributary of the Wese1‘, and will be completed in 1913. The reservoir is in- tended for the storage of the winter and spring flood water, for the feeding of the Rhine-Wesel“ Canal and for the raising of the low­water stage of the Weser in sum- mer and autumn. This increase in low-water stage of the \/V eser will be about 1.2 feet at Hann I\/Iiinden, 50 miles below the dam, and 0.5 foot at Minden, 124 miles further downstream. From 3,000 to 5,000 horsepower will be developed at the dam. The drainage area tributary to the reservoir is 552 square miles, the discharge fromwhich at the dam site varies between 0.05 second­foot and 58 second-feet per square mile. The reservoir has a capacity of 7,144,720,000 cubic feet, a surface area of 2,964 acres, a length of 15.5 miles and a maximum depth of 126 feet. The dam contains 392,222 cubic yards of masonry, quarried in the neighborhood, and is curved upstream with a radius of 1,640 feet and a crest length of 1,345 feet. The maximum height above the bed of the valley is 136 feet, the width on top is 20.5 feet and on the bottom 110 feet. The project will cost $4,500,000, or $630 per million cubic feet of storage. Two-thirds of this money is appropriated by the Prussian Landtag and one­third by the City of Bremen, which is located at the mouth of the Vl/eser. 336 GERMANY. The construction of another large reservoir on the Weser Basin is planned but not yet begun, on the Diemal, near Helminghausen. ODER RIVER The Oder River rises in the mountains in the north of Bohemia and flows in a northwesterly direction through Prussia, emptying into the Baltic Sea a short distance below `the City of Stettin. The river passes only about 50 11111е5 10 111е еа51 01 Ве11111, а116 as it is connected by canals with that city and thence with the Elbe River, and is navigable for nearly its entire length, it is an important stream commercially. The head of navigation is at Cosel, in the southern part of the Province of Silesia, and from here downstream to Breslau, the capital of the province, a distance of about 90 11111е5, 9 111е river is slackwatered. Reservoirs for Flood Control and N afz/igati-on Purposes. Below Breslau the low-water stage gives about 3.9 feet depth, 0.7 foot less than the required depth for navigation. This lack of Ydepth continues, gradually diminishing, to a point about 120 11111е5 below, where the necessary depth of 4.6 feet becomes availa- ble. The extension of the system of locks and dams through this stretch was at one time considered, but it has finally been decided to obtain the additional depth by the con- struction of two large reservoirs on tributaries of the Oder above Breslau, which will perform the double purpose of controlling 110065 а116 of increasing the low-water stage by the release of the water thus impounded. The required increase of 0.7 foot in the stage can be obtained by an additional How of about 700 second­feet. The plans for these reservoirs are now completed, but work is not as yet begun. They will be built under the direction and at the expense of the Prussian Government. The larger of the two reservoirs is on the Glatzer'~Neisse, one of the principal upper tributaries of the Oder, entering on the left bank about 40 miles above Breslau. The drainage area above the dam is 906 square miles, mostly mountainous and hilly coun- try, about 30 per cent of which is wooded. The annual rainfall varies between 25 and 32 inches, and the stream at the dam site has a maximum discharge of 42,360 sec- ond­feet, a minimum of 141 second­feet and an average of 3,177 second­feet. The dam, as proposed, is of earth, 37 feet high, 16,400 feet long and 26 feet wide on top, with 3 to 1 slopes on both sides, the upstream slope being faced with a layer of gravel about a foot thick. The reservoir has a maximum capacity of 3,600,600,000 cubic feet, 635,400,000 cubic feet of which are reserved for íiood control. About 1,500 horse- power will be developed at the dam, while numerous small mills below will beneñt by the improved How and are to be assessed accordingly. The work will take from 5 to 6 years and will cost $3,840,000, or about $1,070 per million cubic feet 01 storage. The other reservoir is on the 1\/Ialapane, a tributary entering the Oder from the east, about 50 miles above Breslau. The drainage area above the dam is 403 square miles, 50 per cent of which is in forest. The mean annual rainfall is about 28 inches, and the stream at the dam site has a maximum discharge of 10,590 second­feet, a mini- mum of 88 second­feet and an average of 282 second-feet. The cross­section of the dam is similar to that of the Glatzer Neisse dam, with a maximum height of 33 feet and a crest length of 15,420 feet. The maximum capacity of the reservoir is 3,124,050,000 cubic feet, 370,650,000 cubic feet of which are reserved for flood control. It is planned to develop about 750 horsepower at the dam, and to ob- tain some revenue from assessments upon the numerous water power interests benefited by the increased low-water How. The project will cost about $2,880,000, or $900 per METHODS OF FLOOD RELIEF IN FOREIGN COUNTRIES. million cubic feet of storage, and it is estimated that it will take five years to build. The Hood control effected by these reservoirs is intended as a means of relief ad- ditional to extensive channel improvements and dikes which are planned and already partly carried out, as a result of the serious Hood damages which have been experienced along the valley of the Oder, .particularly at the City of Breslau. The Oder Improvement Bureau, of the Prussian Government, examined in all about 150 locations for reservoirs to increase the low-water How of the Oder for navigation purposes. Ten sites, in addition to the two described above, were selected, and prelimin- ary plans and estimates were made; but it has not as yet been definitely decided to build any of these reservoirs except the two large projects mentioned, for which final plans and estimates are completed. The capacities and costs of the ten projects upon which preliminary estimates were made are as follows: 1. Laaisk Rese1~voz'1'. On a tributary of the Olsa River, which enters the Oder on the right about 115 miles above Breslau. Capacity, 618,300,000 cubic feet. Cost, $840,000, or $1,360 per million cubic feet of storage. 2. S el/eweste1'wite.I Reset?/oit'. On the Straduna River, which enters the Oder on the left about 80 miles above Breslau. Capacity, 169,560,000 cubic feet. Cost, $833,000, or $4,900 per million cubic feet of storage. 3. Lobkowite Resemjon’. On the Hotzenplotz, which enters_ the Oder onY the leftabout 70 miles above Breslau. Capacity, 324,000,000 cubic feet. Cost, $1,309,000, or $4,000 per million cubic feet of storage. 4. Krappite Reservoir. Also on the Hotzenplotz River. Capacity, 270,000,000 cu- bic feet. Cost, $785,000, or $2,900 per million cubic feet of storage. 5. Dembiohammer Reservoir. On a tributary of the Malapane River. Capacity, 704,700,000 cubic feet. Cost, $1,561,000, or $2,220 per million cubic feet of storage. 6. Schnlenbfznfg Resefrvoii'. On a tributary of the Malapane River. Capacity, 475,200,000 cubic feet. Cost, $968,000, or $2,030 per million cubic feet of storage. 7. W altdorf Reservoir. On a tributary ,of the Glatzer Neisse. Capacity, 108,270,- 000 cubic feet. Cost, $607,000, or $5,600 per million cubic feet of storage. 8. Hilnern Resem/oir. On the Hiinernbach, a small tributary emptying into the Oder on the left bank, about 22 miles above Breslau. Capacity, 247,050,000 cubic {сер Cost, $642,000, or $2,600 per million cubic feet of storage. 9. Altstadt Reservoir. On the Weide River, which empties into the Oder from the right about 6 miles below Breslau. Capacity, 247,050,000 cubic feet. Cost, $1,- 428,000, or about $5,800 per million cubic feet of storage. 10. Raaben Reservoir. On a tributary of the Weistritz River, which empties into the Oder on the left bank about 6 miles below Breslau. Capacity, 391,500,000 cubic feet. Cost, $1,119,000, or $2,860 per million cubic feet of storage. Reservoirs for Flood Control and Power Purposes. Extensive investigations of the feasibility of constructing storage reservoirs for the prevention of the damaging Hoods in the valley of the Oder and its tributaries in Silesia were carried on under the direction of the Prussian Minister of Cominerce and Trade in -1895-1898. Many possible locations’ for reservoirs were found, and a numberthat were very favorable. These reservoirs were to be primarily for Hood prevention and secondarily for industrial uses. The Act of ~Iuly 3rd, 1900, granted about $9,300,000 for the construction of Hood control reservoirs on certain dangerous tributaries on the left of the. Oder. The sur- veys and investigations were then continued by the Province of Silesia and a number of 338 GER.\1ANY. additional favorable sites studied. Up to the middle of 1911, 16 projects had been adopt- ed, and of these, 7 reservoirs had been completed, 6 more were under construction and plans and estimates for 3 more were ready. The reservoirs, with the exception of the ‹ Marklissa and Mauer projects, which are also used to develop power, are constructed simply for flood prevention and are usually kept empty and ready to store flood water. In all, 38 favorable locations were found, and for the 22 in addition to the 16 men- tioned above, the cost of construction has been tentatively estimated, but they have not as yet been adopted. Twelve of these 22 projects would be used for power development, as well as for flood control. The 13 reservoirs which have been completed or are now under construction are described below: 1. Arrioldsdorf Reservoir. This reservoir is located near Arnoldsdorf, on the Goldbach, a tributary of the Hotzenplotz, which enters the Oder on the left bank about 70 miles above Breslau. The dam is of earth and the reservoir will have a capacity of 79,380,000 cubic feet. The work was begun in 1906 and is not yet completed. The cost of the project will be $119,000, or about $1,500 per million cubic feet of storage. 2. Woetfel Reservoir. This reservoir was built in 1905-1908 on the Woelfelsbach, an upper tributary of the Glatzer Niesse. It has a capacity of 32,130,000 cubic feet and controls a drainage area of about 10 square miles. The dam is of masonry, arched upstream, with a radius of 820 feet, and is 98 feet high, 10 feet wide on top, 62 feet wide at the base and 361 feet long. The total cost of the work was $124,000, or $3,860 per million cubic feet of storage. 3. Seiteflzberg Reservoir. The Seitenberg reservoir is located near the village of that name on a tributary near the headwaters of the Glatzer Neisse, which enters the Oder on the left bank about 40 miles above Breslau. The dam is of earth and the res- ervoir has a capacity of 40,500,000 cubic feet. The work was carried out in 1905-1908, at a cost of $68,000, or $1,680 per million cubic feet of storage. 4. Schönait Reserfz/oir. This reservoir is located on the Steinbach, a small tribu- tary of the Katzbach, which enters the Oder on the left bank, 33 miles below Breslau. The work was begun in 1907 and is still under way. The dam is of earth and the res- ervoir will have a capacity of 56,430,000 cubic feet. The estimated cost of the project is $90,000, or $1,600 per million cubic feet of storage. 5. Kleirz­l/Valtersdorf Reservoir. This reservoir was begun in 1909, on a tributary near the headwaters of the Katzbach, and is not yet completed. It has an earthen dam and will have a capacity of 16,930,000 cubic feet. The project will cost $40,000, or $2,360 per million cubic feet of storage. 6. Bitchtoala' Reserfafoir. This reservoir is located near Buchwald, not far from the headwaters of the Bober, the drainage area above the dam being only 23 square miles. The dam is of masonry, and is 48 feet high and 722 feet long. The reservoir has a capacity of 77,660,000 cubic feet and was built in 1903-1906 at a total cost of $262,000, or about $3,400 per million cubic feet of storage. 7. Griìssait Reservoir. The Griissau Reservoir is located on an upper tributary of the Bober, about 6 miles above Landeshut. The dam is of earth and the reservoir has a capacity of 28,080,000 cubic feet. The project was built in 1903-1906 at a cost of $86,- 000, or $3,060 per million cubic feet of storage. 8. Zillerthal Reserfvoír. This reservoir was begun in 1909, on an upper tributary of the Bober, and is not yet completed. It has an earthen dam and will have a capacity of 105,840,000 cubic feet. The total cost will be $274,000, or about $2,600 per million cubic feet of storage. METHODS OE FLOOD RELIEF IN FOREIGN COUNTRIES. 339 9. H erísrhdorf Reserr/oil'. This reservoir is located on the Heidewasser, a tribu- tary of the Bober, near Herischdorf. 11 has a capacity of 141,200,000 cubic feet and con- trols a drainage area of about 36 square miles. The dam is of earth, with a maximum height of 27.5 feet and a crest length of 4,920 feet. It was built in 1903-1906 at a total cost of $219,000, or $1,550 per million cubic feet 01 storage. 10. Wa1'mb1'fz«m1/LReservoir. This reservoir was built in 1906-1908, on an upper tributary 01 1110 Bober. The dam is 01 earth, 23 feet high and 9,840 feet long, and the reservoir has a capacity of 211,950,000 cubic feet and a catchment area of 46 square miles. The total cost of the project was $381,000, or $1,800 per million cubic feet 01 storage. П’ 11. M амет Resew/0i~r. The largest reservoir 011 1110 Bober, near Mauer, was begun in 1905 and is now nearly completed. 11 has a capacity of 1,765,000,000 cubic feet and controls a drainage area of 467 square miles. The dam is built of masonry, arched up- stream., and when completed will be 196 feet high, or 6 1001 higher than the Urft Dam. The total cost 01 1110 work will be about $1,785,000, or about $1,010 per million cubic feet 01 storage. About 60 per cent 01 the capacity will be reserved for flood control and the remainder used for power development. ’ 12. F¢'z`@debe1'g Rese1'z'oi‘7'. This reservoir is located on a tributary of the 9110155, ‚ about 11 miles above the Marklissa Reservoir, and controls a drainage area of about 24 square miles. 11 was begun in 1908 and is not yet completed. The earthen dam is 37 feet high and 1,968 feet long, and the reservoir will have a capacity of 120,150,000 cubic feet. The estimated cost is $119,000, or $990 per million cubic feet of storage. 13. M arklissa Raser?/oír. The Marklissa Reservoir is located on the 9110155 River a few miles above Marklissa. This stream rises in the mountains of southern Silesia and flows northwardly into- the -Bober River, which empties into the Oder at Crossen. The 9110155 flows parallel to- and about 20 miles to the east of the Görlitzer Neisse, and in topography, rainfall and run-off is very ,similar to that stream, the same heavy rain~- falls having repeatedly caused destructive floods on both streams. The drainage area above the dam is 118 square miles and the reservoir has a ca- pacity of 529,500,000 cubic feet, and a surface area of 346 acres. The dam, which is of masonry, arched upstream, is 141 feet high, 27 feet wide on top, 124 feet wide at the base and 426 feet long. It was built in 1901-1904 by the Pro-vince of Silesia at a cost, including land, damages, etc., of $750,000, or $1,418 per million cubic feet of storage. А The design of this reservoir is based upon a careful study 01 1110 flood of 1897, the greatest ever experienced on the 9110155 River. The channel 01 the 9110155 а1 Marklissa will carry 3,880 second-feet without overflow, and during the flood of 1897, the dis- charge rose to 27,530 second-feet, or about 230 second-feet per square mile. The dis- charging apparatus at the dam is so arranged that 3,880 second-feet can be released during the filling of the reservoir. At the level where the capacity 01 529,500,000 cubic feet is reached, which 15 6. 5 feet below the crest of the dam, there are two spillways, «one on each side of the valley, with a total crest length of 223 feet. Wlien the water reaches this level and begins to flow over the crests of these spillways,I the gates are .gradually closed as the water rises so as to keep the discharge at 3,880 second-feet. ‚Аз а head 01 3 feet on the spillways is necessary to give the allowable discharge of 3,880 second-feet, the additional capacity of 42,360,000 cubic feet, due to this added depth, can be regarded as a protection against floods, bringing the total capacity of the reservoir for flood protection up to 571,860,000 cubic feet. The reservoir is arranged so that 176,500,000 cubic feet are kept ñlled, but, on 340 AUSTRIA. the approach of a Hood, can be released in time to make the full capacity of the reser- voir available for flood control. This Water is used for the development of power, ata power station located a few hundred feet below the dam, where about 1,000 horsepower is developed during the four dryest months and 2,400 horsepower during the other eight months of the year. The release of this Water during the low-water season increases the How of the Queiss to about 140 second-feet, or about four times its former mini- 3 mum, which is of great benefit to the numerous mills on the stream below the dam. The following are the three reservoirs for which plans and estimates are prepared: 1. Kaufzmg Reserz/oir. On the Katzbach, near the headwaters. Capacity, 24,003,- 000 cubic feet. Cost, $63,000, or $2,630 per million cubic feet of storage. 2. Grabe! Reservoir. On a tributary of the Katzbach. Capacity, 31,590,000 cubic feet. Cost, $71,000, or $2,250 per million cubic feet of storage. 3. Alt­Weissbach Reserr/ofii'. On a tributary of the Bober. Capacity, 18,522,000 cubic feet. Cost, $59,000, or $3,180 per million cubic feet of storage. AUSTRIA In Austria, the most important work of Hood control by means of storage reservoirs is that on tributaries of the Oder and Elbe Rivers in Bohemia. Y ___—— ODER RIVER One of the most notable groups of reservoirs built for Hood control in Europe is composed of six projects on the Görlitzer Neisse, near Reichenberg, in Bohemia. This stream rises in northern Bohemia and Hows northwardly for 124 miles, emptying into the Oder River about 15 miles below Crossen in Prussia. Its valley receives a heavy precipitation in its upper portion, 13.5 inches in 24 hours having been recorded at some points, and has been repeatedly devastated by Hoods; so that after the great Hood of 1888, an association was formed to plan and carry out the construction of protection and regulation works, consisting of widening and straightening the channel and raising and protecting the banks. The estimated cost of these improvements was so heavy, and their probable effectiveness in a great Hood so doubtful, however, that practically nothing was done by the association, the actual work confining itself to the repairing of damages and the building of the bank protections most urgently needed by the individ- ual property owners. In July, 1897, this part of Europe was again visited by devastating Hoods, which so revived public interest in Hood relief that a convention, in which all the neighboring cities and towns were represented, was held in Reichenberg in the fall of that year. At this meeting it was decided to investigate the feasibility of constructing reservoirs for Hood control. In January, 1901, the prelitninary studies were sufficiently complete to establish the general plans, which contemplated the construction of six reservoirs in the neighborhood of Reichenberg, Corltrolling the run­off from about 29 square miles, and in critical Hood time holding back about 3,530 second­feet of damaging Hood discharge. The result of the investigations gained the Association many new supporters and as- sured the sympathy of the population of the entire valley of the Neisse with the pro- ject. In fact, one of the most noteworthy features of this undertaking is the widespread interest it aroused in the surrounding country and the universal financial support it re- ceived. Although all the reservoirs are located in Bohemia, the benefits both in Hood control and increase of low-water How are felt by the Saxon and Prussian interests along its lower course, and these two countries, together with various cities, communi- ties and private interests, cooperated with Bohemia in their construction. The total cost METHODS OF FLOOD RELIEF IN FOREIGN COUNTRIES. 341 of the work was $1,320,000 and the following contributions show the extent of the co- operation: Bohemian Government . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $660,000 Prussian Government . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 38,400 Prussian Province of Silesia . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9,600 Prussian County of Ober-Lausitz . . . . . . . . . . . . . . . . . . . . . . . .. 14,400 City of Görlitz (Prussia) . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14,400 Saxon Government . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24,000 Combination of Saxon and Prussian Water Interests . . . . 72,000 It is also of special interest that the users of water for power development from the Grünwald, Harzdorf and Friedrichswald reservoirs pay $12 per horsepower, and from the other three reservoirs, $28 per horsepower per year. The total contribution to the low-water `How of the Neisse from the six reservoirs is about 34 second-feet. The main features of the six reservoirs are as follows: ’ Н a1'zd01'f Reservoir. This reservoir controls the run-off from 6 square miles, and has a maximum capacity of 22,239,000 cubic feet, 8,119,000 cubic feet of which are reserved for Hood control. The dam is of masonry, arched upstream with a radius of 394 feet, and is 62 feet high, 15 feet wide on top, 53 feet wide at the base and 515 feet long, containing in all, 20,918 cubic yards of masonry. On the upstream side, as in the Urft Dam, an earthen embankment rises to about two-thirds the height of the dam, sloping back to the stream bed with a 3 to 1 paved slope. The work was car- ried out in 1902-1904 at a cost of $119,000 for the dam, and a total cost of $165,000, or $7,419 per million cubic feet of storage. A short distance above slackwaterof the reservoir, there is a weir with an auto- matic self-registering gage, which has an electric signal connecting with the house of the watchman at the dam, so that when the inflow exceeds a certain prescribed amount, he is warned and can operate the gates and regulating apparatus accordingly. F1'fiedricÍ1.s~zea\ld Reservoir. This reservoir has a catchment area of about 1.6 square miles and a maximum capacity of 70,600,000 cubic feet, 35,300,000 cubic feet of which are reserved for storage of Hood water. The dam, which is of masonry, arched up- stream with a radius of 984 feet, is 92 feet high, 15 feet wide on top, 65 feet wide at the base and 1,115 long. It contains 54,911 cubic yards of masonry, and was built in 1902-1906 at a cost of $320,000 for the dam proper, and a total cost of $360,000, or $5,100 per million cubic feet of storage. I/oigtsbacl/L Reservoir. The watershed above this dam includes an area of 2.7 square miles, and the dam creates a storage of 8,825,000 cubic feet. The dam is of nvasonry, arched upstream with a radius of 574 feet, and is 52 feet high, 15 feet wide on top, 35 feet wide at the base and 538 feet long. It contains 15,690 cubic yards of masonry and was built in 1904-1906. The cost for the dam and appurtenances _was $83,- 600, and the total cost was $94,400, or $10,700 per million cubic feet of storage. Mz`ihlscheib~e Reservoir. This reservoir has a catchment area of 2.6 square miles and a capacity of 8,825,000 cubic feet. The dam is of masonry, arched upstream with a radius of 656 feet, and is 72 feet high, I5 feet wide on top, 48 feet wide at the base and 508 feet long. It contains 20,918 cubic yards of masonry, and was built in 1904- 1906, at a cost of $123,000, or $14,000 per million cubic feet of storage. Gorsbach Reservoir. This reservoir, which is not yet completed, controls a drain- age area of 4.6 square miles and has a capacity of 17,650,000 cubic feet, 8,825,000 cu- bic feet of which are reserved for flood control. The dam is 70.5 feet high, 15 feet 342 AUSTRIA. wide on top, 47 feet wide at the base and 848 feet long, being arched upstream with a radius of 738 feet. It contains 41,837 cubic yards of masonry and its total cost when completed will be $206,000, or $11,670 per million cubic feet of storage. Grz°¿n7,6'ald Resenvoii'. The drainage area above the dam is 10.3 square miles, 8.1 square miles of which are tributary to two other small streams, their Hood run­0ff being conducted to -this reservoir, which has a capacity of 95,310,000 cubic feet. The dam is of masonry, arched upstream with a radius of 1,148 feet, and is 65.6 feet high, 15 feet wide on top, 49 feet wide at the base and 1,378 feet long. It contains 56,218 cubic yards of masonry, and was built in 1906-1908 at a cost of $540,000, or $5,770 per million cubic feet of storage. ELBE RIVER The work of constructing storage reservoirs for Hood control has been carried out on the Elbe River and tributaries in Bohemia since 1903 by a Commission for River Regulation. The work of this Commission includes reforestation for the purpose of retarding the run-off and preventing erosion, about $145,000 having been expended for this purpose in 1906-1909. Sixty per cent of the cost of carrying out the work of the Commission is appropriated by the Austrian Government and forty per cent by the Bo- hemian Government. The following reservoirs are now being built: König1’eiCÍ1.e-VV aide Resemfoii'. This reservoir is located above Königinhof, on the main river near its source in northern Bohemia, the drainage area above the dam being 200 square miles. It has a capacity of 320,887,000 cubic feet, of which 268,487,000 cu- bic feet are reserved for Hood water. The dam is of masonry, arched upstream, and is 136 feet high, 23.6 feet wide on top, 124 feet wide at the base and 735 feet long. The total cost of the work will be $965,000, or about $3,000 per million cubic feet of storage. Spiizdleniiihle Res@1'7Joz'7’. This reservoir is also located on the main river, further upstream than the Konigreiche-\fValde Reservoir, and has a catchment area of 22.4 square miles. The capacity of the reservoir is 119,500,000 cubic feet, of which 106,- 000,000 cubic feet are reserved for Hood storage. The dam is of masonry, arched up- stream, and is 136 feet high, 16.4 feet wide on top, 118 feet wide at the base and 492 feet long. The spillway and discharging apparatus can accommodate 7,060 second-feet, or 316 second-feet per square mile of drainage area. The work when completed will cost $652,880, or $5,464 per million cubic feet of storage. Hlins/80 Reserfvoii'. This reservoir is located near the headwaters of the Chrud- imlia, a tributary of the Elbe, rising in eastern Bohemia and Howing northward into the Elbe at Pardubitz. The drainage area above the dam is 21.6 square miles and the res- ervoir has a capacity of 81,190,000 cubic feet, 60,010,000 cubic feet of which are re- served for Hood control. The dam is of earth, 40 feet high, 16.4 feet wide on top and 656 feet long. It will cost, when completed, about $150,000, or $1,850 per million cubic feet of storage. Parisov Reserr/oii'. This reservoir is located on the Doubravka, the next important tributary of the Elbe west of the Chrudimka, entering the main river from the south, above Kolin. The reservoir has a catchment area of 80.7 square miles and a capacity of 60,010,000 cubic feet. The dam is of masonry, arched upstream, and is 101 feet high, 14.8 feet wide on top and 84.8 feet wide at the base. The total cost will be $299,686, or $5,000 per million cubic feet of storage. In addition to the projects described above, the following reservoirs are proposed: On the Aupa River. The Aupa rises in the extreme eastern part of Bohemia and METHODS OF FLOOD RELIEF IN FOREIGN COUNTRIES. flows westwardly into the Elbe at Königgratz. Its tributaries are subject to frequent sudden floods during which extremely high rates of run-off are attained, and it is therefore an important contributor to high water in the Elbe. Three reservoirs are to be constructed on its tributaries. ‘ ` 1. Below the junction of the Great and Little Aupa. The drainage area above the daln is 29.7 square miles, from which the maximum recorded discharge is 10,943 sec- ond­feet or 370 second-feet per square lnile. The reservoir will have a capacity of 123,- 550,000 cubic feet. It will cost $1,220,000, or $9,880 per million cubic feet of storage. 2. On the Little Aupa. The reservoir will have a catchment area of 11.9 square miles and a capacity of 106,711,900 cubic feet, of which 88,250,000 cubic feet will be reserved for flood water. The dam will be of masonry, arched upstream, and will be 157 feet high above the foundation, 19.7 feet wide on top and 59.3 feet long. There will be a spillway 98 feet wide on top of the dam to accommodate the maximuln flood discharge of 4,589 second-feet, or 385 second­feet per square nlile of drainage area. It will cost $800,000, or $7,500 per million cubic feet of storage. 3. Near Slatina. The drainage area above the proposed dam is 158.6 square miles and the capacity of the reservoir will be 307,110,000 cubic feet. The dam will be of nlasonry, 115 feet high above the foundatioll, 23 feet wide on top and 712 feet long. The spillway over the daln will accommodate the maximum discharge of 11,650 second- feet. The estimated cost is $850,000, or $2,770 per million cubic feet of storage. On the D0nb7’a7/a. The reservoir will have a catchment area of 37.3 square miles and a capacity of 48,000,000 cubic feet. The danl will be of earth, 37 feet high, 20 feet wide on top and 703 feet long. ‘ ‚ On the Kreibitabaclle, near Kreibita. The reservoir will have a catchment area of 24.7 square miles and a capacity of 31,770,000 cubic feet. The dam will be of earth, 77 feet high. The total cost will be $126,460, or $4,000 per million cubic feet of storage. On the Saaafwa, near Sechan. The drainage area above the proposed dam is 166 square lniles, and the capacity will be about 400,000,000 cubic feet. On the Boticbaclle, near Н ostitfan. The reservoir will have a capacity of 27, 22,300 cubic feet and will cost $207,137, or $7,400 per million cubic feet of storage. On the lsei'. Two reservoirs are proposed on this stream, together controlling a drainage area of 8.8 square miles, and having a combined capacity of 225,920,000 cubic feet, 76,543,000 cubic feet of which will be reserved for flood control. The total cost will be $458,000, or about $2,027 per lnillion cubic feet of storage. These reservoirs are to be built by private enterprise for water power development, but the work will be aided by a contribution from the Commission for River Regulation on account of the above mentioned capacity reserved by agreement for flood control. Studies have also been completed for six other reservoirs for flood control on tribu- taries of the Elbe in Bohemia. WIEN RIVER The \\/’ien River is a snlall stream rising to the westward of the City of Vienna and flowing in a general easterly direction into the Danube at Vienna. lt drains an area of about 86 square miles and has a very irregular flow, being subject to frequent sud- den freshets, which in past years have caused great dalnage in Vienna, as the river flows directly through the city. _ 111 1110 early nineties, studies for a method of relief from these floods were taken up bythe Department of Public ÑVorks of Vienna and plans were prepared for their control and for the improvement of the channel for some distance above its mouth. This work was carried out in the years 1895-1900 and consists of the walling­up of the 344 FRANCE. channel from the mouth to Weidlingau, a distance of about 10.6 miles, and of the con- struction of seven small reservoirs near the head 01 this Walled-in stretch, at the vil- lages 01 Weidlingau and Hadersdorf. ' The system of reservoir control is designed upon the basis 01 а possible maximum run-off 01 330 second-feet per square mile of drainage area. The reservoirs stretch along the side of the valley for about a mile and are separated from the river channel by a heavy concrete wall, and from each other by low concrete dams, forming a series 01 1е11асе5 with about 6. 5 feet difference in elevation between each water surface. They have a combined capacity of 56,480,000 cubic feet and are designed to hold back the flood flow in excess of the carrying capacity of the channel below Weidlingau. This is accomplished by means of an ingenious regulating device at the upper end of the works, which allows any desired amount of the 11006 flow to be diverted into the ° reservoirs. This flood water is only temporarily stored, being released as soon as the discharge has fallen sufficiently. The reservoir furthest upstream serves as a settling basin for gravel, sand and silt, and prevents this material from passing down the chan- nel or into the lower reservoirs. The bedsof the lower basins are used for raising grass, two crops of which are cut annually, while in winter the basins are flooded and the ice is harvested. The total cost of the reservoirs was $1,680,000. Several floods have occurred since their completion and they have served their purpose admirably. FRANCE The great floods 01 1856 111 France agitated the question of 11006 prevention by res- ervoir control. Elaborate studies were made on the Rhone, Garonne and Loire rivers, by order of Emperor Napoleon III, and the findings of the French engineers are in- cluded in the following: RHONE RIVER The Rhone rises in eastern Switzerland and flows westwardly through Lake Gen- eva into France, where it is joined at Lyons by its principal tributary, the Saone, and flows southwardly for 205 miles into the Mediterranean. It has a total length of about 450 miles and a drainage area of about 36,700 square miles. At a cost of $6,800,000, 7,500,000,000 cubic feet of storage could be created above Lyons, where the drainage area is about 20,500 square miles. The reduction of the 1856 flood that would have been effected thereby was estimated as 3.3 feet at Lyons, which would have gradually diminished downstream. Additional storage of about 11,- ooo,o00,000 cubic feet could have been created upon the Durance for about the same amount, but as this tributary enters the Rhone only about 60 miles from the sea, where the flood discharge is very considerable, the storage would have had relatively small effect in reducing the flood height on the main river, and this only for a short distance. The studies demonstrated, therefore, that a reduction of flood height could be obtained by reservoir control, but that owing to the lack of suitable sites, sufficient storage could not be created to reduce 110065 below the stage Where they would cause damage. This investigation does much to prove the effectiveness of artificial storage. With only 7,500,000,000 cubic feet of storage a reduction of 3.3 feet in flood height could have been obtained at a point in the river where the total drainage area is 20,500 square miles. Had suitable sites been available for the creation of, say, 25,o00,000,000 cubic feet of reservoir capacity, a not unreasonable amount, a reduction of over 10 feet could doubt- less have been obtained. METHODS OF FLOOD RELIEF IN FOREIGN COUNTRIES. rl`he consideration of the effect of the natural storage on the flow of the Rhone at Lyons is interesting and suggestive. The drainage area above the city is about the same as at Pittsburgh, and both cities are located at the confluence of two large rivers. Both the Rhone and the Saone have extensive natural storage, and its effect is very no- ticeable in their discharge. On the Rhone, 131 miles above Lyons, is Lake Geneva, with a surface area of 223 square miles, or about 8 per cent of the tributary drainage area of 2,663 square miles. One foot rise in the level of this lake represents a storage of 6,200,000,000 cubic feet. In the great flood of 1856 the Rhone discharged into Lake Geneva at the rate of 42,360 second-feet, or 21 second-feet per square mile. At this rate, for the entire drainage area, including the lake, the discharge below Geneva would have been 56,480 second-feet. It actually amounted to only 11,472 second-feet, or only 4.3 second-feet per square mile. The lake, therefore, acted as a natural reservoir and its storage reduced the flow of the Rhone by about 45,000 second-feet. On the Saone there is a very large natural storage, amounting to fully 50,000,000,- ooo cubic feet, due to the overflow of the bottom lands in its valley for a stretch of 100 miles above Lyons. As a result, the run-off of the Saone in the great flood of 1856 was only 4 second-feet per square mile. \/Vithout these two natural storage reservoirs, the flow of the Rhone at Lyons would undoubtedly have been more than twice as great. The actual discharge amounted to less than 250,000I second-feet, or to but very little more than the flow at the 22­foot stage at Pittsburgh. Had this natural storage been artificially created by means of a number of reservoirs, its effect would have been the same. There is practically no natural storage on the Allegheny or Monongahela Basins. The surveys of this Commission, however, have shown that favorable sites exist for the creation of artiñcial storage to the amount of over 100,000,000,000 cubic feet, and the conditions on the Rhone at Lyons are an admirable illustration of the effect of such storage. GARON NE RIVER The investigations on this river showed that if artificial storage of about 33,000,- 0oo,ooo cubic feet capacity could be created, the greatest floods could be kept within the river banks. rI`he reservoir plan was rejected because of the difficulty of obtaining suita- ble sites, and because the cost of constructing reservoirs, $24,000,000, was considered excessive. LOIRE RIVER The French engineers recommended the project of' controlling the Loire by storage reservoirs, but the work has never been carried out, as the estimated cost of about $13,- 000,000, though no greater than the flood damages at Pittsburgh in the last ten years, was considered too great. The effectiveness of this method of flood control is demon- strated by the findings of the board of engineers. The Loire River is formed by the junction of the upper Loire and Allier rivers at the city of Nevers. The former drains about 7,000 and the latter about 4,500 square miles. The conditions affecting run-off are very similar on the two streams and their flood waves arrive at Nevers at practically the same time. The investigations showed that about 8,250,000,000 cubic feet of storage could be Icreated on' the Upper Loire by the construction of 22 reservoirs, and about 1o,oo0,o0o,­' 346 SPAIN. 000 cubic feet on the Allier by building 63 reservoirs These reservoirs would reduce the maximum How of the Upper Loire from 153,600 Ósecond-feet to 111,700 second­feet, and of the Allier from 167,700 second­feet to 104,700 second­feet; a total reduction of about 105,000 second­feet from a total How of 321,000 second-feet, or over 30 per cent. This would reduce Hoods below the danger line for a distance of about 180 miles below the junction of the rivers, while above this point, the effect would be much greater. ~ The Allegheny at Pittsburgh and the Loire at Nevers are very similar in size of drainage area and in maximum How. The studies of the French engineers have shown that with a storage of 18,250,000,000 cubic feet on the Loire, the Hoods can absolutely be controlled and reduced below the danger line for a distance of 180 miles below the city of Nevers. The reservoirs proposed on the Allegheny Basin have a combined capacity of about 50,00o,o00,00o cubic feet, or nearly three times the capacity of the storage that was proposed on the Loire. SEINE RIVER The Flood Commission of Paris, appointed at the time of the disastrous Hoods of the Seine in February and March, 1910, issued its report during the summer of that year, and with regard to reservoirs as a means of Hood control, stated that this meth- od is not applicable to the basin of the Seine. It could only be applied on two tribu- taries, the Upper Seine and the Aube, where 7,000,000,000 cubic feet of storage would have an appreciable effect on the Hoods in the Seine at Paris, but the construction of the necessary reservoirs would involve prohibitive land damage, as a rich farming coun- try would be Hooded. OTHER RIVERS. There are three notable reservoirs for Hood control in France. The Furens Dam was built by the French Government in 1862 to protect the town of St. Etienne from the Hoods of the Furens River. It is a curved masonry dam about 184 feet high and 326 feet long on the crest, and stores about 56,500,000 cubic feet. The cost was $318,000, or about $5,630 per million cubic feet of storage, 60 per cent of which was contributed by the town of St. Etienne in return for the use of the stored water for its domestic supply. The Ternay Dam, on the River Ternay, in southern France, was built in 1865 for the purpose of controlling the Hoods of the Ternay, and supplying water to the neighboring town of Annonay. The masonry dam is curved upstream and has a maximum height of 119 feet. The capacity of the reservoir is about 91,800,000 cubic feet, and the cost $204,372, or $2,226 per million cubic feet of storage. The third reservoir, on the Var River, near Riom, has a masonry dam 130 feet high. SPAIN The worst Hood conditions in Spain are experienced in the eastern part, on the Se- gura River, the shortest of the important rivers of that country, which rises at an ele- vation of about 5,100 feet above sea­level and Hows eastwardly for about 210 miles, entering the Mediterranean near Alicante. The drainage area is about 4,830 square miles, the maximum discharge about 52,000 second­feet and the minimum discharge 106 second­feet. r1`he annual rainfall is comparatively light, the maximum recorded be- ing 16 inches and the minimum 6 inches. The climate is hot and dry, and droughts are of frequent occurrence, while Hoods are generally the result of cloud-bursts or cyclones. A special commission of engineers appointed by the Spanish Government, with headquarters at the city of Murcia, has charge of works for Hood prevention and pro- METHODS OF FLOOD RELIEF IN FOREIGN COUNTRIES. tection in the eastern provinces. The Hood relief work includes reforestation, dykes Aat low points, overHow canals and storage reservoirs. The Hood control reservoirs are also used for irrigation purposes during the sum- тег’ droughts that are so prevalent in this rich agricultural region. Four of these reservoirs are now completed and eight more are planned. The dams vary in height from 100 to 134 feet. CANADA The largest system of artificial reservoirs in the world is now being constructed on the Ottawa River in Canada. This river rises about 150 miles north of the city of Ottawa, Ontario, Hows westwardly from its source for a considerable distance, thence southwardly for 100 miles, and then turns sharply to the east at Mattawa, where the junction with the proposed Georgian Bay Ship Canal would be made, and continues its easterly course for 150 miles, emptying into the St. Lawrence River at Montreal. The total length of the river is about 700 miles and it drains an area of 56,000 square miles. In the 505 miles of its course from the source to the city of Ottawa, the river re- peatedly widens out into long, shallow lakes, which form a series of steps from the Bar- riere Lakes, 1,100 feet above sea level, to Ottawa, where the elevation is 140 feet. The stretches between the lakes are steep and are broken by falls and rapids, the greatest drop being 80 feet, in the 15 miles between Lakes Timiskaming and Quinze. Daily measurements of the discharge at Ottawa have been made since 1844, and show that the yearly mean since that date is 55,464 second­feet, the maximum average annual discharge being 68,584 second-feet, and the minimum, 35,583 second­feet. The maximum average discharge for 40 days in 60 years was 158,900 second­feet. The minimum recorded discharge was 25,000 second-feet and the maximum 230,000 second- feet. The general plans for the reservoir system contemplate increasing the storage ca- pacities of the numerous lakes by low concrete dams at their outlets so that the daily How of the river throughout the year may be kept as near the average of 55,000 sec- ond­feet as possible. The Hrst three projects, which are now under construction, on Lakes Timiskaming, Kipawa and Quinze, have a combined capacity of 168,000,o00,000 cubic feet. The total cost of these three reservoirs, including surveys and land dam- ages, is estimated at $728,000, or only a little over four dollars per million cubic feet of storage. These reservoirs, while they are an important part of the proposed Georgian Bay Canal project, are being constructed independently of that plan because of their great benefits in the prevention of Hood damage and in the improvement of the river for navigation, for water power and for industrial and domestic supply. MISSISSIPPI RESERVOIR SYSTEM The largest artiHcial reservoir system in the world, except that under construction on the Ottawa River in Canada, is that at the headwaters of the Mississippi River, where the levels of some of the innumerable lakes have been raised by damming up their outlets and enormous storage capacity created at very small cost. These reser- voirs were iirst reported upon officially by Gen. G. К. Warren in 1870, and the investi- gations showed a total available storage in the States of Minnesota and Wisconsin of 174,o00,000,o00 cubic feet. Detailed surveys followed, and actual construction began in 1881. The combined capacity of the Hve reservoirs constructed is 93,400,000,000 cubic feet and their total cost was about $750,000, or only about eight dollars per mil- MISSISSIPPI RESERVOIR SYSTEM. lion cubic feet of storage. The dams were originally timber cribs, but have recently been rebuilt of concrete. The remainder of the available storage reservoirs have never been constructed, but if they were, an eminent authority states that they would be “sufficient to control absolutely the floods of the Mississippi for a long distance below St. Paul, and to improve the navigation of the upper river very materially, while their value for industrial purposes is almost beyond estimate.” APPENDIX N0. 6. PREVIOUS PAPERS AND REPORTS. The purpose of this chapter is to briefly summarize the main features of some of the principal papers and reports upon floods and proposed methods of flood relief in the United States. Included with these papers and reports, as of special interest in connec- tion with the Report of the Flood Commission, are the records 01 several actions of the Chamber of Commerce of Pittsburgh, reports upon several conferences at Vvashington, and a reprint, in full, 01 1110 Newlands Bill. PAPERS THE MISSISSIPPI AND OHIO RIVERS. Charles Ellet, J 1'., O. E. (1853.) Mr. Charles Ellet, Jr., a civil engineer of note, wrote a paper, which appeared in the transactions of the Smithsonian Institution in 1849, upon the subject 01 “Т110 Physi- cal Geography of the Mississippi Valley,” in which he advanced the idea of the improve- ment of the Mississippi and Ohio rivers by means of artificial storage reservoirs. In 1853, a book by the same author was published which voluminously gives these plans for river remedial measures. The viewsiexpressed in this book were originally presented in a report by Mr. Ellet to the War Department under an Act of Congress. The plan proposes levee construction along the Mississippi River, supplemented by control 01 1110 flood stages by reservoirs. The thought is expressed that while levee construction may bring about partial relief more speedily, the fundamental method of treating the whole matter is by storage reservoirs, for the purpose not only of prevent- ing the damaging flood crests from reaching the communities along the main part of the principal streams, but of properly conserving the Water for the benefit of navigation and, incidentally, providing a considerable amount of water power. Mr. Ellet maintained that reservoir sites should first be sought on the tributaries of the Allegheny and Monongahela Rivers, as well as on other tributaries of the Ohio; that reservoirs ought to be constructed Wherever it is practicable to find appropriate 51105; that these impounding basins should be made large enough to receive and retain the flood water of the tributaries and release it when the supply is needed for naviga- tion; and that the value of the then existing commerce would justify the cost. In discussing the application of the reservoir scheme, the report includes a number of interesting tables and other matter, showing capacities, possible reduced flood stages, and the increase in the low-water stage that could be obtained during the summer months. PRACTICAL VIEWS ON THE PROPOSED IMPROVEMENT OF THE OHIO RIVER. W. Milnor Roberts, C. E. (1857-58.) This paper, published in the Journal of the Franklin Institute, 1857-58, devotes considerable space to a discussion of the idea that the application of the reservoir plan originated by Mr. Ellet is impracticable, and that the physical conditions are not favor- able for finding suitable storage. Mr. Roberts says: 350 1MPRovEMI«:NT or oH1o RIVER. “My own careful investigations of the subject of controlling the Hoods of the Ohio by means of artificial reservoirs, which were made in 1857, satisfied my mind conclusively that such control by any human means attainable within the practicable limits of cost is impos- sible. I will not, therefore, in this report devote any space to the consideration of the :reservoir plan as a means of controlling the Hoods of the Ohio River. My present attention will be turned wholly to its consideration as a means of effecting a perennial How in the natural »channel of the river sufficient to make a navigation six feet deep at all ordinary periods of low ‘water, and not less than five feet deep at a period of extreme drought. * * * “Of the reservoir plan of Mr. Ellet it maybe said: First: As a means of regulating the floods of the Ohio River so as to confine them to an equable How or any practical approach thereto it is impracticable. Secondly: As a means of affording in low-water seasons a con- stant How of five to six feet depth in the natural river channels, while the plan is not really impracticable, it will necessarily be accompanied by very serious difficulties in its practical accomplishment, besides great cost in construction, and a heavy annual expense for its man- agement. I have presented certain data which afford an approximate or rough estimate of the probable cost, although accuracy cannot be obtained without an extensive system of special surveys. But the probable or possible error of estimate would not be sufficient to affect essen- tially a fair consideration of the plan as compared with other plans. “The cost of managing, operating, repairing, and maintaining an extensive system of reservoirs, must of course depend upon circumstances. A few large reservoirs or gigantic river pools con~ structed on the main streams, (if admissible now), would be cheaper to manage and operate than a large number of scattered isolated reservoirs on the tributaries located over an area of many thousand square miles of territory, though the idea that Stich very high dams, having elevations of from 60 to 100 feet, can be made available for two distinct and different purposes, namely, for reservoir use and for slackvvater navigation, is certainly fallacious.” rl`he cost of the necessary number of reservoirs, it is thought, will not be less than $00,000,000, which is considered prohibitive and not in keeping with the benefits to be obtained. IMPROVEMENT OF THE OIIIO RIVER. Review of the "Practical Views” 01]? Milnor Roberts. By Elwood Morris, C. Е. (1857.) This paper, published in the journal of the Franklin Institute, in the year 1857, bears almost entirely upon the reservoir proposition of Mr. Ellet and expresses agree- ment with the feasibility of the scheme. Mr. .\Iorris states: “The writer, o1I the other hand, frankly avows, that having closely studied this subject, and being personally familiar with the Ohio River, he has become strongly impressed with the vast superiority of the system of reservoirs proposed by Charles Ellet, Jr., Esq., C. E., and fully satis- fied that an accurate survey alone, is all that is necessary to find adequate sites for reservoirs. and to demonstrate both the practicability of the plan and its pre-eminence over all others. * * No discussion will obviate the lzeccssiíy of а suitrzble szzre'e_v.” * * * Mr. Morris considers that adequate reservoirs may be found upon the tributaries and that no obstructions whatever need be created on the main streams. Не considers `that the plans most worthy of attention are: 1, reservoirs; 2, slackwater. It was admitted that adequate data were lacking for accurate estimates as to Ícapacities and costs, also as to the exact benefits to be derived, but it was thought that the principle was sound and beneficial as a whole. REPORT ON Il\IPROVEMENT OF OHIO RIVER. By Maj. VVi1liam E. Merrill, Corps of Engineers, U. S. Army. To Chief of Engineers, September 1, 1873. In reporting on the improvement of the upper Ohio River, Major Merrill points out that the great difficulty is the lack of water, which he states could not be overcome iby dredging alone, but could be remedied by securing a great additional amount of Water. Не points out the impracticability of obtaining water from Lake Erie either by a canal, which would have to enter the Ohio too far down stream; by storing water in Lake Chautauqua, which would not provide sufficient catchment area or storage; or by pumping into Lake Chautauqua from Lake Erie, which would be too costly. PREVIOUS PAPERS AND REPORTS. 351 Н0 then states that there are but two plans that offer any prospect of feasibility: “One is to retain surplus water by huge reservoirs on the upper tributaries, preserving an unobstructed channel, and the other is to retain a sufficient depth for navigation by locks and dams, thus making shallow reservoirs in the main river." Witli regard to the reservoir plan, Major Merrill refers to the paper of Mr. “Й. Milnor Roberts and gives a summary of the latter`s objections to the reservoir system- Major Merrill agrees with the objections and favors the slackwater system, the advantages of which, as compared with the reservoir system, he states to be as fol- lows: ‘â 1. It has long been tried and is now in use on the Monongahela, where it meets the de- mands of the same commerce that navigates the Ohio. “2. There are no great hazards connected with the system, as the dams are low and the de- struction of one will not necessarily injure the one next below. " It is known positively that locks and dams can be built that will fully answer their pur- pose, and their cost can be determined beforehand with very fair accuracy. “4. There would be no damages from overflow, or destruction of property of any kind. “5. No special care is needed in the use of the slackwater system. The pools are themselves reservoirs containing the minimum amount of water needed and at the exact place where it is to be used. “б. Т110 cost of this system would probably be less than the other. “7. Т110 pools would make excellent harbors for all river craft, an improvement that is greatly needed at the large cities, especially at Pittsburgh.” EXAMINATION OF RESERVOIR SITES IN WYOIVIING AND COLORADO. Report of Lieut. Col. ll. M. Chittenden. Printed in Ilouse Doc. No. 1-11, 59111 Congress, 2nd Session, 1897. This report treats of reservoir sites in the arid regions and discusses the various types of dam construction and the conditions best suited to each. After special con- sideration of various reservoir sites, the author passes to a general discussion of reser­- voirs and their relation to stream-How. He points out that “the ideal stream would be one in which the How should be uniform from one year`s end to the other, or, if not uniform, varying directly with the magnitude of the uses to which it is put.” He goes on to state that not only is stream-How subject to wide fluctuations, but also “these irregularities of How have no economical relation to commercial or other uses of the stream.” VV hen the streams are most needed for navigation 'and other purposes their How is least. Furthermore, when the streams are at their highest, enormous damages from Hoods result. Although the natural way to prevent these undesirable conditions of stream-How would seem to be, the author states, to remove the cause, almost all measures of relief “look only to the palliation of results, and leave the cause untouched. River channels are dredged out in low water, and levees are built to protect from Hoods in high water. Scarcely anywhere is the effort made to prevent either high or low water. It would naturally follow that, if great evils result from the variable How of streams, the primary and fundamental object of the engineer who is called upon to correct them would be to make this How uniform. The agencies employed for this purpose are called reservoirs.” The author then discusses the effect of natural storage on the How of streams and shows the conditions as to regularity of How existing on the basins of certain large rivers in various parts of the world, where large percentages of drainage area are taken up by lakes, laying particular stress on the ideal conditions of How existing in the St. Lawrence River on account of the Great Lakes. He then passes to a discussion of artificial reservoirs then constructed, treating principally of the huge projects on the Volga and Msta Rivers in Russia, and at the headwaters of the Mississippi River in the United States. Under the next heading, “Reservoirs and Flood Prevention, the author discusses the action of reservoirs in controlling Hoods. He states that “every reservoir built )7 352 RESERVOIR SITES IN WYOMING AND COLORADO. CHITTENDEN. along the course of a stream is, to some degree, a protection against Hoods in the valley below." Не points outI that even if a reservoir is full when a Hood comes, it still mod- erates the How of the stream below, because of the additional storage furnished by the increase in capacity due to the depth over the spillway required to discharge the maximum Hood. He states that “this is a very important feature of reservoir action, even where the capacity of the reservoir is not sufficient entirely to pre- vent the Hood.” He points out, however, that the retardation of a Hood on a given tributary in a reservoir of insufficient capacity may operate to increase the height of the Hood in the main stream by bringing two Hood waves in conjunction, which under natural conditions would have arrived at different times. The author notes that Hood control and industrial use are not entirely compatible objects, and that if reservoirs were built with such a combination in mind, only part of the capacity could be relied upon for each purpose. Не states that, at the time of his report, few reservoirs, if any, had been built for the exclusive purpose of Hood preven- tion, although there were numerous examples where this had been an important con- sideration in their construction. A full discussion of what has been done in this respect in foreign countries up to the present date has already been given in Appendix No. 5. The investigations of tl1e French engineers after the Hoods of 1856, which were so destructive on the French rivers, are also discussed at length The results of these investigations have likewise been described in Appendix No. 5, although the conclusions there drawn from these investigations, and their application to the conditions at Pitts- burgh, differ from the opinions of the author Of the paper now under discussion. In closing this section of his report the author emphasizes his opinion that “it is the cost, not the physical difficulties, which stands in the way.” Не says, “it may be stated that as a general rule a sufficient amount of storage can be artificially created in the valley of any stream to rob its Hoods of their destructive character; but it is equally true that the benefits to be gained will not ordinarily justify the cost.” The principal reason for this, in the mind of the author, is that Hoods happen only occasion- ally and that “every reservoir built for the purpose of Hood protection alone would mean the dedication of so much land to a condition of permanent overHow in order that three or four times as much might be redeemed from occasional overHow.” The author f‘ails at this point to take into consideration the relative values of the land overHowed. The author closes this discussion with the conclusion that “the construction of reservoirs for Hood protection is not, therefore, to be expected, except where the reser- voir is to serve some other purpose as well.” For this reason he believes Hood control by storage reservoirs is not likely to be carried out in a large way,. because a system of reservoirs would be required. For Hood protection on a relatively small scale, how- ever, he believes that “reservoirs will undoubtedly continue to be built, particularly where they serve other purposes as well.” The author continues his paper under the heading, “The Floods of the Mississippi and the Missouri,” and refers to -previous papers and reports upon the control of the Hoods in these rivers by means of storage reservoirs. In this connection, after stating that “The great controlling element, in fact, in all the lower river Hoods is the Ohio River,” he continues as follows: “The magnitude of these Hoods also depends very largely upon fortuitous combinations of the Hoods in its tributaries. No single Hood from any one of these tributaries, except the Ohio, can produce serious consequences in the main river. IBut if two or more of them discharge excessive Hoods in the main stream simultaneously, then itis that great disasters follow. * * * PREVIOUS PAPERS AND REPORTS. ' 353 “It is apparent, therefore, that a reservoir system which should exercise any appreciable inHu- ence on the lower river Hoods must embrace the three great upper tributaries, and particularly the Ohio. What the magnitude of the storage required would have to be may be inferred from the fact that the total discharge of the Mississippi at Cairo above the bankful stage, during the late flood, was 2,368,000,000,00o cubic feet, or 4,250 square miles 20 feet deep, the assumed average depth of reservoirs. * ‚ . ‘ “While it might seem at first thought that this alnount of storage could be found, _stlll lt would be very difficult to find it. Particularly on the upper Ohio and its southern tributarles favorable sites are understood to be of rare occurrellce. * * * The ease with which the writer was able to Hnd storage amounting to 11,000,0oo,00o cubic feet in the State _of Ohio at the very headwaters of streanls along the divide between Lake Erie and the Ohio convinced hlm that the natural faclll- ties for storage are rather greater than is commonly supposed.”* ~ FLOODS AND MEANS OF THEIR PREVENTION IN OUR WESTERN RIVERS. By T. P. Roberts, U. S. Assistant Engineer. Proceedings of the Engineers’ Society of Ivestern Pennsylvania, July, 1907. This paper advocates the raising of the Hood-overHowed area and the building of walls along the rivers in Pittsburgh for the purpose of flood protection. In tllis con- nection the paper does not seem to take into collsideration the fact that from such pro- tection alone, practically no other benefits would be derived, and that flood reduction by reservoirs would largely reduce and simplify local measures. It is stated that flood prevention by storage reservoirs has certain advantages, but the probability of finding adequate storage is thought to be slight. It is admitted that a limited anlount of con- trol could be secured by this means, but as full control is not possible, the schelne may not be advisable. The opinion is expressed that deforestation has practically no influ- ence upon stream-How. In the discussion which followed this paper, issue was taken with the author by members of the society, notably by Mr. Morris Knowles, Mr. Emil Swensson and Mr. Е. К. Могзе. Мг. Knowles urged that broad consideration be given a matter of such great importance and that satisfactory conclusions could not be reached without extensive investigations alld surveys. VVith regard to remedial measures, he expressed the opin- ion that adequate surveys would disclose that Ia considerable number of feasible reser- voir sites could be obtained, and drew the following conclusions: “That we Should have a broader conception of the whole problem and not a selfish consider- ation for one place; that there is good in both methods suggested; that there are many additional reasons for constructing reservoirs other than the desire simply to diminish Hood heights; that a careful survey and study is the only way to properly and finally solve the problem; that this op- portunity should be used to so agitate and prepare the public mind that funds for this purpose can be obtained. It is a worthy object in which the Engineers’ Society and other civic organizations can unite ill a strong effort.” ' ‘ Мг. Swensson, in discussing the matter of storage reservoirs for Hood control, con- sidered this the best means for the regulation of the streams, for the reason that it would not only prevent the damaging Hood crests from reaching the many communi­ ties along the valleys, but would conserve water which could be used to the benefit of navigation and general supply during the low stages of the summer months. He was also of the opinion that even if the reservoir system was not feasible for coln- pletely doing away with Hood troubles, it would still be possible to secure enough capac- ity in the aggregate to materially reduce Hood heights and damages. The opillion was given that with an adequate amount of reservoir control, construction of walls or filling up of low portions of the city would be considerably simplified on account of the reduc- tion in Hood heights. The idea is expressed that the forests have considerable effect upon stream-How, *“See report on Ohio Canal surveys, in 1895, House Doc. No. 278, Fifty~fourth Congress, first session, p. 56: printed also in Annual Report of the Chief of Engineers for 1896, part 5, p. 2973 et seq.” FLOOD PREVENTION AND NAVIGATION IN OHIO RIVER. LEIGHTON. and' that' while the process' of`bu`ilding up deforested areas is a slow one, this is not a good reason for discouraging reforestation. The- following may be quoted from Mr. Swensson’s remarks: “Thus we see that it is not a question of controlling and regulating the flood waters of our rivers solely by one or the other of the possible methods, but rather a combination' of all“ of them, resulting in more or less complete control and regulation, depending upon the extent to which con'- ditions and our means permit us to employ such methods. * * * "This matter is so large and affects so manycommunities and so many interests aside fron Pittsburgh itself that the first remedies should be inaugurated by the general government, when it becomes easier for the communities to protect themselves against whatever remains of our floods.” Mr. Morse expressed the idea, based upon his observations in the mountains, that the denuding 01 111е country generally resulted in the drying-up 01 111е hillsides and material effect upon the flowof the streams. Reference is made to encroachments upon the bed of the rivers and to the fact that this has caused considerable scouring and deepening of the channel, and thereby necessitated a large amount of riprap protection around the piers, which would not otherwise be required. RELATION OF WATER CONSERVATION ТО FLOOD PREVENTION AND NAVIGATION IN OHIO RIVER. By M. O. Leighton, Chief I­lyd1‘og1‘aphe1’, U. S. Geological Survey. (1908.) This paper was submitted by Mr. Leighton to the Inland Vl/aterways Commission and appears in the 1908 report of that Commission. The paper is of much value in the way of exhibiting the possibilities of reservoir storage in the Ohio Basin for flood pre- vention and resultant benefits to navigation. It is mentioned that the general idea of reservoir control is not a new one, as it was proposed by a British Engineer, as early as 1800, а116 in this country by Mr. Charles Ellet, Jr., about 60 years ago. Reference is made to the adverse criticism in a report made in 1857 by Mr. VV. Milnor Roberts and in another of much the same character, made in 1873 by Ма}. Wm.» E. Merrill, Corps of Engineers, both of which have already been described in this chapter. These engineers seem to consider that adequate storage is not obtainable and that, even if it were, it would be too costly, and successful manipulation of the system questionable. Attention is called to the fact that after the general scheme was brought forth adverse criticisms have been made with arguments and figures based upon insufficient data, and in many cases with no actual surveys. In introducing the subject it is said by Mr. Leighton: “This report will be confined to a statement of possibilities. There will be no attempt to pre- scribe methods for treatment of each local modifying condition that will be encountered in the prosecution of the plan here proposed. Such features are merely collateral, and their proper dis- position _is a matter of ordinary engineering. Itis not expected that the facts here set forth will refute all the objections made in past years to the conservation scheme. Such, indeed, is not the object. The paper will have served its purpose if it demonstrates that the plans proposed have so many features of promise that it would be a grave mistake to recommend the- permanent adoption of -a governmental policy that did not recognize the possibilities and provide for a further and more minute investigation of them. “Briefly stated, the contentions are as follows: “First. That the logical way to control a river is to control the sources of its water supply. “Second. That in nearly all of the rivers ofthe United States such control can readily be effected by the construction of storage reservoirs. “Third. That the way to prevent floods.is to use these reservoirs to catch and temporarily hold the flood waters, so that they will not descend upon the lower valleys in so large unit volume. “Fourth That in the majority of cases the improper and illogical way to attempt the control of floods is to endeavor to confine the rivers between high and expensive levees. “Fifth That except along those portions of river channels that are too steep for open naviga- tion, the proper way to maintain navigable depth at the low­water season is to provide, if possible, for the intelligent release of stored water. “Sixth. That canal-ization of rivers should be the resort only along those portions of the chan- nel too steep for open navigation or_in the tributary basins of which sufficient flood water cannot be stored to maintain navigable depth at low water; further, that when such results may be de- PREVIOUS PAPERS AND REPORTS. 355 rived from storage reservoirs, canalization is disproportionately expensive in maintenance and the money so expended might be used for more useful purposes in the uplands. “Seventh. That, while the first cost of the proposed conservation system will be large, the burden will be widely distributed over a series of years necessary to complete the construction. “Eighth That the ultimate cost will appear nominal when compared with the enormous bene- fits conferred, these benefits being applied to water­ power and to irrigation, as well as to flood prevention and navigation.” The author of the paper considers that the cost of the reservoir system would be small compared with the benefits derived by flood prevention and river regul.ation, including aid to the slackwater project, and that the successful manipulation of the system could be readily accomplished. - It is further said: “It will be appreciated on examination of this. paper that the region considered does not cover the entire basin. Therefore this presentation caimot do entire justice to the situation. ' Wliatever results may appear to be claimed as arising from the construction of these reservoirs with reference to the effects of floods and the maintenance of low­water navigation on the Ohio, they do not represent the total possibilities of the region, for, were surveys available on all the basins, it is manifest that far greater storage facilities would be shown to be available. Therefore the maximum effect of conservation would be much greater than shown in the following pages. “It will be helpful now to consider an objection that is frequently made to the use of storage reservoirs for flood prevention purposes, viz., that there is no way of predicting when floods may come, and it would be certain that a flood would descend on the reservoirs when they were filled to overflowing with the run-off from a previous flood. * * It will be noted in subsequent pages that the extent of drainage area that can be conserved by various reservoirs has been deter- mined. The reservoirs will hold the entire year’s run-off from a stated area, 'or, in other words, if the gates of the reservoirs were allowed to remain closed for an entire year the reservoirs would retain all the water flowing from that territory for the entire period. Supposing now that two floods should descend into the Ohio River, as they did in January and March, 1907. Т11е second flood could not descend on full reservoirs because the capacity of the reservoirs is sufficient to hold them both. We have, for example, on the Monongahela storage facilities of capacity sufficient to conserve the run-off of 38 pen «cent of the drainage area. "‘Therefore, according to the adjusted capaci‘ties stated in the following pages, this per cent of the Monongahela drainage area could be entirely cut off from the Ohio Valley for the period .of one year. Of course, this estimate is based on the records of mean flow, as shown by observations ex- tending over a series of years. There is considerable variation from one year to another, so that if the reservoirs actually remain closed there are years in which the accumulation of water would more than fill them and still other years in which the accumulation of water would not suffice to fill them. But the point is that this great capacity furnishes a wide margin on which to work. The two floods of the spring of 1907, for example, would not fill these reservoirs, but, assuming that they remain closed for the entire year, it is possible that the entire year’s run-off would more than fill them. But, with this wide margin of time, covering, indeed, a low-water season, when the water would be needed in the Ohio, there is ample time to draw ofir the water and prepare the reservoirs for sub- sequent floods. Therefore, the criticism that floods might descend upon reservoirs already filled is based on the hypothesis that the reservoirs are small and their capacity is not commensurate with the size of the basins, whereas, in point of fact, they are sufficiently large for flood prevention. The whole matter therefore comes down .to intelligent manipulation, with margins of safety so wide that only the most flagrant stupidity could result in any misfortunate circumstance. “A further question now to be discussed is, How are we going to manipulate the reservoirs above which there is a large drainage area when their capacity is only sufficient to hold a portion of the flood descending from that area? A ,glance at the tables in subsequent pages will show that there are many such. This is a mere matter of intelligent manipulation. We will assume, for ex- ample', that there is, above a certain reservoir, a drainage area of 100 square miles, while the reser- voir itself has a capacity sufficient to conserve the run-off from only 50 square miles. This does not make it necessary that the run-off from the 100 square miles shall come down and overwhelm the 50-square mile reservoir. The fact should be kept in mind thate this reservoir is to conserve the drainage from only 50 square miles and therefore as fast as the flow comes down into the reser- voir one­half of it should be released through the gates. The release of one-half of the water may readily be accomplished by adjusting the size of the openings in the reservoir gates.” It is pointed out- that all floods on the Ohio do not have a common origin; at times they arise in the upper part ofthe river, and by the time they have reached the lower portion have become so flattened out that they cause no damage or apprehension. Records show that the floods of the Ohio Basin never occur over the entire area at one time, as so far only one-fourth or one-third of the total area has been involved in any one flood. These studies indicate that about 25 per cent of the drainage area above Pittsburgh may be controlled by storage. A table is given which shows that the great FLOOD PREVENTION AND NAVIGATION IN OHIO RIVER. LEIGHTON. flood of March, 1907, would have been reduced, at the city, by the proposed storage, to a height of about 5.5 feet above the danger line, instead of 13.5 feet, which actually occurred. The estimated reduction at other points, by proper operation of the system, would be as follows: Parkersburg, VV. ­Va., to below danger line; Cincinnati, Ohio, practically to danger line. Attention is called to the fact that many of the reservoir sites, particularly above Pittsburgh, would be in the upland, in isolated parts of the valleys, where land. values and developments are of comparatively small consequence. Data are not available for arriving at exact results for reservoir control, but it is unquestionably thought that sufficient were at hand,.at the time, to reveal the fa-ct that practically all Hoods can be reduced to the danger line at Pittsburgh and at points along the greater part of the Ohio River. . The cost of the system of reservoirs proposed by the author is arrived at by a study of the cost o-f 97 projects already constructed in various parts of the world, which he groups according to capacities. On this basis he arrives at the estimates of cost shown in the following table: CAPACITY IN MILLIONS NUMBER OF RESERVOIRS OF CUBIC FEET ESTIMATED COST п? 2 500 to 1,000 $ 1,050,000 52 1,000 to 10,000 53,784,000 15 10,000 to 20,000 12,545,000 31 Over 20,000 57,840,000 100 $125,219,000 It is noted that the greater _the capacity of any reservoir the smaller the cost per unit capacity. It is commented that an important feature to be taken into consideration is that the value of any project is not determined by the amount of money used in its construction, but by the final utility of the project. ’ The conclusions are as follows: “In the foregoing pages the effect of conservation reservoirs in reducing the height of Hoods at numerous points along the Ohio, from Pittsburgh to Cairo, has been reviewed. In making the computations of such effects, certain legitimate allowances favorable to the conservation scheme have purposely been omitted. The test of the reservoirs has been made without giving them the advan- tage of these allowances in the computations. Occasional reference has been made to them in the text. It has been necessary to include rivers on which no information concerning conservation pos- sibilities is obtainable, and other rivers concerning which *such information is not complete. Ad- vantage has not been taken in the computations of the fact that the proposed reservoirs will conserve the torrential How from each basin and leave unregulated the lower and more moderate portions. The figures have been based solely on proportionate areas, conserved and unconserved. All these disadvantages have been accepted freely and the test has been applied to the conditions arisingiiu что Hooldspalong the Ohio, the greatest, with one exception, in a quarter of a century. What are t le resu ts. “It has been shown that the Hood height in all cases would be either reduced below the danger line or would exceed the danger line by so small an amount that the use of any one of the allow- ances above mentioned would give “complete abatement throughout the length of the river. It is im- possible to draw any other conclusion from the data presented. The situation merits further consid- eration,and examination as а part of the proposed government policy with reference to inland waters.’ In speaking of the damage caused by the January and March Hoods of 1907, it is estimated that this amounted to more than $100,000,000 in the Ohio Valley. The benefits to 4navigation by a reservoir system will be of the utmost value and it is the idea that on account of the increased How obtained from the conserved water, a nu~mbe`r of locks in the contemplated government system may not be necessary, along favorafble reaches of the streams. Regarding the possibilities of water power develop- ment, th_e author is of the opinion that a considerable amount would be made available. PREVIOUS PAPERS AND REPORTS. THE APPLICATION OF THE RESERVOIR SYSTEM TO THE IMPROVEMENT OF THE OHIO RIVER. By Capt. Wm. D. Connor, Corps of Engineers, U. S. Army. Engineering News, Vol. 59, No. 24, June, 1908. In opening this paper, the author refers to the previous advocation of storage reservoirs for the improvement of the River Severn, in England, in 1800, and to three of the principal papers on the improvement of the Ohio by means of storage reservoirs. Не speaks brieHy of naturally conserved rivers and their regularity of How. He states that there are only four large rivers in the world on which artificial reservoirs have been constructed for the purpose of storing Hood waters, the Mississippi, the Volga and Msta, and the Nile. We Hnd in Appendix No. 5 that there are others. The objects of the reservoir system are divided by the author into three parts, Hood protection, assistance to navigation and water power development. He believes that “there is no question but that today its relation to navigability is the most important test that must be applied to the system in discussing its practicability.” He recognizes the fact that the possibilities of enormous water power development have added an import- ant argument in favor of the construction of storage reservoirs for Hood control, but believes that the Hgures that some writers have arrived at, as to the income from this source, are too great. In discussing the proper agent for constructing reservoirs, he expresses his opinion that the Federal Government should do this work, and believes that if it should be found feasible and practicable, the necessary authority and funds would be provided. VV ith regard to the cost he believes “а great initial cost is today no cause for rejection for in case the results to be obtained are commensurate with the amount of money to be expended the plan is sure to be adopted.” Like Col. Chittenden and Col. Newcomer, he believes, however, that the cost would not be warranted by the beneñts to be derived. From this point on, the paper is devoted to a discussion of Мг. Leighton`s paper on a similar subject. He expresses doubt as to the accuracy of Mr. Leight0n’s stream- How data, as to the practicability of the reservoir sites, as to the Hgures for cost, and as to the advantages of the reservoir system. The author expresses the opinion that even if Hoods were kept within the banks of the Ohio, the Hoods on the Mississippi would con- tinue and the levee system would still be necessary. He claims that the most damage done by the Ohio River Hoods is in the Mississippi below Cairo. It is also true that the most damage done in the Mississippi below Cairo is by the Ohio Hoods. He makes no mention of the fact that if the Hoods during 1907 had been kept within the banks of the Ohio, $100,000,000 damages along that river would have been avoided. He goes on to say, further, that even if the reservoir scheme would do all that is claimed for it, its impracticability would prevent its adoption. The scheme is believed by the author to be impracticable, principally because of the cost. He believes that not only would the damages be greater than as figured by Mr. Leighton, because of developments in the valleys selected as available for reservoir sites, but that the cost of the dams would also be considerably greater. He also feels apprehensive as to the safety of the dams, although numerous similar dams are (being built for other purposes all over the world every year. Furthermore, he anticipates that the completion of the system of reservoirs, proposed by Mr. Leighton, would be several generations hence, whereas un- interrupted navigation on the Ohio is desired by the public within a few years. The author also apprehends that the reservoirs may be filled up by silt. The streams on which storage is considered, however, at least those above Pittsburgh, are not large RESERVOIR SYSTEM IN OHIO BASIN. ENGINEERING NEWS. carriers of silt, and calculations for similar streams have shown that it would take hundreds of years to fill them to any considerable depth. I/Vith regard to the advantages claimed for the reservoir system, the author says of flood protection that “the advantages of a completely conserved river as a means of flood protection are admitted and need no elaboration, but even the physical practicability of this has yet to be conclusively established.” VVith regard to the benefits to navigation, the author does not believe that the Ohio River could be improved and made entirely navigable by means of storage reservoirs alone, but he states that “no one will question the fact that the reservoirs would aid in in- creasing the depth of water to a certain extent in the upper part of the river." On this same subject the author writes: "There is no doubt but that any system of reservoirs would give an increased depth and would .improve the river to a certain extent, but just how much the river would be improved will depend upon how many reservoirs can be actually constructed and what their total capacity will be, taken in consideration with the low­water stage at various points along the Ohio River. If thc advan- tages of the reservoir system. are found to outweigh the disadvantages, its effect upon navigation should be studied and utilized to the full extent in the improvement of the river.” It is interesting, in this connection, to refer the reader to Chapters IX and Х of this report, where the improvement of the flow and the resulting benefits to navigation by reservoirs on the drainage area above Pittsburgh are discussed. V\/ith regard to water power and revenue therefrom, Capt. Connor is convinced that an enormous amount of power could be developed, but that the revenue to be derived therefrom has been largely over­estimated. The author believes that the interests of flood protection, navigation and power could not be served by the same reservoir, although he admits that “even for flood protection a certain amount of water might be kept in the reservoir, and the power interests might Ibe temporarily satisfied with less than a uniform rate the year round." In closing, the author expresses the belief “that the reservoir system for flood pro- tection is theoretically possible * * *; that it is possible for it to improve the channel depths to a certain 'extent ч‘; that a great amount of power can be developed and ultimately sold at a profit." He does not believe, however, that the reservoir system would be sufficient in itself to completely improve the Ohio River. ENGINEERING NEWS. _lune 11, 1908. In an editorial appearing in this periodical, reference is made to the above-described paper of Mr. Leighton and to the criticisms of this paper by Capt. Connor, U. S. Engi- neer Corps. Reference is also made to Mr. Horton’s article bearing upon the effect of the Ohio River reservoir project on the floods ofthe lower Mississippi. “Engineer- ing News" agrees with Мг. Leighton that the reservoir system would be of immense benefit in the way of flood protection, aid to navigation, etc., but that there would Still be need for considerable lock and dam construction on the Ohio and its tributaries. “Each is needed to supplement the other,” and it is right to place flood protection as the main purpose of the reservoir system and the benefit to navigation as secondary. The damage caused by the floods is annually becoming greater, with an increasing tendency in height and frequency. ' "Н, then, at a cost not too great for construction work and land damages, a system of reser- voirs can be made to supplement the protection furnished by dikes and levees, to help the navigation conditions as well, and to furnish also a revenue through the development of water power, it is surely worth careful consideration at least. PREVIOUS PAPERS AND REPORTS. 359 “In the study which we have given to the reservoir system, it has seemed to ns that the wisest course would be to test its possibilities first by investigation of a part of the system pro- posed. If the reservoir system can be made a practical success for any part of the Ohio River, it is on the Allegheny and Monongahela Rivers which join to form the Ohio. Topographical and geological conditions for economical reservoir construction would be as favorable certainly as any- where in the Ohio Basin, while the benefits to be gained are greater than for an equal amount of work anywhere else. The cities of Pittsburgh and Allegheny have a greater stake in flood preven- tion than any other cities in the country. * * ‘к “Further than this, the great industrial center at this point has an interest in the maz`ntena11ce of the low-water flow in the Allegheny and Monongahela, that has nowhere received attention. As our readers know, Pittsburgh draws its water supply from the Allegheny River, and while it has just installed a huge filter plant to purify this water, it is highly desirable that the water in the river be in reasonably good condition before filtration.” The editorial continues by calling attention to the great beneñts to be derived by the industrial communities from the increased flow during the summer Season. Even if the whole system of reservoirs were not carried out it is considered vitally important to the communities along the rivers that at least one or more reservoirs be built in each of the basins above Pittsburgh. It is also urged that it would be well worth while to at least test the feasibility of the reservoir system by making detailed surveys and estimates for reservoirs in the Allegheny and Monongahela Basins, as being the most practicable place to start in the Ohio River Basin. This is the test that the Pittsburgh Flood Com- mission has applied at a cost of over $100,000. PROPOSED RESERVOIR SYSTEM IN OHIO RIVER BASIN. By Lieut. Col. II. С. Newcomer, Corps of Engineers, U. S. Army. Engineering News, October 8, 1908. This article is a criticism of the paper by Mr. M. O. Leighton, which first appeared in the report of the Inland \/Vaterways Commission, and has already been outlined in this appendix. The author is of the opinion that storage reservoirs are of little importance in con- nection with improving the navigability of rivers. He believes that such improvement is best obtained by locks and dams. This he states to be the universal opinion and practice in European countries, although it will be seen in Appendix N 0. 5 of this report, that this is not the case at the present time. The author doubts Mr. Leighton’s assumption that the flood discharge would be lessened in the same or even a greater proportion than the percentage of drainage area that is controlled by reservoirs. VVhile great storms are generally widespread and it is improbafble that any would occur which would not involve some of the reservoirs, yet so much of the drainage area is uncontrolled, that the author apprehends that a flood might come from this uncontrolled area. At any rate, flood-producing rain storms are not uniformly distributed and might be concentrated on the uncontrolled area, when the percentage of run-off held back would be less than the percentage of drainage area controlled. The author is of the opinion that foreign engineers do not favor storage reservoirs as a means of flood control, although an examination of Appendix No. 5 of this report will show that reservoirs have been extensively employed for the prevention of floods in portions of Europe, and are more and more coming into use, the purpose of flood control being in many cases combined with those of navigation and power. The lack of suitable sites and the cost have been the principal difficulties encountered by European engineers, and form their chief objections to this method of flood relief. The author does not agree with Mr. Leighton`s figures for the value of the water power that could be made_available, and raises the question as to the ownership of 360 RESERVOIR SYSTEM IN OHIO BASIN. NEWCOMER. this power, and as to the agent that would receive revenue therefrom. He believes that $5 per horse power per year would be nearer the rental that could be obtained than the $20 used by Mr. Leighton, although it should be added that Mr. Leighton used this figure of $20 as a basis for estimating the value of and not the revenue from the power. The author’s chief criticism of Mr. Leighton’s paper, however, and his principal reason for considering the reservoir scheme impracticable, is the excessive cost. It is admitted that unquestionably there are great benefits to be derived from a system of res- ervoirs, that the matter is one of great importance, and that “the system should be built if it can be done at a reasonable cost. This is the vital feature of the problem and the one that generally condemns the system as being impracticable from a financial standpoint.” Doubt, however, is expressed as to the possibility of finding adequate res~ ervoir sites on the tributaries, at reasonable cost and commensurate with the benefits to be obtained. Furthermore, the author believes that a satisfactory application of the whole scheme might be found impracticable, because of the above and on account of probable difficulties in the way of proper manipulation of the reservoir system for the uses proposed. An estimate is given, based upon a rapid reconnoissance, as to the probable cost of certain projects suggested by Mr. Leighton, whose estimates are doubted. It is thought by the author that a limited amount of return may be gained from water power development, but no estimate is made of possible returns in the way of benefits due to Hood prevention, aid to navigation, etc. The author states: “It appears doubtful, therefore, whether such a plan can be prosecuted on a scale of suflicient magnitude to satisfy the pressing needs either of navigation or of Hood protection on large rivers. On. the other hand, it seems reasonable to expect that the growing demand for water power devel- opment and for water supply systems will lead to the construction of reservoirs in increasing num- bers, so that in the course of time their aggregate capacity on any particular drainage area may come to have an appreciable influence on stream How.” In the Engineering News of November 5, 1908, an answer was made to Col. New- comer’s paper, by Mr. Leighton, who upholds his general proposition as previously set forth. FoREsTs AND REsERvo1Rs IN THEIR RELATION To sTREAM­FLoW, WITH PARTICULAR REFERENCE To NAVIGABLE RIVERS. Paper by H. M. Chittenden, M. Am. Soc. C. E. Transactions of Am. Soc. C. E., Vo1.LXII., March, 1909. This is one of the most comprehensive papers upon this subject, and was discussed in detail by a large number of prominent engineers, many of whom differ from the opinions and conclusions of the author. The paper is divided into two parts, the first dealing with the relation of forests to stream­How, and the second with the relation of reservoirs to stream­HoW. RELATION OF FORESTS TO STREAM­FLO\V. The author discusses this subject under four main headings: 1. Effect of forests upon the run­off from rainfall. 2. InHuence of forests upon snow melting. 3. Effect of forests upon precipitation. 4. Prevention of erosion by forests. After treating the Subj ect at considerable length under the above headings and re­» ferring to records and authorities in other countries and in the United States, the author sums up his treatise in the following seven propositions: PREVIOUS PAPERS AND REPORTS. 361 “1. Т110 Ь00 of humus and débris that develops under forest cover retains precipitation dur- ing the summer season, or moderately dry periods at any time of the year, more effectively than do the soil and crops of deforested areas similarly situated. It acts as a reservoir moderating the run-oftf from showers and mitigating the severity of freshets, and promotes uniformity of How at such periods. “2. The above action fails altogether in periods of prolonged and heavy precipitation, which alone produce great general Hoods. At such times the forest bed becomes thoroughly saturated, and water falling upon it Hows off as readily as from the bare soil. Moreover, the forest storage, not being under control, Hows out in swollen streams, and may, and often does, bring the accumu- lated waters of a series of storms in one part of the watershed upon those of another which may occur several days later; so that, not only does the forest at such times exert no restraining effect upon Hoods, but, by virtue of the uncontrolled reservoir action, many actually intensify them. “3. In periods of extreme summer heat forests operate to diminish the run-off, because they absorb almost completely and give off in evaporation ordinary showers which, in the open country, produce a considerable temporary increase in the streams; and therefore, while small springs and rivulets may dry up more than formerly, this is not true of the larger rivers. “4. Т110 effect of forests upon the run-off resulting from snow-melting is to concentrate it into brief periods, and thereby increase the severity of freshets, This results (a) from the prevention of the formation of drifts, and (1)) from the prevention of snow-melting by sun action in the spring, and the retention of the snow blanket until the arrival of hot weather. “5. Soil erosion does not result from forest cutting in itself, but' from cultivation, using that term in a broad sense. The question of preventing such erosion or soil wash is altogether one of dispensing with cultivation or properly controlling it. The natural growth which always follows the destruction of a forest is fully as effective in preventing erosion, and even in retaining run­off, as the natural forest. “б. As a general proposition, climate, and particularly precipitation, have not been appreciably modified by the progress of settlement and the consequent clearing of land, and there is no suffi- cient reason, theoretically, why such a result should ensue. “7. Т110 percentage of annual run-off to rainfall has been slightly increased by deforestation and cultivation.” The author then goes on to state that “if the foregoing propositions are correct they enforce two very important conclusions-one relating to the regulation of our rivers and the other to forestry." The Hrst of these is “that no aid is to be expected in the control or utilization of our rivers, either for Hood prevention, navigation or water power, by any practicable applica- tion of forestry.” The second conclusion is that “forestry will be left to work out its own salvation without any reference to the rivers.” This, however, in the opinion of the author, would work no harm to the cause of forestry, for “it stands on a basis of its own, too ‘broad and too sure to require any ex- traneous aid,” namely “the beneHt and enjoyment of the people.” T 0 make this beneHt and enjoyment possible, it is even to the advantage of the forestry work to have it abso- lutely independent of any connection with waterway development, and promoted solely on the ibasis of producing trees for human use and enjoyment. Forests need not then be planted and preserved in the rugged and inaccessible mountains, where it has been claimed they are most needed to control run-off, but can be established and maintained in locations convenient for access by the people, instead of being seen only by the soli- tary hunter or mountaineer. RELATION OF RESERVOIRS TO STREAM­FLOW. In this part the author deals only with artificial reservoirs, of which he writes as follows: “The artificial reservoir is intended to attack this problem at its source. It catches and holds back the water in the near vicinity off its deposition, instead of waiting until it gathers into the rivers, and then building huge bulwarks to contain it there in times of Hood. It saves the stored- up supply and gives it out in the low-water season, thereby helping navigation, instead of dredging and otherwise treating the watercourses to increase the low-water depth. It corrects one of the greatest deficiencies of Nature by abolishing inequalities of stream-How and converting waste' into utility. Theoretically, it is the perfect plan.” 362 r1.ooD PREVENTION AND PRoTEcT1oN. swENssoN. The author then goes on to say that, practically, however, reservoirs for Hood control are not feasible. Не excepts the case of the Mississippi reservoirs in Minnesota and Wisconsin, described in Appendix No. 5, on account of the peculiarly favorable sites. Reference is also made to the propositions to control Hoods on the Sacramento and Kaw Rivers by means of storage reservoirs and to the adverse reports upon these projects. The remainder of the paper occupies itself mainly with the treatment of the propo- sition of Мг. М. O. Leighton to control the Hoods and improve the navigation of the Ohio by means of storage reservoirs. In this discussion he claims that if built at all they must be built primarily for power development, and that it will never be possible to regulate the reservoirs for the maximum benefit of both purposes. Не also antici- pates that the operation of a system of storage reservoirs would be attended with many difficulties. The author’s principal stress, however, is laid upon the excessive cost of a system of storage reserviors. Не claims that the damages caused by the overHow of the lands necessary for the reservoirs would be excessive. It should be noted, however, that he has lost sight of the fact, which still remains true, that many of the proposed reservoirs are located in the very mountains, rugged and inaccessible, and seen only by the solitary hunter or mountaineer, which he has already pointed out as therefore undesirable even for forest reserves. He concludes that “taking everything into consideration on the most liberal basis, it is evident that this system cannot be built for less than $250 per 1,000,000 cu. ft.” The author then goes on to make an estimate as to possible revenue from power development and to compare this with the cost of reservoirs. Considerable space is devoted to a discussion of what income per horsepower per year could be expected and he takes issue with Mr. Leighton’s figure of $20, choosing rather ‘(б use $5. This com- parison of revenue and benefits with costs considers only the revenue to be derived from water power. In fact, the author states that, in his opinion, the basis of any great reservoir system in our country must be industrial use. Не does not take into account the annual saving that would come from the prevention of Hoods and Hood damage and from the improvement of the rivers for navigation and water supply. The paper is concluded with a discussion of the relation of navigation to other uses of rivers and to certain legal obstacles that stand in the way of a broad treatment of our streams. FLo0D PREVENTION AND PROTECTION. By Emil Swensson, M. Am. Soc. C. E., Member of Flood Commission. January, 1909. This paper was prepared for the Flood Commission by Mr. Swensson, after his re- turn {тот an extended European trip, during which time he was commissioned by the Chamber of Commerce of Pittsburgh and the Mayor of the City, to make note of Hood relief methods as applied in foreign countries. River engineering is stated as having been a matter of gradual evolution, and is broadly discussed in its many phases, particularly as treated in foreign countries. The idea is expressed that streams are too much thought of, especially in the United States, as simply lines of drainage and not as factors which can be readily made of great econ- omical importance in the general welfare of man. Due to the growth of popula- tion and indifference on the part of the public, the streams have become extensively mis- used by the placing of encroachments in or across the channels, and by the filling out of banks in such manner as to materially reduce the free discharge requirements of PREVIOUS PAPERS AND REPORTS. 363 nature. Reference is made to methods of river improvement frequently applied, such as badly placed dykes, slackwater works for navigation, etc., which in themselves have sometimes increased Hood heights with disastrous results to property. In referring to Hood remedial measures, the author states that as methods of pro- tection, such as walls, dykes, dredging, cut-off channels, etc., have long been in use, his attention was directed chieHy to methods of prevention, by storage reservoirs, which were found to be most highly developed in middle Europe. Attention is called to the fact that the experience with local Hood protection methods, extending over a century, has proved them to be more and more inefficient, while experience with the newer and more scientiHc method of prevention has proved it to be of nluch greater efficiency, utility and economy, benefiting broad areas of the country. The work is usually conducted ullder departments of state or commissions, and the dllties embrace a complete Study of hydrographie, physical alld, in fact, all natural conditions of the streams and of the drainage basins. In many of the districts, data as to telnperature, rainfall and stream-How have been in course of collection for more than a century. These records are used as a foundation for the design and operation of works for Hood control and stream regulation, a number of which have been success- fully employed. Foreign countries have learned that rainwaters are one of the most Valuable natural resources alld should be conserved whellever possible as one of the great natiollal economies for the welfare of the people. Many of the new measures are conducted by commissions which not only gather all the data relating to the streams, but design the plans for the ilnprovements, esti- mate the costs, and proportion the damages and benefits among the people or districts interested. * * “The engineering profession has of late turned its attention to the prevention of Hoods, 315 well as to protection against Hoods, especially as in many instances the formerly practiced methods of protection had proven inefficient and too costly, particularly where many communities includ- ing large cities were affected. * * * Methods for prevention of Hoods have the advantage over methods for protection against Hoods, by reason of their adaptability to combine in them other advantages and utilities for the good of mankind, for instance, supply for navigation and cities, and for water power.” Reference is nlade to the favorable illHue1lce that forests have upon the regulation of Strealn-How and ill connectioll with this feature the foreign idea is expressed as follows : “Such matters have been taught by the forestry department, and the benefits from forestation in matters of run-off is no longer a theory with these people, but an established fact.” PAPER READ AT CONFERENCE OF NATIONAL WATERWAYS COMMISSION WITH FLOOD COMMIS- SION OF PITTSBURGH, PA., APRIL 17, 1911. By W. G. Ivilkins, M. Am. Soc. С. Е., Member of Flood Commission. The Sub-committee on Flood Prevention of the Engineering Committee of the Flood Commission of Pittsburgh believed that all possible means for the pre?/elztion of floods as distinguished from local protection against floods should be investigated. This branch of the investigation naturally divides itself into the following subdivisions, viz: the effect of (а) Storage Reservoirs, (Ь) Reforestation. The sub-comlnittee have made their own investigations as to the effect of storage reservoirs, but the investigations with regard to the forest conditions have been made by the Forest Service of the United States Department of Agriculture and the Depart- ment of Forestry of the State of Pennsylvania, acting jointly. The Hrst investigation in this country as to the possibility of the prevention of Hoods by the construction of storage reservoirs was lnade by Charles Ellet, jr., C. E., for the PAPER READ BEFORE NATIONAL VVATERWAYS COMMISSION. War Department of the United States, and his report was published in 1853, in a vol- ume entitled “The Mississippi and Ohio Rivers; Containing Plans for the Protection of the Delta from Inundation; and Investigation of the Practicability and Cost of Improv- ing the Ohio and Other Rivers by Means of Reservoirs.” This report was the subject of considerable discussion among engineers at the time it was published, and the discus- sion has been continued more or less ever since. Extensive discussion was caused in 1908 by the appearance of a paper prepared as an appendix to the Preliminary Report of the Inland VVaterways Commission, by M. O. Leighton, Chief Hydrographer, United States Geological Survey. Мг. Leighton’s paper in connection with the subject of reforestation, and its advocation by the United States Department of Forestry, seem to have been the raison d’êt¢'e for a paper read before the American Society of Civil Engineers by Н. М. Chittenden, Lieut. Col., Corps of Engineers, U. S. A., entitled “Forests and Reservoirs in their Relation to Stream Flow With Particular Reference to Navigable Rivers,” which was extensively discussed by a large number of members of the Society. Mr. Ellet, in his report, wrote regarding the Mississippi River: “They who have resisted the power of the river where it has been necessary to construct dams along its entire course (i. e.) levees on both shores, will assuredly be able to appreciate how much easier it will be to erect proper dams across the gorges of a mountain, where the reservoirs are already formed, and bounded on every side excepting the small gaps to be closed up. “It is not the intention now, however, to discuss the proposition which the writer ventures to suggest, in detail. But it is my duty here to say again that it is entirely practicable, for а cost that will be fully {нитей by more than one of the great objects which will be accomplished by this plan to hold in reservoirs surplus water enough to improve the navigation of every navigable stream in the Mississippi Valley, by discharging the excess so retained into the channels when it is needed there, and at the same time, and by the same process, to protect the whole delta, and the borders of every river in it, primary or tributary, from overflow.” Colonel Chittenden in his paper above mentioned, after referring to Ellet’s report; wrote: “The subject has often been considered since, both in private and official investigations. The conclusion has invariably been that, great as the benefits of such a system would be, if in existence, the cost of bringing it into existence would be out of all proportion to such benefits.” Colonel Chittenden also refers in his paper to a report which he made in 1897, “On the Advisability of Building Reservoirs in the Arid Regions” for the purposes of flood control, and in this report he said: “Every reservoir built for the purpose of flood protection alone, would mean the dedication of so much land to a permanent overflow in order that three or four times as much might be redeemed from occasional overflow. One acre permanently inundated to rescue three or four acres from.inun- dation of a few weeks once in three or four years, and this at great соус, со111с1.1}ог be considered a wise proceeding, no matter how practicable it might be from engineering conditions alone. The construction of reservoirs for flood protection is not, therefore, to be expected, except where the res- ervoirs are to serve other purposes as well.” ` Criticisms have also been made on Mr. Leighton`s report for the reason that the projects and sites which he suggests had not been selected after careful examination on the ground, and that his estimates were not made after actual surveys of the sites had been made, and that the basis of his estimates of cost was deduced from the average cost per million gallons of storage capacity of reservoirs of widely varying capacity and manner of construction. Colonel Chittenden in the conclusion of his paper, says: “The part that reservoirs will play in the larger problems of channel improvement and flood control on the great rivers, will be in the nature of an insurance. Every cubic foot of water taken from the crest of a flood, and released when the rivers are the lowest is pro tanto a benefit. If the great floods can be cut down by so much as a foot through reservoir storage, it will be an immense gain, and the same will be true if the low water stages can be increased by two or three feet.” PREv1oUs PAPERS AND REPoRTs. 365 The extracts from the report of Colonel Ellet and from the paper of Colonel Chit- tenden are quoted to show that there are differences of opinion held by engineers as to the advisability of storage reservoirs for the purposes of flood protection and as aids to navigation. No record can be found of any discussion of any project in the United States, based upon actual surveys of the reservoir sites and careful estimates of cost based upon unit prices for the various kinds of work required in the construction, for so large a specific problem as that with which the Pittsburgh Flood Commission has had to deal. The problem with reference to Pittsburgh was of such magnitude that the Engineers’ Committee believed that actual surveys of sites available for storage reser- voirs should be made, and that enough plans should be~made to provide the data for esti- mates of their cost. The’ Commission authorized the Engineers’ Committee to proceed on this basis, and as will be seen later, forty-three (43) projects were Selected on the tributaries of the Allegheny and Monongahela Rivers, thirty-two (32) of which were actually surveyed. The conditions of the flood prevention problem at Pittsburgh are very different from those which Colonel Chittenden mentions in his report on the advisability of building reservoirs in the arid regions. In the Pittsburgh problem, one of the conditions is practically the same, viz: “the dedication of so much land to a condition of perman- ent overflow, in order that three or four times as much might be redeemed from occasional overflow,” but in the Pittsburgh problem, the value of the land dedicated to permanent overflow is insignificant as companed with the 'value of the lands and the improvements on the land which is occasionally overflowed. As will be seen in the Flood Commission’s report, if the entire 43 reservoir projects, which have been investigated, were every one built, the entire cost of construction, including the cost of the land inun- dated by these reservoirs, would be but little more than five times the loss and damage done to Pittsburgh in three floods which occurred within a period of one year and five days, the first in March, 1907, and the third in March, 1908. There seems to be no difference of opinion among engineers as to the one'fact that storage reservoirs will reduce the height of the flood crest to some extent, but there seems to be great diversity of opinion as to whether the benefits derived warrant their cost. In the investigations which the sub-committee on Flood Prevention have made relating to storage reservoirs there were two things which they sought to determine, viz: First, to what extent the flood crest could be reduced by various combinations in the number and location of reservoirs on the tributaries of the Allegheny and Monon- gahela Rivers; the second, what combinations of the various reservoirs would result in such a reduction of the flood crest, that their cost in comparison with the damage caused by flood would warrant their construction. It will be seen from the results of our investigations, that when the immense damage occasioned to Pittsburgh by floods in the past and which are liable to occur at any time in the future are compared with the cost of the reservoirs, that there can be no question that their construction is fully warranted. The construction of these reservofrs will not only reduce the damage from floods, but will also serve to maintain a stage of water in the Allegheny River sufficient to enable steamboats to navigate during such times as present conditions frequently show to be too low for navigation purposes. These reservoirs will also serve to aid in the navigation of the Monongahela River, the discharge of which in periods of drought becomes so small, that evaporation, leakage through the дата and the emptying of the locks for the passage of a steamer allows more water to flow from the pool above the 366 1-“Loops IN sAcRAMENro AND SAN JOAQUIN BASINS. dam than the actual volume of water Howing into it. The discharge at times is so small that Hash boards are placed on top of the dams in order to hold the water in the pools. In 1838 the late W. Milnor Roberts, Past President Am. Soc. C. E., then engineer of the 1\/lonongahela Navigation Company, stated that in that year all the tribu- taries of the river between Brownsville and the mouth of the Youghiogheny River, a distance of about 42 miles, were dry at their mouths. His son, Thos. P. Roberts, United States Assistant Engineer at Pittsburgh, states that the same thing occurred in 1895 and in 1908. As noted in another part of this report, at such times of small discharge, the water becomes so impregnated with acid_in the water Howing from coal mines, that great dam- age is done not only to the boilers of boats on the river, but aiso boilers in the manu- facturing plants along the banks. At such times enough water could be let out of the reservoirs to very largely reduce the percentage of acid, with a corresponding reduction in the damage to boilers. \Vhile these investigations have been made so far as Hood prevention is concerned, primarily with regard to the City of Pittsburgh, there can be no question but that the towns on both the Allegheny and Monongahela Rivers above Pittsburgh will also be largely benefited by the reduction in Hood height and the improvement of navigation. It is also true that the towns on the Ohio River, below Pittsburgh, will also be benefited by the construction of these reservoirs, which benefit would be largely increased by the construction of similar reservoirs on the tributaries of the Ohio which empty into it below Pittsburgh. 11/'ith reference to Hood control in the Ohio River by reservoirs on the tributaries emptying into it below Pittsburgh, Colonel Chittenden said on pages 2862-2863 in the Annual Report of the Chief of Engineers for 1898: “The ease with which the writer was able to Hnd storage amounting to 11,ooo,0oo,0oo cubic feet in the State 0f_Ohi0, at the very head waters of streams along the divide between Lake Erie and the Ohio, convinced 111111 that the natural facilities are rather greater than is commonly supposed." This one statement alone should, in the opinion of the Flood Commission, be sufñcient to warrant the cities and states along the Ohio River, or the National Gov- ernment, or all three jointly, doing just what the Flood Commission of Pittsburgh have done, viz :-­- Investigate the problem by actual surveys, and after making as close estimates as possible of the Hood damages and of the cost of storage reservoirs, determine, as we have done, whether the cost is or is not warranted by the benefits derived. FLOOD OF MARCH, IQO7, IN THE SACRAMENTO AND SAN JOAQUIN RIVER BASINS, CALIFORNIA. By W. B. Clapp and others. Transactions of Am. Soc. C. Е., Vol. LX1, 1908. This paper, whiclris of unusual interest, gives a full description of the topographi- cal and drainage features of the river basins and explains the various conditions obtain- ing at the time of the Hood of 1907. The papers include a number of diagrams and tables. ’ The Sacramento and San joaquin Valleys are situated in the northern part of California, with respective drainage areas of 27,100 square miles and 18,300 square miles. or a combined area of 45,400 square miles, all of which is directly tributary to the ocean. A large area, 12,600 square miles, situated to the south of the headwaters of the present San joaquin, called the Lake Basin, was originally a part of the San joaquin; in late years. however, certain physical conditions so changed that this area PR1«:v1oUs PAPERS AND REPORTS. 367 became separated. The City of Sacramento is located on the left bank of the Sacra- mento River, about 130 miles from the seacoast and about 90 miles above the mouth of the San Joaquin. The chief tributaries of the Sacramento, named in order above the city, are the American, Feather and Pit Rivers, and all have their source in the sum- mit of the Sierras. A considerable part of the lower San joaquin Valley and a very large part of the Sacramento Valley are almost annually inundated lby the higher Hoods, and in the Hoods of the latter named valley, the City of Sacramento is affected, sometimes to serious' extent. In reference to the 1907 Hood losses, it is said that about 3,000,000 acres of land were completely inundated, resulting in nearly complete destruction of the crops, together with injury to prospective yield. Many miles of costly levees were damaged and had to be rebuilt, and railroads suffered heavily on account of the washing­out of roadbeds, bridges and culverts. It is estimated that the total damage occurring for this Hood exceeds $5,000,000. In regard to some of the contributing causes for Hoods the following may be quoted: “1. The steep, barren, and impervious slopes of the mountains and foothills, which result in streams of heavy grades and the rapid delivery of water to the valleys. “2. The broad, Hat valleys, with light grades and sluggish streams. “3. The limited channel capacity. It is said that some of the trunk channels are not large enough to carry even one-third of the Hood How. Particularly is this true of the Sacramento River. Here the surplus water overHows into the Hood basins, the result being either to increase or dimin- ish the stage of the lower course of the river, depending on the volume of water in the Hood basins at the beginning of the Hood period and the duration of the period. “4. The common outlet of the two river systems, with large tributaries of each system dis- charging into trunk streams near this outlet. “5. IThe constriction of the Hood area in the delta of the two rivers through the reclamation of large areas of overHow land by levees. “б. The deposition of the debris resulting from hydraulic mining in several tributaries of the Sacramento River, the result of which has been tlhe Hlling of channels and the reduction of gradi- ents, thereby raising the Hood plane several feet. “7. The tidal and wind action in the delta of the two rivers.” It is understood that hydraulic mining has now ceased in this region, but the debris from these old operations has caused considerable trouble. “From 1849 to 1880 enormous quantities of debris-sand, gravel, and cobbles, the tailings from hydraullic mining-were deposited in the upper course of several of the streams on the eastern slope of the Sacramento Basin. The volume of this debris in the Yuba River alone has been vari- ously estimated at from 71,000,000 to 700,000,000 cubic yards. At the mouth of the river, near Marysville, it has a depth of 7% feet; at Dugnens point, 11 miles above the mouth, it has a depth of 26 feet, and at The Narrows, I8 miles above the mouth, it has a depth of 84 feet.” The Hood plain of the central portion of the valley is of unusual extent, with the immediate river banks in many places 5 to 20 feet higher than the land on either side, for some distance back from the river. Some of the low lands or troughs of the Hood basin are several miles distant from the river channel. It is said that the Hood of 1907 was remarkable, as in the Hrst place it was preceded by a period of heavy precipitation resulting in Hood stages, which condition prevailed intermittently for several preceding weeks. The earth was therefore thoroughly satur- ated and practically all the surface basins which held water were more or less full. This was particularly the case on both sides of the Sacramento River. The precipitation was of extraordinary intensity over the entire drainage area, the storm covering a period of several days, accompanied by a high temperature, resulting in the rapid melting of snow in the higher altitudes. Record-breaking stages obtained on the Sacramento and on its principal tributaries. The mean run-off of the Sacramento Basin, alone, amounted to about 530,000 second­feet, or somewhat more than 22 second­feet per square mile. It 368 REDEMPTION or GREAT VALLEY 0E cAL1EoRN1A. was noted that the combined mean flow from the foothills of the Sacramento and San Joaquin Basins for the four days, from March 18 to 21, was about 732,000 second-feet. The paper includes a valuable discussion regarding storage reservoirs for control of the floods, which scheme is considered to be closely interwoven with the reclamation of certain parts of the basin by irrigation. It is remarked in this connection that “any rational system of reclamation for the overflow lands in the Sacramento and San Joaquin Valleys must make provision for passing the peak of the floods rapidly to Suisun Bay. The volume of flood water to be passed in Sacramento Valley, as determined by actual gagings of the flood of March, 1907, largely exceeds all estimates previously used as a basis for the computation of proper channel capacity to carry safely the flood waters of the Sacramento River. Indeed, it may be that the task of rectification and» enlargement of channel necessary to pass such floods as that of March, 1907, is so great as to make it economically impossible. In such event, some auxiliary system of flood control would have to be devised. Probably no more effective and easily executed auxiliary system could be found than that of large, regulating storage reservoirs in the mountains. Such reservoirs could be utilized to store water during floods, thereby reducing the peak of the flood in the valley sufficiently to allow the main channel to carry it safely to Suisun Bay. “The United States Reclamation Service has located the principal reservoir sites in the Sacra- mento Basin, and has made surveys to determine the capacity and probable cost of most of them. Of the reservoirs surveyed to date, four are in Stony Creek Basin, with a total capacity of 124,100 acre-ft.; two are in Cache Creek Basin, with a total capacity of 176,500 acre-ft.; ‘сто! аге in Puta Creek Basin, with a total capacity of 318,000 acre-ft.; seven are in Feather River Basin, with a total capacity of 775,600 acre-ft.; four are in Pit River Basin, one of which has a capacity of 3,196,000 acre-ft.; and one is on the Upper Sacramento River at Iron Canyon, with a capacity of 226,900 acre-ft. In the San Joaquin Basin no reservoir sites have been located and surveyed yet, although it is probable that the area contains some good ones.” * * * The combined effect of the reservoirs on the Sacramento would reduce the maxi- mum flow by about 86,000 second-feet above the mouth of Stony Creek, 106,000 second- feet above the mouth of the Feather River, and 179,000 second-feet below the mouth of Cache Slough. THE REDEMPTION OF THE GREAT VALLEY OF CALIFORNIA. By A. D. Foote, M. Am. Soc. O. E. This paper, with discussions, appeared in the transactions of the American Society of Civil Engineers, V01. LXVI, 1910. The author refers to the mishandling of the natural resources in the upper waters and its effect upon the general valley. During the winter of 1908-09, the first heavy rains fell on the watershed of the American and Yuba Rivers, which resulted in considerable damage, and the paper goes on to say, in part, as follows: “Few realize what good luck it was for Sacramento City that the flood came down the Ameri- can first. Had the heavy rains fallen in the northern counties first, the crest of the flood would have reached Sacramento about in time to meet'the crest of that,«‘from the‘American River. The levees east of the city would have gone out, and the whole American River, swelled by the back- water from the Sacramento, would have swept the city, a mass of wreckage, drifting toward the Bay. A few of the stronger buildings might have stood, but probably the American River channel would now be in front of the capitol.” Reference is made to the report of the State Engineer for 1907-08, which discusses the apparent antagonism of the different interests in the Great Valley-navigation, flood protection, drainage, irrigation and mining-and claims that work done for navigation .alone is fatal to flood protection, because it contracts the drainage channel in order to give depth at low water and thus prevents the free passage of the floods. Works for irrigation alone take water needed for navigation. Mining is stopped, because the debris fills the drainage channels and spreads over the farm lands. Drainage is blocked by the levee system, built for flood protection. The State engineer says, in seeking a remedy: “The first requisite is a unification of purpose and harmony of effort among the various interests involved.” The author refers to the irrigation works in Egypt and considers that the condi- PREVIOUS PAPERS AND REPORTS. 369 tions in the Great Valley are similar and that the Egyptian methods might be followed with success in solving the local problem. In speaking of basin irrigation, over the floor of the valley consisting of about 3,000,000 acres, the system is described of dividing the land with dikes into so-called basins and introducing flood water, usually carrying con- siderable sediment and letting it stand for some time, until the sediment is settled and the water is soaked into the Soil, or the surplus drained off through channels, back to the river: “In this way the flood can be mastered and controlled and made to spread peacefully over the floor of the Great Valley, where it will water and enrich the land, and then pass on to the sea, leaving the certainty of full crops behind it. Contrast this with placing dependence on a precarious rainfall to grow an inferior crop on a deteriorated soil, and unsuccessfully fending off the flood in terror lest it destroy the country.” The paper refers to the fact that it is impossible with the data at hand to arrive at accurate detailed plans of basin irrigation and auxiliary work. It mentions, however, a proposed scheme, in connection with the basin-feeding regulators, consisting of mov- able dams with locks for slack-water and navigation, and dams or barriers to prevent future washing from the hills into the navigable channel. At times of high floods it is likely to happen that the drainage channels will be taxed beyond their capacity, in which case the river dams will be lowered and the excess passed down into the rivers. In the discussion of the paper, issue was taken regarding the feasibility of the gen- eral plan, as outlined in the paper. It is thought that the navigable depth of the prin- cipal parts of the stream is as great now as it has ever been, and it is the idea that even if the works, such as dams, barriers, etc., could be successfully built to stand the wear of the flood waters, they could not be maintained and operated within reasonable cost. Another thought was that the whole scheme, to give the best results for flood pro- tection of the Great Valley, should be considered as follows: “у Straighten and improve the present channels, so as to bring them to their greatest carrying C¿lpal‘C‘12‘t.y,Design the levee system on both banks to carry as large a flood as possible ‘within banks’; “3. Then use the basin system as a by-pass, to handle unusual floods.” Referring to the carrying of the flood waters upon the lands of the valley, it was considered by an engineer, in criticising the plan, that the silt-bearing characteristic of the stream will cause, by this side diversion, a considerable amount of deposit in the main channel, finally resulting in raising the water plane of the floods. It is stated, however, that as hydraulic mining operations have ceased, there will not be so much heavy sediment carried by the stream, and it is further thought that this evil will gradu- ally correct itself, aided, to ‘а greater or less extent, by restrictive works. In further discussion it was also thought that the whole matter can only be treated satisfactorily by comprehensive investigations and that: “It may be advisable for this purpose to create some permanent organization, either under State auspices or under co-operative arrangement between the State and the Federal Government, with suflicient funds for continuous collection of information regarding the stream system, and for the systematic carrying on of a general study of the problem of river treatment, until a well-di- gested plan shall have been formulated.” In considering the matter of storage reservoirs the following is quoted: “The extent to which reservoirs in the mountains, if built primarily for irrigation„ can be de- pended оп to absorb a portion of the flood crest, is a mooted question, independent even of the lack of certainty which exists as to the presence of suitable foundations for dams reported on and gen- erally assumed as feasible. It cannot be doubted that some of these reservoirs will at times be nearly or entirely full well in advance of the flood reaching its maximum. Reservoiring constitutes one of the many branches of this intricate problem which must be given proper consideration.” 370 ‚ ELM IRA. w11.L1AMsPoRT. REPORTS. ELMIRA, N. Y. (1890.) This city is located a few miles north of the Pennsylvania state line, on the Che~ mung River, a large tributary of the North Branch of the Susquehanna River. The upper waters of the Chemung head in Pennsylvania and New York, and the drainage basin, above Elmira, has an area of about 2,000 square miles. An engineer was engaged by the city authorities to make investigations. The report deals largely with the Hood occurring May 31 and June 1, 1889, at which time much of the low land of the city was overHowed, resulting in considerable damage and interruption to business, including the delaying of trains. This Hood exceeded the one of 1865 in volume and damage. ’ It is said that the center of the 1889 storm was situated 10 to 15 miles southwest of Elmira, with a total rainfall of about 10 inches. At Wellsboro, Pa., 36 miles south- west of Elmira, the rainfall measured 9.8 inches, of which 7.5 inches fell between the hours of 9 p. m. of May 31, and 7 a. ni. of June 1. The town of Wellsboro is located on the Tioga tributary of the Chemung, about 40 miles north of the City of Williams- port, Pa. The engineering report states that certain parts of existing dykes and other works, including encroachments along the banks, had much to do with increasing the Hood height. The report recommends the removal of a dam and several islands, correction of channel and rebuilding of dykes. Several schemes are proposed, varying in cost from about $400,000 to $700,000. By the improvements proposed it was stated that a considerable area of land would be reclaimed and in addition real estate values increased and the city beautified. w11.L1AMsPoRT, PA. (1895.) The valley of the West Branch of the Susquehanna River has had a number of disastrous Hoods, resulting in great damage to the City of Williamsport. After the Hood of 1894 a citizens’ committee was formed, for the purpose of collecting data regarding the damage sustained by the city, and reporting upon the best method and the cost of Hood relief. The general improvement of the West Branch of the Susquehanna was under con- sideration in 1890, and in that year an examination and report was made by United States Engineers, under an act of Congress. This information, which was used in con- nection with the investigation for Hood relief at Williamsport, embraced a brief general description of the river and drainage basin. The Hood report refers to the cause of the Hood of 1865 and that of 1889. In the former year, the rapid passing away of a large amount of accumulated snow was the chief cause, and in the latter year, the greatest Hood known resulted from heavy rain- fall. An average depth of 6.6 inches fell in about 34 hours’ time, and resulted in a Hood height of about 33 feet. Surveys of the affected portion of the city were made and it was found that this Hood covered an area of 1,060 acres. The area of the catchment basin, above Williamsport, is given as 4,500 square miles, and it is said that the storm of 1889 ranged over a considerable portion, begin- ning at 5 p. m., May 30. At 4 p. m., _lune 1, the Hood attained its maximum height, at a point nearly 30 miles above Williamsport. The maximum Hood height at the city was reached about 28 hours after the rainfall ceased in the western region of the basin PREVIOUS PAPERS AND REPORTS. 371 and about 4 hours after the cessation in the eastern part. Ву _lune 5, the river fell to about the ordinary high water. The matter of determining means of relief was referred to a board of two engineers, consisting of an officer of the U. S. Engineer Corps and a civilian. This board outlined a general plan of protection embankments to be located directly on, or a Short distance back of the natural river bank, and made high enough to meet the re- ­quirements of the flood of 1889. The embankments were planned to have a top width lof I0 feet with exterior slopes of 1 on 2, paved with stone on the river side. Concerning the local causes of floods, note was made of certain encroachments and obstructions, and it was considered that a boom dam 10 feet in height, located at the city, increased the flood of 1889 nearly two feet. The report states that the bridge approaches, abutments and piers, together with the heavy riprapping, reduce the cross- section of the river channel an amount, ranging for the four bridges, from 12 to 25 per cent. The additional recommendations, as summarized, involved the following: The removal of the log boom dam, but if necessary to the lumber interests, the substitution of a movable dam; the enlargement of the river cross-section by removing or replac- ing bridge obstructions; the taking away of certain islands; the building of a compre- hensive drainage system, including an intercepting sewer and a pumping plant, the latter to be in service for relieving the low districts duringfloods, at which time the mouths of the sewers would be closed by gates. The estimated cost of the whole project, includ- ing the dykes, or embankments, necessary sewers and removal of obstructions within the river bed, amounted to about $816,000. The following may be quoted from the report of the Board of Engineers :- “Аз population increases, and the value of property involved in flood injury becomes greater, the necessity will arise for a broad consideration and treatment of flood prevention on) the part of the state, or by the joint action of the communities interested. This condition has arisen in Europe, and its corrective has been applied by the extension of state jurisdiction and the establish- ment of a wise system of conservation over existing forest areas, by the replanting of forests upon otherwise unproductive parts of the watershed, and by the adoption of other means of arresting the rapid delivery of excessive rainfall in the main affluents. “In view of the recent disastrous floods in many parts of the state, the attention of the public and especially of the Legislature should be earnestly directed to the question of flood prevention, and hearty co­operation should be given to all intelligent efforts to correct the present evil of in- discriminate and injurious forest removal.” А brief discussion on the influences of deforestation and artificial obstructions is included in the general report of the committee, as well as comments upon the use of storage reservoirs and barriers of stone and brush for retarding purposes. The follow- ing sections are quoted from the report: “The destruction of the forests from the mountain crests and slopes of a watershed is undoubt- edly the principal cause of the increase of the average magnitude of floods. The evidence collected during the last 25 years establishing this conclusion is well-nigh overwhelming, and it is verified by repeated observations, not only in the mountainous countries of Europe, but also in our own land. By the removal of the forests from the mountain slopes the ground is robbed of its protecting cov- ering of roots, moss, leaves, and porous soil, which forms the forest floor and serves as a natural storage reservoir, holding back the water of rainfall and melting snow, and compelling it to de- scend slowly to the channels. By the subsequent cultivation of -the lands, ditches and drains are made to facilitate the more rapid discharge from the cultivated surfaces, until the rain rushes down the hillsides in destructive torrents, gullying the ground and choking the minor lines of drain- age with rocks, sand and gravel, and hurrying into the recipient of the watershed volumes of water which before reached it in a comparatively quiet flow. “Colonel Torrelli affirms as the result of careful observation that four­flfths of the precipita- tion in forests is absorbed by the soil or detained by the surface of the ground, to be gradually given up in springs and gentle rills, and only one-fifth of the precipitation is delivered to the rivers rapidly enough to create floods. Upon the same slopes and surfaces denuded of their forests, the proportions are reversed. 372 IMPROVEMENT OF WEST FORK RIVER. “That the destruction of the forests in mountainous watersheds is followed by disastrous Hoods where previously such Hoods were unknown is not a matter of theory, opinion, or probability, but is a well established physical fact.” Relative to control by reservoirs and barriers, the following statements are made: “The method of prevention by storage reservoirs depends for its efficiency upon the ability of the basin to furnish large areas which can be Hooded with small injury by dams built across the lower end of the impounding area. To render such dams possible at reasonable cost requires that they should be founded upon rock or other impermeable strata; that the reservoirs at the sites of the dams should reduce from broad areas to narrow gorges; and that the area of the Hooded basin should be large enough to keep the height of the dams within safe limits. “The third method of Hood prevention, by transverse barriers carried across the lines of drain- age, depends for its efficiency upon the application of constructions at a very large number of points upon ­the tributaries of the main recipient, whereby their waters are delayed in reaching the main trunk of the basin.” wEsT EORK R1vER, w. VA. Report of Maj. Chas. F. Powell, Corps of Engineers, U. S. Army, on Slackwater Improvement. (1899). Ап act of Congress, approved April 29, 1898, authorized a survey of the West Fork River, W. Va., for the purpose of ascertaining the feasibility of the improvement of that stream by locks and dams. The portion of the stream considered was the reach of 31 miles between Clarksburg and the mouth, which is 1.4 miles above the city of Fair- mont. The slackwater improvements on the upper Monongahela River, in West Virginia, were then under construction and it was desired to extend this improvement along the West Fork. The survey was assigned to the district officer, Maj. Chas. F. Powell, Corps of Engineers, who placed U. S. Asst. Engineer George M. Lehman in direct charge of the work. The examination and survey, made in December, 1898, included a study of the geo- logical structure, with special reference to the horizon and proximity of the Pittsburgh coal bed and probable shipments by water. The general commercial needs were given consideration and detailed preliminary estimates as to the cost of the desired improve- ment were made. It was found that the Huctuations between high and low water were very great. At Clarksburg, in the Hood of 1888, the highest stage known reached 25 feet, while at other points below it ranged from about 30 to 38 feet. At the lowest stage, in dry seasons, there were only a few inches on the riffies. The point was therefore brought out, in the report of the Assistant Engineer, that, in case of slackwater im- provement, the only way to insure an adequate and well-regulated water supply would be by reservoir storage on the main stream or on a tributary above Clarksburg. This conclusion was concurred with by Major Powell, who also pointed out the low-water troubles on the Monongahela and the benefits that would be derived from storage reser- voirs. It was found that low-water troubles had been met with in the early development of this region and that a project for diverting the water of Buckhannon River, a tribu- tary of the Tygart Valley River, into the W,est Fork had been proposed. The right to so divert the water had been granted by the State of Virginia, but evidently nothing in the way of actual construction had ever been accomplished. Major Powell’s report, which may be found in the Report of the Chief of Engi- neers, U. S. Army, for 1900, is in part as follows: “It is very doubtful if the volume of the river during low stage, which _obtains from four to seven months yearly, is sufficient to keep the pools full under more_ than an inconsiderable number of lockages. Many years ago low timber dams with chutes were built in the river, principally for running Hatboats down stream at low stages. The dams not causing enough water for the pur- pose, Mr. `lohn G, Jackson, the energetic promoter of the enterprise, proposed, under authority granted by the State of Virginia, to divert the Buckhannon River,a tributary of the Tygarts Val- ley River, above the town of Buckhannon through the divide to Stone Coal Creek, which empties PREVIOUS PAPERS AND REPORTS. 373 into the West Fork near Weston, 35 miles upstream from Clarksburg. These localities are shown on an inclosed map entitled, Railroads and Rivers, West Fork River to Ohio River. “It is found from railroad levels and a Geological Survey topographic map that the diversion would necessitate an artificial channel for the Buckhannon about 9 miles long, besides a three- fourths mile cut at the divide of a maximum depth of 25 feet, or the equivalent of such works. The cost would surely not pay to take only the small low-water flow of the upper Buckhannon; and a storage reservoir scheme there, With feeder to and across the divide, is deemed of doubtful merit. “The topographic map, however, shows a promising reservoir site on Stone Coal Creek. Assum- ing secure foundation and a dam 25 feet high, and considering drainage area, minimum rainfall, evaporation, or other probable loss, it seems that an additional volume could be put from a reser- voir there directly into the West Fork to supply its probable deñciency for as many lockages as now obtain during low-water season at the middle dam on the Monongahela River. А topographic map north of the Buckhannon sheet, Geological Survey, and west of its proposed St. George sheet, might discover other and better reservoir sites and ones nearer the head of the proposed West Fork slack- water, whose careful investigation would pay before starting on that improvement. “A special investigation as to reservoirs and their dams in rthe valleys of both forks of the Monongahela, viz., Tygarts Valley and West Fork rivers, would be judicious. Present low-water supply for the upper locks, and especially for the projected locks on the Monongahela River in West Virginia, will be deficient 'when they may be freely used, and an increase of low-water flow along other parts of its slack-water system would be highly advantageous. The. river is so short that reservoirs near its head would be effective in regulating the flow.” KANSAS c1TY, Mo. (1904.) The Kaw River, Howing by a circuitous route near the mouth, enters the Missouri River on the west bank, at Kansas City, М0., and Kansas City, Kan. ’ History tells of a great Hood occurring in 1844, but a greater one came upon the city in 1903, and a lesser one in 1904 and 1908. The physical damage to the city and immediate vicinity caused by the 1903 flood has been approximately estimated at $25,000,000; the general interference to business, which was enormous, is not included. In 1904 and 1908, the damage is thought to have reached $5,000,000 and $2,000,000, respectively, which, added to the above, would make a total of $32,000,000 within a period of five years. In 1903, railroad traffic was suspended, bridges swept away and communication cut off with the outside world. Street cars were stopped, the cities were deprived of both electric and gas light, and the water works were put out of service. The water was seven feet deep in the Union Station, and about 8,000 freight cars and many passenger cars were submerged. A report was made by a Board of the U. S. Army Engineers, January, 1904, which submitted results of an investigation on flood conditions and recommendations for remedial measures. This report gives the drainage basin area of the Kaw River as nearly 60,000 square miles, a considerable portion of which was involved by the rainfall which caused the flood of May and June, 1903. The report gives the aggregate popu- lation of the cities as 300,000 in 1904, and refers to the great progress of business which has naturally developed on the flat bottom land. This resulted in various encroachments being made along the banks and across the river bed, which even in its original state was too small to properly carry high floods without overflow. The ground storage had been practically exhausted by a rainfall of 4.5 inches, which extended over a period of 21 days. Immediately after this a nearly continuous rain of 8 inches depth fell in a period of 10 days, which resulted in the record flood of May and ~Iune, and a maximum estimated discharge of about 350,000 second­feet. At one place the rainfall amounted to 5.3 inches in 24 hours. The normal rainfall for the month is given as 4.5 inches. A part of the time the water rose about 8 inches per hour, but upon nearing the crest the rate of rise was 1. 5 inches per hour. It remained at crest for about 1o hours. From the time the flood reached the banks it took about 26 hours to reach crest stage and about 136 hours to fall back to bank level. The stream is prairie-like, with arid or semi­arid characteristics, the usual mean 374 KANSAS CITY, Mo. annual discharge having a smaller ratio to the area of the basin than the streams east of the Mississippi, where there is more precipitation. The range between low and high water is greater, for example, the maximum discharge of the Kaw, in the flood of 1903, was about `3,00 times greater than at the low stage. In humid regions the ratio of 1 to 30 is not often reached. In the process of nature, stream channels usually become formed of sufficient size to carry the ordinary flood volume, but as pointed out in the Kaw report, that stream, in its natural condition, was capable of discharging only about 150,000 second-feet without overflowing. It is said that the channel was smaller than it would be if it were in a region of greater rainfall. In reference to encroachments and restrictions of the river bed the report states: “It is understood to be ‘the practice at the yards to dump refuse into the stream, and, this being generally of a character not easily eroded by the current, the banks have gradually advanced until the channel has been greatly reduced. The process has been accelerated by the pressing need of space for the business of the yards and the natural tendency to seek it by encroachment upon the river. “There are fourteen bridges within this distance and three more a little way above. Nearly all of them are low structures, with from two to four piers in the river. These piers have not been carried down to rock, although the depth is not excessive, but rest upon piles cut off but little, if any, below low water. To protect the foundations from scour, large quantities of stone have been thrown into the river around them, until each pier is surrounded by an island of rock. Between the piers the false-work piles used during construction have in several instances been cut off at or near low water and lef­t in the stream. * * * * * “Besides the obstructions caused by the bridges, there have been built from time to time stone dikes extending into the stream from both banks to'prevent erosion. Other obstructions, the pur- pose and'history of which cannot be determined, exist all along this part of the river. The result of this long-continued process of encroachment is that the channel of the river has been materially diminished in width, its bed has been made so rigid that it will not yield to scouf, and it is deprived of this natural relief in time of floods, while its cross section has been diminished by large bridge piers and, in some cases, by the superstructures themselves. It is a conservative estimate that the capacity of the natural channel of the river to carry great floods has been diminished by one-lialf.” The Board states that it has given consideration to various methods of Hood relief, including control by storage reservoirs, which were specifically requested to be reported upon. This part of the work, however, the Board was unable to carry out in full, for the following reason: _ “An efficient system of storage reservoirs to control the Hoods of the Kaw River would have to be coextensive with the watershed of that stream. A proper investigation of the feasibility of such a system would require a survey of nearly 60,000 square miles of territory and the collection of a vast amount of data. The Board has neither the time nor the funds at its disposal for such work, and can therefore only indicate in general terms its views upon the subject.” The report Continues as follows: “While it is not possible to secure precise data as to the discharge of the Kaw River during the late Hood, it is estimated that to have held back enough of this discharge to have kept the stream within its banks would have required the storage of not less than. 5o,0oo,ooo,0oo cubic feet, or 1,150,000 acre-feet of water. Estimating the unit cost of storage at $10 per acre-foot, which is a low figure, considering the valuable character of the land to be condemned, the total cost of the sys- tem would be more than $11,000,000. To this must be added the annual loss to the community from the withdrawal of so much land from productive use. At an average depth of 10 feet, which is about all that could be expected in a region of Hat topography like the Kaw watershed, this amount of storage would require an area of about 180 square miles, or 115,200 acres. The most feasible reservoir sites, except those occupied by natural lakes, are where streams widen out in broad areas of flat slope with engorged outlets through which the streams pass and which are suitable for the sites of dams. It is in such situations that large storage can be had with dams of moderate size and cost; but it is also in these situations that the most valuable agricultural lands are found, and their withdrawal from productive use would mean an annual loss to the community of probably $5 per acre, or not less than $576,000. Unless, therefore, the stored water can be utilizedl for indus- trial purposes, so as to compensate for the above cost and loss, the creation of a general system of reservoirs would not be justified by the occasional prevention of damages arising from Hoods. “In the matter of industrial use there is no question of the great utility of reservoirs in con- serving the surplus How of streams. The practical ease with which power can be transmitted by elec- tricity has given water power an importance which it has never had before and has brought with it a new necessity for the regulation of stream How in all parts of the country. It is reasonably certain that the storage of water, both through private and governmental agencies, will experience a vast PREVIOUS PAPERS AND REPORTS. development in the near future. Unfortunately, industrial use and flood protection conflict with each other to some extent and neither purpose can be fully served except at the expense of the other. For industrial use all surplus water in average years should be stored for use during the season of low water. For flood protection the reservoir should be kept empty until the Hood-producing rains come. To combine both purposes effectually the reservoirs would have to be so large that they could store practically all the surplus water in years when great floods occur. Storage enough to take care of a flood like that of 1903 would probably be double that required for industrial use or even for flood control in ordinary years. * * * “The foregoing are some of the drawbacks that have always proven fatal to the scheme of con- trolling the floods of large streams by means of reservoirs. Theoretically, the scheme is a perfect one. To hold back the surplus How of the stream, thereby preventing floods and saving the water for use in time of scarcity, is a plan which has always appealed strongly to the popular mind and still does so, although its weakness, so far as flood protection is concerned, has been demonstrated again and again. It is not a new idea. The Government of France has made exhaustive studies of this question in the valleys of the Rhone and other large streams of that country. Germany has done the same. In every case the result has been that the cost of an effective system of reservoirs is so far out of proportion to the resulting benefits as to be prohibitory. Wherever great reser- voirs, or systems of reservoirs, have been built, thc primary purpose has been industrial or commer- cial use, with flood protection a secondary or incidental consideration. “It is the opinion of the Board, therefore, that the scheme of controlling the great Hoods of the Kaw River by a system of reservoirs built primarily for that purpose is not feasible.” It was thought that there could be no assurance that a reservoir system could be effectively operated even though the sites were procured at reasonable cost. Attention was therefore confined to the correction of the stream immediately at Kansas City. It was the idea that some security might be had by the building of levees, but the most favorable project was the cutting of a new channel through the city at a cost of $10,- 500,000. In this project there was included some levee and wall construction. The general plans suggested by the Board of Engineers, together with certain recommenda- tions of a consulting engineer, engaged by a Citizens’ Committee on Engineering, are in part as follows: “This route would require the construction of a new channel for about four and one-half miles, and a levee extending from the bluff on the south side of the valley just above Turner, across the valley and the present channel of the Kaw River near1 the mouth of the Mattoon Creek, and thence along the right bank of the new channel. The bluffs on the left bank would eliminate the necessity for but one levee. The cross­section of the new channel would* have a bottom width of 610 feet, with side slopes of 11/2 to I on the bluff or left bank, and 3 to 1 on the levee or right bank. This would give a channel width of 812% feet at an elevation of 45 feet above the bed, and a cross- sectional area of 32,000 square feet, which with an average velocity of 11% feet per second, would give a high water discharge of 368,069 cubic feet per second. The maximum discharge for the Kaw River during the 1903 Hood was less than 350,000 cubic feet per second. * * * In addition, the levee is to be raised 3 feet above the maximum high water line, * * * thus providing an emer- gency channel capacity for a Hood of 35,985 square feet, with a discharge very greatly in excess of the 1903 Hood, and in excess of the 1844 Hood, or any Hood that may be expected in the future. Even this capacity can be temporarily or permanently increased should occasion demand. “The levee will have a crown width of 100 feet, and side slopes of 3 to 1, which will be revetted where necessary. The average height of the levee will be 20 feet, giving a cross-sectional area of 3,200 square feet, and having a base of 220 feet. This will provide an absolutely safe levee with sufficient crown width for railroad tracks, which can probably be leased for a considerable sum, and to always maintain the levee. * * * “The shape of the new channel when excavated must be made and formed so that the depth of volume, velocity and quantity of sediment carried by the river will bear the proper relations to each other at different stages of the river, so that the stream will not deposit its sediment in the new chan- nel at some stages and scour out at others. This form will vary for different stretches of the new channel. To maintain this shape or form it will probably be necessary to do considerable revetment work on the bottom and sides of the new channel. At the mouth of the Kaw this relation must be maintained by giving the debouche the proper direction by curving the levees down stream with the Missouri, and extending jetties out into that stream as far as necessary along the north side of the Kaw discharge. * * * “The rain and surface water will be carried by surface drains to pump wells or reservoirs, and pumped over the levee in time of Hoods, while in low water periods it will be discharged directly by a culvert through, or a siphon over the levee into the river. During Hood it will cost about $140 per day to operate pumping plant. For 30 days this will amount to $4,200, covering the duration of any probable Hood. * * * “The present channel of the Kaw can be filled by the excavated material from the new channel around the bluffs and sold to the railroads and industrial plants. This will greatly accommodate said industries, and transportation interests, and will provide a considerable sum to offset cost of new channel.” 376 Roc11EsrER, N. Y. This report seems to consider the proposed cut-off channel, which would be fur- ther back from the river, against a bluff paralleling the stream, as the most advant- ageous. The cost for this work would be $16,750,000, but giving credit of $2,500,- 000 for 600 acres of land reclaimed by filling up the old channel and other parts, the net cost amounts to $14,250,000. R001-1EsrER, N. Y. (1905.) The City of Rochester, located about seven miles above the mouth of the Genesee River, had frequently received considerable damage by numerous Hoods, and a joint committee composed of business men and engineers was appointed by the Mayor and the Chamber of Commerce to make investigations and ascertain means for relief. The report, which was made February 1, 1905, contains interesting data bearing upon Hood causes and damages throughout a considerable part of the IGenesee Valley. This has a drainage area of 2,446 square miles, of which 2,428 square miles are above the city. The stream rises in Potter County, Pennsylvania, near the headwaters of the Allegheny River, and Hows northwardly into Lake Ontario. Mention is made of 25 notable Hoods, starting with the Hood of 1785 and ending with the one of 1902, during which period there appears to be an increasing tendency. The discharge of the larger Hoods ranges from 20,000 to about 54,000 second­feet, the latter being the maximum discharge reached by the Hood of March, 1865. Two Hoods occurred in 1902, one in March, with a discharge of about 38,000 second-feet and one in july, with a discharge of something over 40,000 second-feet. The Hood of 1865 was attributed to a sudden change in temperature, which caused the rapid melting of a large amount of accumulated snow, and resulted in inundating a large part of the lower sections of the city. The flood of May, 1889, was not so serious in the Genesee Valley as in the Susquehanna and Allegheny. Considering the time of year, the ~luly, 1902, Hood was without precedent in the history of this valley. It resulted from heavy rainfall upon previously well saturated ground. It is thought that the Genesee, through a certain combination of elements, may some day have a Hood which will discharge at Rochester at least 60,000 second-feet. The report expresses the opinion that Hood troubles are increased on account of the clearing away of the forests and various encroachments and obstructions along the river banks and in the channel. It is recommended that the mill dam, a fixed structure, which crosses ,the stream at the city, be changed to a movable dam and that certain walls and other structures along the banks be modified. Relative to storage reservoirs the following quotation is taken from the report: “Storage Reservoirs.-The efficiency of storage reservoirs as mitigators of Hoods in the Gene- see River, has been so thoroughly discussed in the several Genesee Storage reports that very little remains to be said on this point. The great advantage of a storage reservoir in the upper valley is that it reduces Hoods for the entire river below the proposed dam. The water surface of the pro- posed reservoir at Portage is so large (12.3 square miles) that a considerable reduction in Hoods would be obtained by temporary storage on this surface even under the adverse condition of full reservoir at the beginning of a Hood. Tables illustrating this proposition are given in the Second and Third reports on Genesee River Storage. The former may be found in the reports of the State En- gineer for 1894, and the latter in the report for 1896. * * * Т110 storage reservoir is also of value to the low Water power. * * * Ву increased low water How of the river, it would also postpone for several years the construction of special methods of sewage disposal.” The idea is advocated of having a complete special system of weather and river observers properly located along the valley to frequently record rainfall, snowfall and temperature, as well as the stage of the water. PREVIOUS PAPERS AND REPORTS. 377 NEW YORK STATE WATER SUPPLY COMMISSION. The New York State Water Supply Commission has been making surveys and investigations during the past few years as to the possibilities of reservoir storage, not only for the retention of the Hood waters, but for power development and water supply. Many reservoir sites have been found scattered over the State. One of the principal reser- voirs is proposed to be built in the Genesee Valley, tributary to the site of which there is a drainage basin area of 1,024 square miles. The height of the masonry dam would be 152 feet and the length 800 feet. The total capacity of the reservoir will be 19,000,000,- ooo cubic feet, of which about 30 рег cent is to be used for Hood control. It is said that the discharge of the river at this site varies from 98 second­feet to 30,000 5ес0п0- feet. There is a power possibility, immediately below the site, of about 30,000 horse- power. The Hudson River investigations indicate that to completely control the Hood dis- charges would require storage reservoirs with a combined capacity of 12o,o0o,oo0,oo0 cubic feet. In the aggregate about 61,00o,ooo,o0o cubic feet of storage capacity have been found. A considerable amount of power has already been developed in this drain- age basin and much more is available. The most important single project in this basin would have a capacity of 32,0oo,oo0,00o cubic feet, formed by an earthen dam, 95 feet high and 1,200 feet long. It has been estimated that, to the commercial interests of New York State, the annual value of the water power now wasted would amount to about $17,600,000. THE PASSATC R1vER. (1906.) The Passaic River Flood District Commission was created under the authority of an Act of the New Jersey Legislature, approved April, 1904, and April, 1905, respec- tively. Т he comlmission, composed of five members, including engineers, made its report in April, 1906. The report contains investigations as to character of damage and cost of means for Hood relief for the lower Passaic valley. Details of cost for plans of relief were prepared by a consulting engineer, assisted by a competent staff. Twenty-eight destructive Hoods have occurred since 1877. The damage resulting from the Hood of March, 1902, amounted to about $3,000,000, and from the one of Octo- ber, 1903, reached the large sum of $7,000,000. The report speaks of the undesirability of property subject to Hood menace, .and the advisalbility of the erection of protective works which may remove Hood dangers and make the value of the affected property as valuable as that of other sections of the valley. The cost of the proposed improvement, by reservoir control, including land, buildings, etc., was estimated at $3,850,000. In this cost is also included canal changes, highways, relocation of two railroads and dam- ages to certain works lying within the site of the proposed reservoir. An important matter spoken of is the additional need for water supplies for grow- ing municipalities in the valley and it is stated that the only way to satisfy these needs is to provide storage for the waters which now go to waste and at the same time cause so much destruction and inconvenience. HARTFORD, coNN. (1908.) In 1908, а committee entitled, “Joint Special Committee on East Side Flood Pro- tection,” was formed for the purpose of ascertaining a general plan for relief from the Hoods of the Connecticut River and for the improvement of sewerage facilities. Efforts to improve the conditions of the city had covered a period of nearly a half century, dur- ing which period a number of eminent engineers had reported upon the problem; but none 378 HARTFoRD, CONN. of these old plans can now be adopted because of the great changes taking place, brought about by municipal progress and the general advance of business. The most important earlier investigations made were those of 1865, 1866, 1867 and 1896. rI`hese reports either favored a system of dykes, raising the streets, or raising the entire flooded area. It is remarked, however, that elevating the entire flooded district is far better in the way of general benefits to the various interests, than the mere system of dykes. In speaking of dykes, one of the early reports practically considers that sheet piling would not prevent percolationbut would prevent underground water channels from being formed. “The prevention of flooding nuisances is most effectively accomplished by artificial means by any one or a combination of the following methods: First, by the construction of huge reservoirs in favorable location upon the upper tributaries, to confine the flood flow until the critical stage has been passed, after which the surplus water, so stored, can be gradually released without injury to persons or property below. The diñiculty of carrying out this plan is due to the fact that most large rivers cross several adjoining States, and the cooperation of all interests necessary for the suc- cessful accomplishment of this plan cannot easily be obtained. This is especially true of the Hart- ford problem in its relationship to the Connecticut River. Storage reservoirs to sufficiently confine the flood flow of this stream so as to reduce freshet conditions in Hartford would have to be built in some of the states to the north of Connecticut. “Secondly, by the removal of obstructions to the normal discharge of rivers. Occasionally tem- porary ice jams produce serious freshets in the dead of winter, the worst possible period. Other obstructions are caused by the gradual accumulation of debris brought down by streams during flood flow, the debris itself, in many cases, representing an inexcusable waste and financial loss. “It has been suggested that the widening and deepening of the Connecticut River channel at the Narrows near Middletown would tend to lower the hydraulic grade of the river as far north as Hartford, and thus reduce the freshet trouble to quite an appreciable extent. While I have not made a detailed study of the effect which would be produced here by the execution of such a plan, my impression is that very little, if any, improvement would result. It would no doubt reduce the hy- draulic grade for some distance north of Middletown and possibly better the river conditions in the vicinity of the improvement, but I very much doubt if it would be of sufficient help in the solu- tion of the local problem to warrant the city in promoting such a plan for this particular purpose. If successful, it would help only a little in solving the flooding problem, and what we want is not a partial but a permanent abatement of this nuisance. “Thirdly, by the construction of local flood protection works, to confine the flood flow in arti- ficial channels. Unquestionably the best plan from every point of View is the raising of the entire inundated areas, but where this is impracticable or is extremely expensive, dykes, levees, or retaining walls can be used, and, when properly designed and efficiently constructed, they are remarkably suc- cessful. Some one or a combination of these plans seem best adapted for the local situation. If there were larger cities near Hartford, to the north and south, which were similarly afflicted from Connecticut River freshets, it might be possible to secure interstate coöperation looking toward the control of the flood flow upon the upper tributaries of the Connecticut River. But the adjacent towns are not damaged to the extent that Hartford is, principally because of their more favorable topographical conditions, or because their low lying sections along the river front are less densely populated and congested. In view of these conditions, it is clearly evident that IIartf0rd’s river flooding problem is a local one, and the benefits to be obtained by preventive measures would also be local. The permanent abatement of the east side flooding nuisance is therefore clearly up to the people of Hartford.” As indicated in the foregoing, the scheme which received attention by the Com- mittee of 1908 was raising, entirely, the low parts of the city to a grade which would bring the ground level nearly one foot above the highest flood on record, which was about 31 feet, occurring in 1854. The danger mark is about 15 feet. The plan included intercepting sewers and controlling gates with pumps of sufficient capacity to handle all sewage and surface water of the affected area during the periods of high water. It was recommended that the interceptor be placed so that the flow is concentrated to one, or perhaps several points, instead of at many ends of old sewers. The pumps would also care for surface water which would collect at times, from heavy local rains, and from seepage through existing embankments, formed by a raised boulevard and rail- road, both closely following a portion of the river. The cost of the improvements was estimated at $1,214,000, about $350,000 of which is for the intercepting sewer. The sewer cost is only roughly estimated, as little PREVIOUS PAPERS AND REPORTS. 379 seems to be known regarding the nature of the material to be excavated. No mention is made as to the extent of the overflowed area, or the amount of damage resulting from `any of the floods. The beneficial effect of the improvements upon business is strongly pointed out, as it is considered that flood relief will not only greatly enhance the value of real estate, generally, but rapidly bring about the most modern type of building construction. Ref- erence is made to excessive rainfalls in the valley; in one case, in ~Iuly, 1.5 inches fell in ten minutes and at another time, in June, 3.5 inches fell in three hours. ACTIONS OF CHAMBER OF COMMERCE OF PITTSBURGH, PA. PAPER READ BEFORE THE NATIONAL BOARD OF TRADE, WASHINGTON, D. C., (DECEMBER, 1898) . By George H. Anderson, Secretary, Chamber of Commerce, Pittsburgh, Pa. Your committee, to whom has been referred the subject of the Storage of Flood Waters on the Higher Tributaries of the Navigable Streams in the Mississippi and Ohio Valleys for Improving Navigation, providing for irrigation, etc., present the following report: They have given careful consideration to this matter and find it of supreme importance to the welfare and prosperity of the Whole nation. The investigation has expanded to an extent that to reach an approximate exhaustive report would occupy more time and space than could be allowed without crowding the consideration of other business properly before your body. Valuable contributions have been made by those whose ability and experience in the departments of river improvement, irrigation and storage of flood waters are of the highest order; and, as far as possible, their papers have been made an integral part of this report. Your committee did not rest or form conclusions on reports notably favoring the views received with so much commendation at the last meeting of this Association, having examined with care the opinions of able writers and engineers opposing the system. Deduc- tions have only been arrived at from as full and fair a consideration of the questions from all points of view as was possible under the circumstances. . The work of Charles Ellet, Ir., a distinguished civil engineer, on the Mississippi and Ohio Rivers, written nearly 50 years ago, has proved of the greatest value. His recommen- dations at that early day did not receive general approval, and in some instances were denounced as chimerical and unpractical. Today, however, his views in regard to control of flood waters and providing for improved navigation and irrigation by storage reservoirs are receiving practical recognition, and artificial reservoirs to a limited extent have been constructed with important and suc- cessful results. On the Upper Mississippi five reservoirs have been completed by the Government. Dur- ing the period of lowest water, the reservoirs were opened and the river level was raised I8 inches at St. Paul, nearly 500 miles below the reservoirs, and of course a still higher level was marked on the river near the source of supply. The cost of these reservoirs was less than $2,000,000. The same amount of money expended on the Missouri, Platte, Arkansas and other streams near the mountain ranges would, from the frequent canon formations, accomplish much greater results, and by a simple process of multiplication, an expenditure of $10,000,000 would yield a return so large, in mitigating destructive floods, in securing abundant water for irrigating arid lands, in improved navigation, in furnishing unlimited power, and in other directions, that it could not be fairly estimated. The policy and value of internal improvements, especially of Waterways, by National IGovernment appropriations is no longer a question. Since such a system has been adopted .the commerce, population and wealth of the great Mississippi and Ohio Basins have kept pace in exact proportion to the development and improvement of their navigable rivers. To retain supremacy of the vast traffic of this region, and keep pace with the advant- ages of cheap transportation to the Gulf of щ exico, and from thence to the world’s markets, the duty of Congress is plain-to continue these improvements to meet the enlarged require- ment until these great burden bearers shall accomplish the work intended. 380 PAPER READ BEPORE NATIONAL возни) oF TRADE. It is evident, from the best authorities on this subject, that a system of improvements, extending from the Rocky Mountains in the west to the Alleghenies in the east, will give cheap and regular transportation on all navigable water-ways in this region, provide a sys- tem of irrigation that will bring into fruitfulness an area hitherto barren equal to one­fourth of the United States, furnish an unlimited power, making homes and occupation for millions of people. The Mississippi Valley, with its unlimited resources of soil, its mineral deposits, its vast manufacturing interests would be comparatively valueless to the traffic of the country without the advantages of its water-Way transportation. In it is found the vital artery through which the wealth and prosperity of our country are assured of circulation. It is not too much to ask that the Government shall take charge of and preserve this great boon for the work intended by the Creator. Annexed to this report, and as part of it, your committee presents a paper from J. P. Frizell, of Boston, distinguished as a civil engineer and author, with as little abbreviation as possible. He is entitled to the thanks of this Association for his masterly and valuable con- tribution on this subject. Grouping all these facts together, your committee are free to recommend the passage of the following: Resolved, that the National Board of Trade, appreciating the value of a system of improve- ment on. the navigable water.-ways on the Mississippi and Ohio Basins for irrigating and making productive vast areas of. arid lands, for the continued improvement of these rivers for transporta- tion purposes, and diminishing the destructive power of Hoods, recommend that the Government continue the construction of reservoirs under the direction of competent engineers until a bet- ter system shall have been discovered, and further to retain control of all navigable waters and cede no rights to private parties or companies that might interfere with the systematic prosecution of this great Work. All of which is respectfully submitted. WM, V, EBERSOLE, G. H. ANDERSON, E. O. STANARD, B. A. ECKHART, J. H. LAFAYE. The following is extracted from the paper above referred to as contributed by J. P. Frizell, C. E., of Boston, to the Chamber of Commerce of Pittsburgh. This paper was entitled, “Reservoirs for Irrigation, Navigation and Water-power.” * * * No fact of nature is more striking than the variations in the How of streams. * * * The wild irregularities in the supply of water naturally lead to the idea of reservoirs to correct these extravagances of nature. To hold the water in seasons of superabundance and release it, according to necessity, in periods of scarcity. To reduce, as far as possible, the How of streams to uniformity, avoiding, on the one hand, the evil of destructive Hoods, and on the other, that of protracted scarcity. Nothing could be more salutary from every point of view than such a result. The problem of river navigation would be immeasurably simplified if a uniform How of water could be relied on. In every work of river improvement, dams, locks, shore precautions, canals parallel with the streams, groins, wing dams, deepening of channels, or construction of cut- offs, it is the extraordinary Hood and the extraordinary droughts which form the perplex- ing and uncertain element in the engineer’s plans. A river, for instance, flowing in an alluvial bed, constantly tends to come to a stable and permanent regimen. If the velocity at any point is too great, the stream erodes its bed and banks. A bend commences to form, and this action at once quickens the current on the concave shore and deadens it on the convex shore. The former is attacked with in- creased rigor, deposits occur in the latter, and the bed extends in a Wide sweeping curve, till the increased labor involved in the lengthened journey absorbs the superHuous energy of the water. As this channel lengthens, the velocity diminishes, till the current no longer has power to disturb the bed. This is the river’s mode of attaining a permanent regimen, viz.: by bringing the resisting power of the bed into equilibrium with the energy of the stream. This is what the river is constantly doing in moderate stages, and this is the condition it would always arrive at if the How remained uniform. PREVIOUS PAPERS AND REPORTS. 381 Reservoirs are built for four leading purposes, which are named in the order of their importance. ‘ 1. Municipal water supply. 2. Irrigation. 3. Navigation. 4 Water power. :R ж >э= .R 2. Reservoirs for Irrigatioiz. The practice of applying water to land as a supplement to the rainfall, where the latter is deficient in quantity, or occurs at seasons when not required by vegetation, is of very ancient date, as is attested by remains of works for this purpose in Egypt, in India, in China and in South America, works which may be said to antedate authentic history. This is the principal form of irrigation with which we have to do, though not by any means the only purpose of such works. ‚ * * * Irrigation in the sense of a supplement to the rainfall, or a substitute for the same, has in recent years attained considerable development in the western and south- eastern portions of the United States. The entire country, west of the Iooth meridian oftÍ longitude, is a region of deficient rainfall, with the exception of the margin between the Pacific Coast and the coast range of mountains. This comprises a region of some 1,400,000 square miles, being nearly one­half the total surface of the United States. It comprises Arizona, Colorado, Idaho, Montana, Nevada, New Mexico, Utah and Wyoming, and large parts of Oregon, Washington, California, Dakota, Kansas, Nebraska and Texas. In the most arid section, viz., Nevada, the average rainfall is but little over 6 inches, this being the result of eighteen years observations by the United States Signal Service at thirteen different stations. From this figure, it rises in slow gradations up to 22 inches in Oregon, east of the Cascade Range. West of the range, it rises as high as 75 inches. In large parts of the arid regions the rainfall during the period of vegetable growth is under 3 inches, even when the aggregate for the year reaches I2 inches. This fact shows how little water can be made available for irrigation without the aid of storage reservoirs. * * * * Within the present decade many comprehensive and well­considered projects of irrigation have been inaugurated, involving large storage reservoirs, canals of many miles in length, tunnels and other works of great magnitude. It needs but little consideration to convince us that irrigation in the arid regions of the United States is destined in future to attain a development beyond our most extravagant conception. These lands in general have every element of fertility, except water, and need only that to give abundant returns. The present population of the United States is something under 25 to the square mile. We have hitherto called into requisition only the most fer- tile lands and those workable at the least expense, from which we have been able to pro- duce not only abundant food for our own consumption, but a large surplus for foreign markets. The condition cannot continue indefinitely. At a time, perhaps, too remote to enter into present commercial calculation, but not too remote for the consideration of the reflecting man, this country will have a population of 150 to the square mile, and our wants will have increased faster than our numbers. VVhen that point is reached, we shall not be able to draw supplies of food from other countries, because we must assume that the popu- lation of all other countries, so far as they are not already over­peopled, has also increased in like proportion, and that through the influence of civilization, their wants have also increased faster than their numbers. Other countries will have no food supplies to spare. When that time comes, every acre of land that can produce food will be brought into requisi- tion, and all natural agencies that can contribute to the supply of food will be applied to that use. The measurements of the United States Geological Survey show that the annual dis- charge of all the rivers in this region is no more than adequate to the effective irrigation of the same. It is probable, however, that not more than half the area is susceptible of irriga- tion by the ordinary means. Water falling upon the higher ground flows rapidly down the declivities, and gathers into rivulets and streams, or else it sinks into the ground and reappears at lower levels in the form of springs. Most of the streams in this region, after attaining any consider- 382 PAPER READ BEFORE NATIONAL BOARD OF TRADE. able volume, How in canons or trenches, 300, 500 and even 1,000 feet below the natural level of the country, leaving vast areas inaccessible to water except by pumping. Remembering these facts, we cannot imagine the stupendous scale on which works of irrigation must be undertaken, when the struggle for existence necessitates the realization of these lands. Dams 300 feet high, canals and pipe lines hundreds of miles in length, pump- ing plants of 100,000 horse­power, these are the works that may be looked for in the com- ing century. The Government owns, or has owned, all the land, and has adopted the policy of sell- ing it in small parcels to actual settlers, to avoid the evils incident to its engrossnient and rnonopolization by large owners. But the land without the water is not land, and not fully susceptible of the ordinary uses of land. Is it not a strange inconsistency to guard the land against monopolization and leave the other co­ordinate and indispensable element of pro- duction open to the same? The United States should not part with its control of water in the arid region. There is probably very little land in the United States not susceptible of improvement in productive capacity by judicious use of water, and works for this purpose will, no doubt, extend and acquire importance as the growth of population necessitates higher demands upon the productive power of the land. This possibility should not be lost sight of in any permanent works for the improvement of rivers. 3. Reserzxoirs for Navigation. Of reservoirs designed to improve the navigation of rivers, as the word navigation is ordinarily understood, by discharging water into its channels, the most conspicuous example is the system constructed on the headwaters of the Mississippi by the United States Govern- ment. This undertaking was seriously proposed in 1867 or thereabouts, as a means of improv- ing the navigable depth on the Upper Mississippi. It was even sustained and commended as tending to restrain the Hoods on the lower river, but this view was only held by the very thoughtless. The period of surveys, examination and discussion lasted till 1880, when an appropria- tion was made for the work of construction. The project originally embraced the Chippewa, St. Croix and Wisconsin Rivers in addition to the Upper Mississippi, but work of construc- tion has been confined to the latter. Work was commenced on the Upper Mississippi in 1882. Up to the present date, there have been completed five reservoirs, as follows: Million Cubic Feet Winnebigoshish, with a capacity of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45,600 Leech Lake, with a capacity of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 30,000 Pine River, with a capacity of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7,500 Pokegema, with a capacity of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4,700 Sandy Lake, with a capacity of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,000 These were all formed by dams at the outlets of natural lakes. Winnebigoshish covers something like 150 square miles. Leech Lake over 200. Winnebigoshish, Leech Lake and Pine River command an area of 2,681 square miles, excluding the water surfaces. On this por- tion of the drainage ground an anomaly has become apparent. The supply of water has fallen much short of expectation. Measurements of a year’s duration in 1881 and 1882 on the main Mississippi, where it has a drainage area, excluding water surfaces, of 6,480 square miles, showed a discharge equal to about 31 per cent of the rainfall. On the Crow Wing where the drainage area is, ex^luding water surface, 3,380 square miles, like measurements give a discharge equal to 40 per cent of the rainfall. On the St. Croix River, with a drainage area, excluding water surface, of 5,780 square miles, like measurements showed a discharge equal to 50 per cent of the rainfall. Eleven years’ observation on the above area of 2,681 square miles show a discharge of less than 20 per cent of the rainfall, which averages in this district 25 inches. The result is that the two great reservoirs have never been filled. Previous to 1897, Winnebigoshish had never been half filled, and the greatest accumulation in Leech Lake was 19,000 millions. In June, 1897, Leach Lake contained 23,000 millions, and some 32,000 millions had been received in Winne- bigoshish, but here, the dani being a temporary wooden structure, decay had so far advanced PREv1oUs PAPERS AND REPORTS. 383 that it was not deemed prudent to hold the en tire influx, and some 3,000 millions had been wasted. The average annual discharge from reservoirs had been, previous to 1897, some 32,000 millions of cubic feet, equivalent to 4,000 cubic feet per second for 90 0ау5, or 3,000 for 120 0ау5. The outflow of the two great basins passes through Pokegema, which is on the main river, 391 miles above St. Paul. A discharge of 2,000 cubic feet per second from Pokegema raises the water in the vicinity five or six feet. At Aitkin, 165 miles down stream, three feet. At St. Paul, about one foot. The water reaches St. Paul in about eight days from its discharge at Pokegema. The latest United States engineer reports say that the reservoirs are capable of raising the water at St. Paul 12 to 18 inches for a period of 90 0ау5. According to the report of 1897 of the engineer officer in charge of this work, the total cost of the reservoir System up to June 30, 1896, including surveys, examinations, land drainage and all preliminary work, amounted to $8.78 per million cubic feet of storage capacity, which is low beyond all corn- parison or example. The facilities for storage offered by these great lakes were entirely excep~ tional, and such as could not be counted on in any other project. 4. Reservoirs for I/I/'atei'-Power. In consequence of the great fluctuations in the flow of streams, little use is now made of water-power without the aid of steam. On a large stream the power can be used to the extent of the low-water flow without such aid; but if it is desired to develop the power to a larger extent, the only way to avoid vexatious and expensive periods of delay is either to provide storage reservoirs to increase the low-water flow, or a steam engine to supplement it. On streams of drainage area not exceeding 300 to 400 square miles it is customary to make the engine and its appurtenances capable of driving the entire work. The flow of water does not cease entirely on such a stream in the driest time, but it is liable to fall so low that the water wheels cannot use it with economy, and the efficient use of it requires the wheels to stop at times while the water accumulates in the pond till the wheels can work at an economical rate. It often happens also that the work in the course of time increases beyond the maximum capacity of the water power, and the excess has, in that case, to be met wholly by steam. 1 Without steam or reservoirs it is but a very insignificant fraction of the total flow of any stream that can be used for power by an establishment running without interruption. On the other hand, where reservoirs can be applied to a stream, to an extent which reduces the flow to uniformity or any close approach thereto, all steam-power can be dispensed with, and the quantity of water-power available is greatly increased. The St. Lawrence is an example of a stream reduced nearly to uniformity of flow by reservoirs, and there will prob- ably never be any occasion for the use of steam in connection with the water-power at Niagara Falls, Massena Springs and the Lachine Rapids. Recent development in electricity, as a medium for the transmission of power between distant points, have, in some measure, recalled the attention of manufacturers to projects for the improvement of water-power, and it is to be expected that enterprises of this character will henceforth receive more consideration. A great obstacle to enterprises of this kind would be removed by a law recognizing the same principle that is embodied in laws for the drainage of fens and marshes and for the construction of dykes, viz., a law permitting a majority of the owners to assess the expense equitably upon all the beneficiaries of the enterprise. To meet the case of a manufacturer who, though in a position to use the water, might have no occasion to use it, the law might take in substance this form: Whenever an association of mill owners on any stream shall, for their common advantage, construct and maintain a reservoir designed to retain the flood Waters of the stream, and discharge the same in manner available for water-power, the owner of any dam on the stream below the reservoir who does not pay his just proportion of the cost of the undertaking, shall permit the water contributed by the reservoir, or the equivalent thereof, to run to waste over his dam. This provision would work no hardship to any owner, but would exclude from the benefit of the enterprise those who decline to contribute to the expense, and would make it easy to detect and verify infractions of the law. The floods of the spring and early summer can be retained and discharged during the PAPER READ BEFORE NATIONAL BOARD OF TRADE. low water of the late summer and autumn to the advantage alike of water-power on the declivities of the stream and navigation on the lower reaches. The State of New York has recently executed elaborate surveys for reservoirs on the headwaters of the’Genesee and Hudson, in the interest both of water-power and naviga- tion. The State has hitherto taken freely from the Waters of these rivers for the use of its canals, and so far as the latter river is concerned, the State is, by a curious survival of old Dutch law, not held liable for compensation for such diversion. The equity of the obliga- tion was, however, recognized in a law for the construction of reservoirs, which are expected at the same time to supply the Genesee and Champlain Canals, to largely benefit the naviga- tion of the lower Hudson in addition to great benefits to the water-power interests. Mr. Anderson.­I would suggest the adoption of the resolution in the report rather than the resolution on the programme, which is simply suggestive and tentative. The Presiding Officer.--The gentleman from Pittsburgh then offers the resolution at the conclusion of the report read by him, and moves its adoption as a substitute for proposition XLVI on the programme. Mr. Smalley, of the National Sound Money League.-Gentlemen, I am somewhat familar with the question of irrigation in the \/Vest, and do not think it can be combined with the proposition for storage reservoirs to aid navigation. Unquestionably the storage reservoirs at the head of the Mississippi have been of very great service to navigation, but'we need no irrigation along the Mississippi. The rainfall is ample. Such rivers as the Platte and the Arkansas are not navigable to any great extent, or at least to any useful extent, and it is the lands along the headwaters of those streams that need irrigation. So that it seems to me that these two questions are quite distinct. There have been for many years annual irrigation conventions held in the West, their purpose being to try to commit Congress to a series of vast irrigating works, dams and canals on the rivers in the arid region. Nothing has come from those conventions, except, I think, a general public opinion that the question is not one that Congress can wisely take up; that it ought to be left to the States in which these arid lands exist. And following out that line of thought, there has been an Act of Congress, passed three or four years ago, which concedes to each of the States in the arid region 1,500,000 acres of land for use in connec- tion with irrigation. Probably in the course of time all these arid lands will be given up to the States wherein they lie. There is no question but irrigation is valuable to the newer settlers upon arid lands, but irrigation can only be wisely provided by the people where the lands lie and who are to receive the benefits therefrom. It seems to me that the resolution proposed is too general, and that we ought to have something a little more definite if we are to go into the subject at all. If the Government is to go into the establishment of storage reservoirs at the head of the Ohio, for instance, in .aid of navigation, that has nothing to do with irrigation, as you see, any more than at the ähead of the Mississippi. Then arises the broad question, whether it is worth while to store .water at all to fill the rivers? * * * Мг. Anderson.-Mr. President, I do not propose to consume much time, but I really think nur friend who has just taken his seat, does not treat this question in its broadest and best -sense. He tells us that the question of the storage of waters at times has no reference to navigation, and instances the Upper Mississippi and Ohio, where it is not needed. They do not need storage of Hood waters where the lands are not arid, and the question of the stor- age of waters for the purposes of navigation is one that has passed almost out of controversy. We go a step further, however, and observe that the resolution reads very definitely, .while it may be somewhat vague in his estimation. It reads in this way: We recommend to Congress to enact such laws as may place the supervision and direc- tion of all irrigation enterprises in the hands of United States authorities, where such work -is undertaken upon waterways affecting interstate navigation. There seems to be no trouble here about creating reservoirs Where we do not need navi- gation. The committee understands thoroughly that this recommendation is that the works shall be constructed on the streams that are navigable or susceptible of navigation, in order that navigation may be greatly improved, and it reads clearly and distinctly that way: Upon waterways affecting interstate navigation, involving, as it does, the storage of Hood `1waters on the upper branches of navigable streams. Whenever the gentleman can bring anything that will answer the purpose better to pro- PREVIOUS PAPERS AND REPORTS. 385 vide irrigation for these arid lands out toward the foothills of the Rocky Mountains, forming one­fourth of the area of the United States; when he can bring forward a plan for holding in check the Hood waters which have worked such disastrous results in the Mississippi Valley, and provide for establishing these reservoirs for navigation, thus increasing the draft of the river, say 18 inches, and thus subserving the purpose of navigation better, I should like to hear it. That the rivers are to become a back number, that they are to be put on the shelf, is not to be thought of. The traffic on the Ohio and Mississippi today is about `36,000,000 tons. The steamboats on those rivers can carry a world’s supply of the heavier articles, and there is no method of transportation under the sun for coal and iron and such heavy articles to tide-water other than on the natural Waters which are the handiwork of the Creator. Let it not disturb him that if we build reservoirs there is no land to irrigate, for the lands are there, and they will be irrigated. If, on the other hand, the rivers will be improved whose headwaters are in arid countries, it will serve a double purpose, and will certainly have a tendency to check the floods which have time and again wrought such ruin in the Missis- sippi Valley. And that is the intent of the committee, that a way shall be pointed out whereby these difficulties in the Western country shall be mitigated. Mr. Leeson, of Boston.-Mr. President, in behalf of the delegation from the Boston Merchants’ Association, I wish to express my sense of obligation to the committee which has 50 thoroughly and carefully considered this subject, and presented for the action of this con- vention a report, which, if its recommendations can eventually be carried out, will have none but beneficial influence in the direction intended by the framers of the resolution. Mr. President, there is no subject outside of the preservation of the forests of this con- tinent and the subject dealt with by the resolution offered by Mr. Anderson, of Pittsburgh, which is more vital to the present and future welfare of this nation; and, I repeat, that in behalf of the Boston delegation, I wish to express my deep appreciation of this valuable report; and I trust that. though it may not cover all the technical points which all the authorities might wish, it will have the unanimous vote of this convention. The Presiding Officer.-Are you ready for the question? If 50, 1110 Secretary will read the resolution upon which you are to act. The Secretary read as follows: Resolved, That the National Board of Trade, appreciating the value of a system of improvement on the navigable waterways of the Mississippi and Ohio Basins for irrigating and making productive vast areas of arid lands for the continued improvement of these rivers for transportation purposes and diminishing the destructive power of Hoods, recommends that the Government continues the construction of reservoirs under the direction of com- pctent engineers until a better system shall have been discovered; and further, to retain con- trol of all navigable waters and cede no rights to private parties or companies that might interfere with the systematic prosecution of this great work. The resolution was adopted. Ú REPORT OF COMMITTEE OF CHAIWBER OF COMMERCE OF PITTSBURGH ON CONFERENCE WITH THE HOUSE COMIWITTEE ON AGRICULTURE FOR ACQUIRING NATIONAL FORESTS IN THE SOUTHERN APPALACHIAN AND WHITE MOUNTAINS. February 4, 1908. То 1110 President and the Board of Directors of the Pittsburgh Chamber of Commerce: _ Your committee, appointed to appear before the I­Iouse Committee on Agriculture, of the United States Congress, relative to House Bill No. 10456 of the Sixtieth Congress, First Session, respectfully submit the following report: This bill is entitled “For Acquiring National Forests in the Southern Appalachian and White Mountains,” was introduced by Mr. A. F. Lever, of North Carolina, December 19111, 1907, and re- ferred to the Committee of Agriculture. Briefly, it authorizes the Secretary of Agriculture to ac- quire, for national forest purposes, lands valuable for their regulation of stream How in several states in the Southern Appalachian and V\/'hite Mountain Ranges. Stich acquisition, it is expected, will reserve to the conveying owner, the minerals and merchantable timber; with such rules and regulations as to use and obtaining the same, as shall be expressed in the conveyance. It provides further. for the approval of the Legislature in a given state in the acquisition of such lands. It 386 CONFERENCE WITH HOUSE COMMITTEE ON AGRICULTURE. provides for home­steading of small selected portions which naturally may be included in large tracts, but which are not needed for public purposes and may be available for agricultural pur- poses without injury to forests. It further' provides that IO per centum of all the money received during each fiscal year, from revenue from any national forest, shall be divided and paid to the state, 10 Ь0 expended for the benefit of the county or counties in which such national forest is situated. It further provides that the Secretary of Agriculture may, for the further protection of the watersheds, in his wisdom, stipulate and agree to administer and protect for a definite number of years, private forest lands in the same way, upon agreement with the owners. Your committee was fortunate in being able to attend the twenty­seventh annual meeting of the American Forestry Association, held at the New Willard on January 29111, at which time many pa- pers upon the relation between forestry and stream fiow and relevant subjects were read. Not to draw comparison, but to mention those particularly applicable to our own interests, we refer to the paper by Mr. W. J. McGee, Secretary of the Inland Water Ways Commission, upon the “Rela­ tion of Mountain Forests to Inland Water Navigation.” In this he mentioned the valuable resources of our country; namely, soil, and that protection of this soil really commences at home and on the small farming lot, by prevention of small and local erosion, which he pointed out could be thoroughly done by proper forest methods on steep ground and intelligent cultivation in the grounds of lesser slope which are adapted to farming. Не brought out the very novel proposition that the muddy turbid Water eroded the banks more rapidly than clear water by the grinding action of the grit carried. Another paper of great importance was that of Mr. Harvey N. Shepherd, of Boston, Massa- chusetts, 011 1110 constitutionality of the bill above referred to. He dwelt upon the fear that some apprehend that the recent decision of the United States Supreme Court, in the Kansas-Colorado case, relative to the use of the Arkansas River, to irrigate the arid lands of the last named state and thus deprive the first named state of water, indicates that the present bill may be unconstitu- tional. Не showed in a clear and logical manner that the recent decision of the Supreme Court was based upon the lack of right of the United States Government to interfere where the end sought was by means of the legislation proposed, and particularly that of depriving one state of water in order to help another; but, that wherever the power existed to do a certain thing, as for instance in this case, the power exists to control and regulate the navigable water of the United States wherever situate, the means sought to produce that end have always been declared by the Supreme Court to be legal, thus, surely, if the United States Government has the right to dredge our streams and provide channels for water ways, it, also, has the right to spend money once for all to prevent the silting up of these streams and provide a more uniform flow of water as a means and aid to navigation. The same evening, the Steering Committee, under the guidance of Hon. Hoke Smith, Governor of Georgia, and William L. Hall, Assistant Forester of the Department of Agriculture, mapped a plan pf campaign for the hearing before the Committee on the following day. It was arranged that your delegation should be heard at this hearing in defense of the bill, because of the interest which Pittsburgh and its vast affairs have in anything which will decrease the damage of floods and increase the availability of the rivers for navigable purposes, The hearing was conducted in the Ways and Means room of the new House building, from I0 a. rn. to 12 m., and from 2 р. rn. to 5 р. rn., on January 30111. Among those who spoke, representing various interested sections of the country, there were Governor Hoke Smith, of Georgia, who both opened and closed the discussion; Senator Lodge and Representative Gillette, of Massachusetts; C. I. H. Woodbury, representing the New England Cot- ton Manufacturing Association; Hon. Gifford Pinchot, of the United States Forestry Service; Gov- ernor C. M. Floyd, of New, I-Iampshire; Mr. P. W, Ayers, of the Forestry Service of New Hamp- shire; Dr. I. C. White, State Geologist of West Virginia; Mr. E. I. Watson, Commissioner of Im- migration of South Carolina; Mr. W. S. Lee, Ir., Water Power Engineer of Charlotte, North Carolina; Prof. Geo. F. Swain, representing the American Society of Civil Engineers and the Massachusetts Institute of Technology, and several others ofxvaried interests. Governor Smith spoke first, of inter-state matters; second, of the decrease of the timber supply; third, of the water supply interest; fourth, of the navigation interest. Mr. Pinchot spoke off timber supply and fiood damages­ Mr. Ayres spoke first, of the climatic effect; second, of the timber supply; third, of the fire damage. Dr. White spoke of the effect on navigation and the danger from forest fires. Prof. Swain spoke of timber supply and the regulation of rivers. Your committee was heard about 3 o’clOck in the afternoon. We first called attention to the PREVIOUS PAPERS AND REPoRTS. 387 resolution, adopted by this chamber on ~Íune 30th, 1907, by virtue of which, the Secretary of Agri- culture included in the survey and thus recommended in his report to Congress, dated December 11th, 1907, an area of about 1,100,000 acres on the Monongahela watershed, situate in West Virginia and Maryland. Second, we dwelt! upon the important interests about Pittsburgh, and third, as none of this area is situate in the State of Pennsylvania, it is evident that we are not actuated by selfish, at­home motives, and that it is, unquestionably, an interstate affair and one which cannot be regu- lated by our own State Legislature. Reference was made to the danger and damages caused to the various interests by Hoods, the accompanying damages by the filling of streams and by erosion, and lastly to the pollution of streams for water supply purposes. In detail :-The disturbance to navigation by the high Hoods; the disturbance to railroad inter- ests, most of which are naturally in our valleys and Iin reach of Hood heights; the disturbance to the vast property interests of the manufacturing and business concerns, which are forced to close; the great monetary loss due to «the damage to buildings and materials and depreciation of property; the heavy expenses for cleaning up, together with the loss of the wage earners in employment, were all considered; as Well as the almost complete stagnation of business due to the electric lighting and street .railway operations being endangered by the Hooding of the power stations. It was stated that the filling of our harbors and the erosion of the banks and destruction of favorable sites for building operations were serious matters. It was stated that the increased amount of mud and silt in our streams was rendering the problem of Hltration of water supplies a more com- plicated and troublesome one as the years go on. All of the above was referred to in! a concise way and as quickly as possible, on account of the limited time before the committee and the fact that there were many people from afar who had come to be heard. We felt quite favored that an opportunity was given your representatives to be included among those to have a hearing before the committee. In answer to direct questioning from the Chairman of the committee as to whether Hoods had not always been prevalent at Pittsburgh, we were pleased to have available, some data, tabu- lated by your committee, from the Weather Bureau River Records, giving a synopsis of' the Hood stages of Pittsburgh since 1873, equal to a stage of twenty­tw|0 feet or above at Market street. From «this we were able to show the tendency by dividing the period of thirty-Hve years into two equal parts. rI`he number of Hoods of certain stages are given in the following table: RIVER STAGE NUMBER oF FLo0Ds (Feet) 1873-1890 Inc. 1891-1907 Inc. а 22 19 26 26 4 11 30 1 4 35 0 1 Thus basing conclusions on the record, it is shown that Hoods have occurred with greater per- sistency in recent years, and the same is also noticed both at Wheeling and Parkersburg. The 'Chairman of the committee, Mr. C. F. Scott, of Kansas, was affable in his statement of appreciation that so many representatives had come from so many different states. He stated that it was realized that the question is a live and important one and that it would be given thoughtful and earnest consideration. rIhis committee in closing wish to express their thorough appreciation of the aid which our rep- resentatives in Congress have given us, and to the Pittsburgh newspaper representatives in Wash- ington, who were helpful with suggestions. While the subject does not apparently have tho same vital effect to us, so far as the present allotment on a single watershed «tributary to the Monongahela River, that it seems to have for some other places which are directly subservient for their entire livelihood upon the rivers which How by their doors, and while it is also true that the Monongahela watershed still has a somewhat larger amount of timber than many of the' areas in mind by the originators of the bill; it is true that un- less we are alive to this question and take time by the forelock and be aroused, it may at any time be found too late and that the opportunity has slipped by and we may awake to Hnd our streams in much worse condition than at present, with Hoods higher and more frequent, with the erosion much greater, and with the dry weather How much lessened. Now that the general government has been willing to include about 1,000,000 acres for the Hrst allotment of this great project, the matter assumes immediate importance and should command the 'interest and support of the members of this Chamber and all of the citizens of this community, who have its welfare at heart. 388 CORRESPONDENCE PRECEDING APPOINTMENT OP FLOOD COMMITTEE. Your committee, therefore, recommends that this Chamber adopt proper resolutions to be sent, and urge each one of our representatives in Congress, that having due regard to the continuance and prompt completion of the necessary work already under way for the improvement of our rivers, but, also, mindful of the enormous losses yearly entailed by destructive floods and low water, and that these will increase with future needs and development, that such action as is feasible be taken to promote the passage of this bill at the earliest possible date. (Signed) MORRIS KNOWLES, GEORGE M. LEHMAN, Committee. CORRESPONDENCE PRECEDING APPOINTMENT OF FLOOD COMMITTEE. (Referred to in “I-Iistory and Objects of Commission.”) “Mr. Logan McKee, “Pittsburgh, Pa., Feb. 15, 1908. Secretary Chamber of Commerce, Pittsburgh, Pa. Dear Sir :- “As reliable information has never been obtained, concerning flood losses, or character of same, incurred by the various interests in and about the City of Pittsburgh, it seems to me that the Chamber of Commerce should take this question up at Once. The city, so far as I am aware, does not know how it stands in this matter and an investigation may prove of great value, in many respects. “Information can only be secured by a fairly thorough canvass, or going Over, of the district. A reasonably accurate estimate may be made from information received by letter from those af- fected along the rivers. I see no reason why any should refuse the information. “The letter of request sent out by the Chamber would be accompanied by a blank form, for return, setting forth in tabulated way the information desired. If details are not known by those receiving the letters, or there should be no desire to give them, the data can be grouped in part or as a whole. The floods of March, 1907, and February, 1908, should be treated separately. “At this moment I have no fully formed plan, but think that letters should be addressed to the following: t “Manufacturing plants; mercantile houses; office buildings; theatres; hotels; railroads; U. S. Engineer office; river interests; City of Pittsburgh; water supply companies, etc. Information requested should be something like the following: “Damage to buildings; damage to equipment; damage to land; expense of cleaning up; loss to employer due to shut­down; loss to employees due to shut-down; damage to mercantile goods; damage`to roads, bridges; damage to river craft and land transportation companies. “In connection with this work, it would be well to have the city Obtain, through its engineer- ing force, information regarding the boundary line of the flooded areas. This can be gotten at little expense with several men by simply sketching upon city maps the flood line as the areas are examined. Any assistance that I can render will be gladly given, in arranging the estimates which would be made from the answers received. “I will say something to Mr. English about this matter. “Yours respectfully, GEORGE M. LEHMAN.” “Н- D» W- English, President “Pittsburgh, Pa., Feb. 18, 1908. Chamber of Commerce, Pittsburgh, Pa. Dear Sir :- \ “Permit me to kindly call your attention and that of the Chamber of Commerce most earnestly to the fact that we are face to face with three propositions most essential for the ma- terial interest, health and attractiveness of our City, viz :- I. That of sewage disposal. 2. The walling out of floods from our rivers. 3. The freeing of the bridges across the Allegheny River to the North Side. PREVIOUS PAPERS AND REPORTS. 389 “1 speak of these questions now because they are not only imminent, but the most portentous and far reaching of any of the questions that now or even hereafter will face our City. I also speak of them now because I am afraid that in our planning for a new City Hall, and other contemplated improvements of the kind, we will lose sight of these most important and essential things, and which we must do, no difference from what standpoint we value them. “If we go ahead and provide enough money to do the minor improvements, which are now talked of. and all of which may be desirable and may have to come in time, will we not have so exhausted the ability of our City to raise money, and thereby be compelled to put oft' these essential things until our City has further suffered great loss and gotten into trouble with the State over the sewage disposal? Hence, had we best not ñrst do these essential and compulsory things? “The very full report that was submitted by the Committee appointed by the Chamber of Com» merce on the question of sewage disposal, of which perhaps every member of the Chamber re- ceived a copy, showed conclusively not only the propriety and wisdom of providing, without delay, for proper sewage disposal, but, also, that the City of Pittsburgh had no choice in the matter. For, the State has made it obligatory on the municipalities throughout the State to provide means for sewage disposal, and it is clearly evident that the authorities will and must have the municipalities comply therewith. The time limit in which the City of Philadelphia must so provide is now less than ñve years. Besides, our City must set an example so that she can, in turn, de- mand of the State to insist upon the boroughs or municipalities up the rivers providing for sewage disposal, in order that the streams from which we take and must take our water supply will not be polluted. “lf the pollution of our rivers and streams emptying therein is not stopped by the Boroughs and Municipalities, we will soon have reached a point where our present filtration plant will not give us a supply of water which can be safely used. To provide for a proper system of sewage disposal will probably cost as much as $6,000,000, and possibly upwards, and to arrange to do the work soon will save the City a large amount of money; for as time goes on the cost of the land necessary for such a plant will have increased. “It needs no argument to show that the Hoods which take place in our rivers from time to time, not only destroy a vast amount of property, but also cause great loss by throwing men out of employment, as well as dire distress and great suffering among a certain class of our popu- lation who must live in the flooded districts. If the damage which has been caused from our late flood could be compiled, and put together, it possibly would be of a sum sufficient to pay the ex- pense of walling out the flood, or at least meeting the interest for many years on the expense thereof. “Besides, it is proper here to remark that We are facing the question of arranging our Wharfs so that the freight, etc., can be loaded and unloaded without being compelled to haul up and down the steep, rough and dangerous wharfs and this together with the question of sewage disposal all well lits in with the question of walling out the Hoods. We are all proud of our City’s great com- mercial importance, but what would add so much thereto or create here the greatest commercial distributing and jobbing center in the whole country, so much as to have it experienced at home and known abroad, that the streams from which we take our water supply are protected by sewage disposal, and that our City is free from inundations, and that there was no barrier piled up in the :way of toll bridges. If these things are accomplished, and they can be if we only so determine and go to work while we have the means at our disposal, it would make our City take a bound forward and place her pre­eminently among other of the great Cities of our land. “Permit me to dwell on the following points; namely, it is essential to convince those at home, and consequently those abroad, that this City is a healthy place to live because we have a pure water supply, and consequently comparatively free from epidemics, and that our valuable buildings, and contents, and machinery thereof in the wholesale and retail districts, as well as our manufacturing plants, are free from damage by floods, and that our traffic is not impeded by toll gates. While nature and circumstances, and peculiar conditions have done much for our City, and notwithstanding our citizens have been exceedingly prosperous, yet We should stop and ask the question, Can our City hold this great commercial supremacy, or our citizens continue to be eminently prosperous, unless we now do something for ourselves? “The time has passed away when we would be permitted, and the circumstances that would tolerate the condition whereby our streams and rivers may be polluted by sewage discharge, or that our City annually or oftener shall be subject to inundations with the great loss attended 390 CONPERENCE WITH PRESIDENT TAPT. thereon, or that we shall be charged a toll for passing from one part of our City to another. Therefore, the duty and responsibility clearly rests on the City and those interested in her wel- fare to see that we do not longer procrastinate to do these things that so loudly cry out and con- demn us in the eyes of our neighboring cities, or those who would, because of other conditions, be glad to locate with us and further add to our prosperity and material worth. “1, therefore, beg to suggest that the Chamber by unanimous consent authorize you to ap- point a special committee to at once wait upon the City authorities and Councils and ask the early and serious consideration of these subjects: “First: That proper steps be taken towards freeing the bridges crossing the Allegheny River without delay. “Secondz That a commission of seven (7) be appointed to suggest the manner in which the Hoods can be best walled out, and at the same «time how our wharfs can be made of some corn- mercial importance, and how the sewers necessary for the sewage disposal, and, at the same time, the sewage disposal plant, can best be provided for, with the probable cost of doing the work, and that this commission consist of two engineers of known ability, who shall be under pay, and an attorney of high standing who shall be reasonably compensated for his services, and four laymen to be selected to represent the different interests of the City, and who shall serve with- out pay. “I suggest a special committee, because I know the standing committees, especially that of Municipal Affairs, to which this communication would logically perhaps be referred, are already overburdened with matters which require perhaps more time than the members of the committee are able ‘Ю give» “Most respectfully submitted, A. J. KELLY, JR.” CONFERENCE HELD BY PRESIDENT TAFT WITH THE FLOOD COMMISSION OF PITTSBURGH. White House, Washington, D. C., Nov. 28, 1911. At the request of the Flood Commission, President Taft held a conference at the VVhite House, at which he was urged to incorporate in a message to Congress a recom- mendation for the Hood relief measures proposed by the Flood Commission. Thirty members of the Flood Commission were present at the conference, and in addition to them, the following officials took part: U. S. Senator George T. Oliver; Congressmen Burke and Dalzell; Mayor William A. Magee, of Pittsburgh; Assistant City Solicitor ~john B. Eichenauer ; County Controller R. J. Cunningham; County Com- missioner I. K. Campbell; Assistant County Solicitor Edward B. Vaill, and John Birkin- bine, Chairman of the Water Supply Commission of Pennsylvania. Secretary of State Philander C. Knox, Secretary of War Henry L. Stimson, and Secretary of the Interior Walter L. Fisher were present during the conference and took part in the discussion. Mayor Magee made the first address to the President, in which he outlined the history and objects of the Flood Commission. He was followed by George H. Max- well, Executive Director of the Flood Commission, who made a plea for the restora- tion of the money that had lapsed from the Appalachian fund. The following paper was left with the President: “That there be re-appropriated the unexpended $1,000,000 appropriated for the fiscal year 1910 and the unexpended balance of the $2,000,000 appropriated for the fiscal year 1911, representing a total of approximately $2,700,000 in accordance with an Act approved March 1, 1911, known as the Weeks’ Appalachian National Forest Act. “And that in the expenditure of these and all other sums appropriated and to be appropriated for the purposes of said Act the National Forest Reservation Commission carefully consider the recommendations based upon the surveys and investigations of the Flood Commission of Pitts- burgh concerning the acquisition of certain lands for reservoir purposes in aid of the navigability of the Ohio River. “And that the attention of Congress be directed to the desirability of enacting such legislation as shall be necessary to utilize the said lands so acquired by the construction of proper reservoirs thereon.” President Taft showed a keen interest and stated that he would recommend the restoration of the Appalachian money. PREVIOUS PAPERS AND REPORTS. 391 THE NEWLANDS BILL. In the Senate of the United States, March 1, 1911. Mr. Newlands introduced the following bill; which was read twice and referred to the Com- mittee on Commerce. A BILL .to create a Board of River Regulation and to provide a fund, for the regulation and control of the flow of navigable rivers in aid of interstate commerce, and as a means to that end to provide for flood prevention and protection and for the beneficial use of flood waters and for water storage and for the protection of watersheds from denudation and erosion and from forest fires and for the coöperation of Government services and bureaus with each other and with States, munici- palities, and other local agencies. Be it enacted by the Senate and House of Representatives of the United States of America in Congress assembled, That the sum af $50,000,000 annually for each of the 10 years following the first day of July, nineteen hundred and eleven is hereby reserved, set aside, and appropriated, and made availa- ble until expended, out of any moneys not otherwise appropriated, as a special fund in the Treas- ury, to be known as the “River Regulation Fund,” to be used for the regulation of interstate commerce and in aid thereof for examinations and surveys and for the construction of engineering and other works and projects for the regulation and control of the flow of navigable rivers and their tributaries and source streams, and for the standardization of such flow, and for flood prevention and protec- tion, by the establishment, construction, and maintenance of natural and artificial reservoirs for water storage and control, and by the protection of watersheds from denudation and erosion and from forest fires, and by the maintenance and extension of woodland and other protective cover thereon, and by the reclamation of swamp and overflow lands, and by the building of drainage and irrigation works, and by doing all things necessary to provide for any and all beneficial uses of water that will contribute to its conservation or storage in the ground or in surface reservoirs as an aid to the regulation or control of the Пот of rivers, and by acquiring, holding, using, and transferring lands and any other property that may be needed for,the aforesaid purposes, and by doing such other things as may be specified in this Act or necessary to the accomplishment of the purposes thereof, and by securing the coöperation therein of States, municipalities, and other local agencies, as hereinafter set forth, and for the payment of all expenditures provided for in this Act; the pur- pose of this Act being river regulation and the control of the volume of water forming the stage of the river from its sources, so as to standardize the river flow, as contradistinguished from and supplemental to channel improvement as heretofore undertaken and provided for under the various Acts commonly known as the river and harbor Acts. CREATION AND MEMBERSHIP OF BOARD OF RIVER REGULATION. Sec. 2. That a board is hereby created, to be known as the “Board of River Regulation,” consisting of the Chief of Engineers of the United States Army, the Director of the United States Geological Surviey, the Forester of the Department of Agriculture, the Director of the Reclamation Service, the Chief of the Bureau of Plant Industry of the Department of Agriculture, the Secre- tary о! the Smithsonian Institution, one civil engineer, one sanitary engineer, and one hydroelec- tric engineer. The last three shall be appointed by the President and hold office at his pleasure, and they shall each receive an annual compensation of $7,500, payable out of the appropriation hereinafter apportioned to the Smithsonian Institution. The members of said board, with the exception of the three members appointed by the President, shall serve as such only during their incumbency in their respective and official positions, and any vacancy on the board shall be filled in the same manner as the original appointment. A chairman and a secretary of the board shall be elected annually by the board from its members. All formal action taken and all expenditures made or authorized by the board shall be reported to the President of the United States, and shall be by him transmitted to Congress annu- ally, or `at such more frequent times as may appear to him desirable, or at such times as Con- gress may require. COOPERATION WITH STATES, MUNICIPALITIES, AND OTHER AGENCIES. Sec. 3. That the board shall, in all cases where possible and practicable, encourage, promote, and endeavor to secure the coöperation of States, municipalities, public and quasi­publie corporations, towns, counties, districts, communities, persons, and associations in the carrying out of the purposes and objects of this Act, and in making the investigations and doing all coördina- tive and constructive Work provided for herein; and it shall in each case endeavor to secure the financial coöperation of States and of such local authorities, agencies, and organizations to an extent at least equal in amount to the sum expended by the United States; and it shall negotiate and perfect arrangements and plans for the apportionment of work, cost, and benefits, according to the jurisdiction, powers, rights, and benefits of each, respectively, and with a view to assigning to the United States such portion of such development, promotion, regulation, and control as can be properly undertaken by the United States by virtue of its power to regulate interstate and for- eign commerce and by reason of its proprietary interest in the public domain, and to the States, municipalities, communities, corporations, and individuals such portion as properly belongs to their jurisdiction, rights, and interests, and with a view to properly apportioning costs and benefits, and with a view to so uniting the plans and works of the United States within its jurisdiction, and of the States and municipalities, respectively, within their jurisdictions, and of corporations, communities, and individuals within their respective powers and rights, as to secure the highest development and utilization of the waterways and water resources of the United States. 392 ТНЕ NEWLANDS BILL. The board may receive and use any funds or property donated or subscribed to it or in any way provided for coöperative work, but no moneys shall be expended under any arrangement for coöperation until the funds to be provided by all parties to such arrangement shall have been made available for disbursement. ENCOURAGEIVIENT OF INDEPENDENT INITIATIVE AND CONSTRUCTION. Sec. 4. That all things done under this Act .shall be done with 0 view not only to con- structive coöperation, as herein provided, but also with the definite and specific object of enlarg- ing the field of accomplishment contemplated by the Act through promoting and encouraging inde- pendent initiative and construction by States, municipalities, districts, and other local agencies and organizations, and creating object lessons and building models and making demonstrations that will have that effect and infiuence, and induce such supplemental and independent action and construction. CONFERENCE AND COOPERATION OF BUREAUS AND STATES. Sec. 5. That it shall be the duty of said board to coördinate and bring into conference and coöperation the various soientiñc and constructive bureaus of the United States with each other and with the representatives of States, municipalities, public and quasi-public corporations, towns, counties, districts, communities, and associations in the carrying out and accomplishment of all the provisions, purposes, and objects of this Act. , The b0&I’d Shall have a11thO1`ÍtY 120 Сан upon and to bring into coöperation any other Fed- eral department or bureau whose investigations or assistance may be found necessary to the carrying out of the provisions of this Act, and the board is hereby authorized to defray the expenses of such investigations or assistance through a transfer of so much of its appropriation as may be necessary to the Federal department or bureau thus brought into coöperation. CORRELATION, COORDINATION, AND ADMINISTRATIVE ECONOINIY. Sec. 6. That the board shall harmonize and unify and bring into correlation and coördi- nation the investigations made, and information, data, and facts collected and obtained by the vari- ous bureaus or offices of the Government relating to or connected with the matters and subjects referred to and the questions involved in this Act, and to print, publish, and disseminate the same, and it shall exercise such general supervision as may be necessary to provide against dupli- cation or unnecessary, inadequate, unrelated, or Incomplete work in connection therewith, and shall make such recommendations to the President as it may deem advisable at any time for the accom- plishment of that end or in the interest of harmonious coöperation, eñîciency, and economy in carrying out the purposes of this Act. The special function of the board at all times shall be to promote the adoption of the best and most approved methods and systems of investigation, admin- istration, construction, and operation, in carrying out such specific improvements, works, and pro- jects as are authorized by this Act, or which may be from time to time authorized by Congress, if within the scope of the work of the said board as herein set forth; and it shall further be the special function of the board to effect the largest possible saving as the result of the unification, correlation, and coördination of the work of the various bureaus in the investigations and admin- istrative and constructive work provided for in this Act in accordance with existing law or with such provisions as Congress shall from time to time impose. REPORTS, PLANS, AND ESTIMATES BY THE BOARD. Sec. 7. That the functions of the board shall be to obtain full information through its members concerning all proposed expenditures provided for within the scope of this Act. Each bureau chief member shall report to the board the work proposed by the bureau or organization which he represents, and shall present full plans and estimates covering such proposed construc- tion 01’ action. The findings and conclusions of the board and plans adopted by it for construction and action shall be binding upon the members thereof in so far as may be consistent with existing laws. REFERENCES TO AND INSTRUCTIONS FROM THE PRESIDENT. Sec. 8. That all matters involving apparent conñict with departmental authority, jurisdic- tion, or procedure, or as to which the board may desire suggestions or advice, shall be laid before the President, who may thereupon call into conference the Secretaries of the departments repre- sented on said board, and thereafter suitable instructions shall be issued by him to heads of departments with a. View to securing unity of action along the lines approved by the President, EXECUTION OF PLANS AND ÑVORK BY THE SEVERAL BUREAUS. Sec. 9. That in the execution of all plans and duties intrusted or delegated to the sev- eral bureaus the reSpeCtîV€ Chiefs thereof, acting under departmental regulations and procedure, shall execute the work according to the methods prescribed by law, the functions of the board being those of 0 consulting and advisory body with power to make recommendations to the Presi- dent, and through the President to the heads of departments, with 0 view to effective eoördination and coöperation as to all things proposed ЪУ this Act, and t0 саггу out such work as Congress shall from time to time prescribe or has prescribed in this Act. CONIPREHENSIVE PLANS FOR RIVER REGULATION, see. 10. That me board snail develop, formulate. prepare, Consider, and determine upon comprehensive plans for the conservation, use, and development of the water and for-est resources PREv1oUs PAPERS AND REPoRTs. 393 of the United States in such manner as will best regulate the flow of source streams and navigable rivers, and embracing, with that object, flood protection, drainage, and the reclamation of swamp and overflow lands; water storage in natural and artificial reservoirs; the beneficial use of waters for irrigation and for all domestic, municipal, and industrial purposes; the maintenance and development of underground water supplies and the storage of waters in the ground and in irri- gated lands and underground reservoirs; the enlargement of the areas and raising of the levels of the ground waters; the construction of flood­water canals, by-passes, and restraining dams; the control and regulation of drainage and the replenishment of streams by return seepage; the per- petuation of forests and maintenance of woodland cover as sources of stream flow; the prevention of denudation and erosion; the protection of river channels from eroded soil materials; the clarifica- tion of streams; the utilization of water power; the prevention of the pollution of streams and rivers; the sanitary disposal of sewage and purification of water supplies; the best distribution of forests, woodlands, and other growth, and of cultivated and irrigated areas in their relation to river flow; the protection of forested and woodland areas from destruction by fire or insects; the reforestation of denuded areas; the planting of forests and establishment of forest plantations; the preservation and planting of woodlands and any other growth and protective cover on watersheds; the increase and development of the porosity and absorbent qualities and storage capacity of the soil upon which rain or snow may fall; the making and furnishing of plans for flood-water stor- age and other works for irrigation and power for farms, towns, and villages; the acquisition, sub- division, and settlement in small, intensively cultivated farms of lands for water storage by irriga- tion; the building of the irrigation systems for such lands, including reservoirs, dams, canals, ditches, and all necessary works; the protection of farms, villages, towns, and municipalities from damage by freshets and overflow; and the impounding of flood waters in artificial lakes and storage reservoirs to prevent floods and overflows, erosion of river banks, and breaks in levees, and to regulate the flow of streams and reënforce such flow during drought and low-water periods, the ultimate object of all such work being to regulate and, so far as possible, standardize the flow of navigable rivers and source streams, and in the accomplishment of that object to induce and secure the cooperation of States, municipalities, districts, counties, towns, and other local agencies and organizations. SMITHSONIAN INSTITUTION. Sec. 11. That it shall be the duty of the Secretary -of the Smithsonian Institution to give especial attention to the acquisition from foreign countries and from all sources of all obtain- able knowledge concerning the problems involved in the work of the board and to diffuse and disseminate the same, and to establish and maintain a Museum of Conservation in which such knowledge shall be placed before the people, with object lessons illustrating the disastrous conse- âuences that have resulted from the failure of such conservation and particularly the failure to conserve the forest and water resources in other countries of the world, and to utilize the resources of the institution under his charge, which may b e available for that purpose, to aid in the educa- tion of the public in the elements of knowledge which lead to the successful regulation of water and of the flow of rivers and the use of water in connection with agriculture and the intensive cultivation of land, and in connection with all other industries. BUREAU OF PLANT INDUSTRY. Sec. 12. That it shall be the duty of the Chief of the Bureau of Plant Industry to colla‘e and bring together for the information of the board the results of all investigations with reference to soil and the production of crops through the use of water as a fertilizer and stimulant to plant growth, and of the relation of water in excess or deficiency to successful crop production. He shall recommend for the consideration of the board such further investigations as may prop- erly be conducted in connection with the purposes for which the board is created and which shall lead to the largest and most valuable results being obtained through the use of water in connection with successful plant growth and increased crop production, and the establishment of a national system for the information of the people in the intensive cultivation of small tracts of land, with a view to increasing food production and thereby reducing the cost of living and encouraging suburban and rural settlement and homemaking, and the beneñcial use of water in connection therewith. FOREST SERVICE. Sec. 13. That it shall be the duty of the Foiester of the Department of Agriculture to present to the board all essential facts bearing upon the relation of forests to the various problems under consideration and the value and importance of forests and woodland and other growth upon the headwaters of streams and their proper control and extension and protection from fire, as regulators of stream flow; also such facts as may be essential to the proper enlargement of for- ested areas for the protection of watersheds and the maintenance of the flow of rivers during the low-water season and the prevention of denudation and erosion, with consequent silting up of channels, and to prepare and present to the board comprehensive plans for the protection of the forests from lire and other destructive agencies. GEOLOGICAL SURVEY. Sec. 14 That it shall be the duty of the Director of the Geological Survey to recommend to the board appropriate surveys and examinations, and upon proper approval cause to be executed topographic surveys of each drainage basin, these being planned with reference to the work con- 394 ТНЕ NEWLANDS BILL. templated by the board and the immediate demands and needs of the board. Such surveys shall include and show in addition to the topography the character of all lands embraced therein and it shall be his duty to classify the same and designate the best use to which said lands may be devoted in carrying out the provisions of this Act. The topographic maps shall be of such scale as will bring out the existence of feasible storage or reservoir sites, and he shall make such addi- tional surveys of specific localities as may be required by the constructing engineers, and in such surveys he shall establish monuments based on geodetic horizontal and vertical control. And the surveys shall be of such nature as to provide adequate bases for geologic investigation and engineering works. He shall also cause measurements to be made of the flow of streams at such places as may be designated by the board as yielding results of largest importance in the discus- sion of the problems in hand and the execution of proposed engineering works, and shall carry on such studies in river pollution and purification, in water-power possibilities, and other streami investigations as the board may designate. It shall be his further duty to examine all forested lands or lands intended to be afforested or reforested which it is proposed to purchase under this Act, and to report upon whether the control and use of such lands will influence the preserva- tion of water supplies or stream flow or tend to regulate the flow of navigable rivers on whose watersheds they are located. RECLAMATION SERVICE. Sec. 15. That it shall be the duty of the Director of the Reclamation Service to bring before the board the results attained in the construction of works of irrigation and reclamation throughout the arid and semiarid regions of the United States and the application of the experi- ence thus obtained to the conditions existing in the more humid sections of the United States. He shall extend the surveys and investigations and construction of irrigation works such as are authorized in the Act of June seventeenth, nineteen hundred and two, known as the National Irrigation Act, throughout the United States and including reclamation of land by drainage as well as by irrigation: Provided, however', That no part of the fund created by the Act of June seventeenth, nineteen hundred and two. shall be expended for this purpose. Such further investi- gations and construction and operations in States other than those covered by the original Act above referred to shall be subject to the terms, provisions, and requirements of the said National Irrigation Act that may be applicable thereto, but shall be at the expense of the River Regula- tion Fund created by this Act, and expenditures from said last­mentioned fund may be made in any State or Territory. I-Ie shall construct, operate, and maintain, until otherwise provided by law, such irrigation works and systems as the board may determine are needed for the reg- ulation of the streams and rivers and the improvement of agricultural conditions, or for the proper control, disposition, and utilization of sewage or other waste waters which, without such regulation, would pollute the streams or injuriously affect the health or prosperity of the com- munity. He shall also present to the board proposed plans for coöperation with irrigation or drainage projects or enterprises constructed, initiated, or contemplated by States, districts, mu- nicipalities, corporations, associations, or individuals, and shall negotiate agreements for co- ordinating and making more useful works already in existence or proposed through their in- corporation into more effective systems. CORPS OF ENGINEERS, UNITED STATES ARMY. Sec. 16. That the Chief of Engineers of the United States Army shall present to the board all proposed plans for levees, dikes, revetments, bank­pr0tective and drainage works, and other works for river improvement which are proposed to be built under this Act, and also all plans for the construction of reservoirs for the storage of flood waters, for flood prevention and river control which may be proposed to be built under this Act, or for which examinations and surveys have been made by or with the cooperation of States, municipalities, OI' districts, and Whißh it is Sought to have constructed under this Act, together with such facts and data as may be required for the construction of such works, or any of them, for the regulation of the flow of rivers. He shall also construct, operate, and maintain such levees, flood protection and drainage works and reservoirs as are built in accordance with this Act for the storage of water to control and regulate the flow of rivers, and to reenforce such бот in seasons of low water and to prevent floods and protect lands and communities from overflow: Provided, however, That the provisions of this section shall be so administered as in no way to supersede or conflict with any specific provisions which Congress shall from time to time make by way of appropriations other than such as are made by this Act for work and im- provements to be performed or maintained by the Corps of Engineers, United States Army, but that all work prescribed under this section shall be supplemental to and coordinated with the work as specifically prescribed by Congress in other Acts. ENGINEER APPOINTEES OF' THE PRESIDENT. Sec. 17. That it shall be the duty of the three engineers appointed by the President under the direction of the board to consider and present comprehensive plans for the best utili- zation of the water resources of the United States in connection with river regulation along their respective lines, namely: Questions relating to general construction work; to water pollution, water purification, health, and sanitation; and to water-power problems; and to adjust all the plans contemplated for the projects constructed under this Act to the central controlling purpose of regulating and standardizing the flow of the rivers of the United States, and to further give PREVIOUS PAPERS AND REPoRTS. 395 'expert advice to the board in its consideration of details, problems, and projects; and it shall be their special duty to constantly promote and stimulate harmonious and effective cooperation be- tween the Nation and States, municipalities, and other local agencies in working out constructive plans under this Act. And it shall further be their special duty to carefully scrutinize and study the plans presented to the board for consideration, with the view of promoting the fullest possible measure of efficiency and economy in administration and construction, and avoiding all `duplication in the work of the respective bureaus. EQUITABLE APPORTIONMENT AMONG WATERWAY SYSTEMS. Sec. 18. That in carrying out the provisions of this Act regard must be had, as far as practicable, to the equitable apportionment and contemporaneous execution of the works and projects contemplated under this Act among the several waterway systems of the United States. REPLENISHMENT OF RIVER REGULATION FUND BY BOND ISSUE. Seo. 19. That the President is authorized, whenever the current revenues are insufficient to provide the fifty million dollars appropriated for the River Regulation Fund, to make up the deficiency in such fund by the issue and sale of United States bonds, bearing interest at a rate not exceeding three per centum per annum, payable semiannually, and running for a period not exceeding thirty years. APPROPRIATIONS AND APPORTIONMENT. Sec. 20. That the moneys hereby annually appropriated in section one of this Act shall be apportioned and expended by the services and bureaus herein named in carrying out the pur- poses and provisions of this Act and under the direction of the heads of the respective depart- ments and in accordance with existing laws and regulations or such modifications thereof as may be made from time to time in accordance with the general system proposed by the board and approved by the President of the United States, in the following sums annually, which shall be available until expended: For the Smithsonian Institution, for obtaining information and material relating to the sub- jects covered by this Act in the United States and foreign countries, and publishing and distri- buting the same to the people of the United States, and for the establishment and maintenance of a. Museum of Conservation of Forest and Water Resources, and for any other purposes men- tioned or referred to in section eleven of this Act, one million dollars. For the Bureau of Plant Industry, for the establishment and maintenance of garden schools and demonstration garden farms, and instruction in irrigation in model rural industrial communities, and for investigations and instruction with reference to terracing and methods of cultivation on hillside slopes adapted to preventing erosion, and with reference to the use of water as a fertilizer and stimulant to plant growth, and for the acquisition of lands that may be required for such purposes, and for any other purposes mentioned or referred to in section twelve of this Act, two million dollars. For the Geological Survey, for topographic surveys and the measurement of streams and other hydrographie and hydrologic works, and for the examination of lands intended to be pur- chased under this Act, and for any other things required by the board to be done in connection with any investigation or construction done under this Act, three million dollars. For the Reclamation Service, for the building of irrigation systems to aid in the regula- tion of the flow of source streams or navigable rivers through the conservation, utilization, and ground storage of waters in irrigated lands, and for the acquisition and reclamation by irrigation or drainage of specific tracts of lands for intensive cultivation and settlement, and for the building of canals and ditches, and carrying to completion any and all methods of utilizing water for ir- rigation as a means for river regulation, and for any other purpose mentioned or referred to in section fifteen of this Act, ten million dollars. For the Forest Service, (a) for the protection from fire and insect infestation of national forests, where such protection is essential to the preservation and maintenance of water sup- plies, and for the acquisition of lands within or near existing national forests or other lands which are necessary to the adequate protection of water supplies, and for building the neces- sary roads, trails, iire lines, fire­protection stations, telephone lines, and for any and all other things required for such ñre protection, including the fighting of fires and the employment of forest guards and rangers, three million dollars. (b) For the protection from fire of the forested watersheds of navigable streams, for the organization and maintenance of a system of fire protection on any private or State forest lands situated upon the watershed of a navigable river, in cooperation with any State or group of States, as provided for in an Act entitled “An Act to enable any State to cooperate with any other State or States, or with the United States, for the protection of the watersheds of navigable streams and to appoint a commission for the acquisition of lands for the purpose of conserving the navigability of rivers,” known as the Appalachian National Forest Act, and also in direct cooperation with cities, counties, towns, villages, and other owners of woodlands and forested areas on watersheds, and wherever essential to the preservation of water supplies and for the protec- tion of such forested watersheds and areas from insect infestation, one million dollars. (c) For the protection, perpetuation, enlargement, maintenance, regulation, and control of water supplies by the establishment and maintenance of forest nurseries, the planting or replant- ing of forests, the reforestation of denuded areas, the carrying out of silvicultural improvements 396 THE NEWLANDS BILL. in the national forests, and the establishment and maintenance of forest plantations and parks- and the acquisition of lands therefor to provide instruction in the planting and care of trees and forests for the purpose of awakening and maintaining a local interest in and knowledge of the relation of forests to the preservation of Water supplies and stream flow, one million dollars. (d) For the acquisition of forest lands by and through the National Forest Reservation Commission as and in the manner provided for in the Appalachian National Forest Act above referred to, subject to all the conditions and requirements contained in said Act, five million dollars. Provided, That the provisions of the said Appalachian National Forest Act shall, after the expiration thereof by limitation, still continue and be in force with reference to all moneys made available for expenditure thereunder by this Act, either for fire protection or for the acquisition of forest lands. For the Corps of Engineers, United States Army, for building and maintaining revetments, dykes, walls, levees, embankments, gates, wasteways, by-passes, flood­water canals, restraining dams, impounding basins, and ba.nk­proteotive Works for river regulation, and, as a means to that end, the building of works for reclamation, drainage, and ñood protection, and for building res- ervoirs and artificial lakes and basins for the storage of flood waters to prevent and protect against floods and overflows, erosion of river banks, and breaks in levees, and to regulate Ню‘ flow of source streams and navigable rivers, and reenforce such flow during drought and low' water periods, and for the operation and maintenance of the same, twenty­four million dollars. APPENDIX N0. 7. REFERENCES ТО FLOOD LITERATURE. Bibliographies and Indexes - Flood Prediction - Forest InHuence —- 1се and its Effect — Levees ­- Reservoirs — Sanitation - American Rivers — Foreign Rivers - General. This list of Hood literature has been compiled by the Technology Department of the Carnegie Library of Pittsburgh, at the suggestion of the Flood Commission of Pitts- burgh, to form a guide to the printed matter available on the subject. It covers practic- ally all the useful material in this Library at the present time, November 1, 1911. In its compilation the selection has been restricted closely to the subject indicated by the title. It does not include articles on dams, reservoir construction, river hydraulics, river im- provements for purposes of navigation, land reclamation or irrigation, except when spe- ciñc reference is made to Hood abatement. N 0 attempt has been made to spell titles uniformly, but the spelling of the original has been followed in each case. The following abbreviations have been used: diag. diagrams. p. page or pages. dr. drawings. pl. plates. ed. edition. ser. series. ill. illustrations. v. volume. n. s. new series. w. words. no. number. BIBLIOGRAPHIES AND INDEXES The indexes grouped here contain references to many individual streams which it has been impracticable to bring out _ . separately in the general list. Connor, Wllliani D. Application of the reservoir system to the improvement of the Ohio River. 6,300 w. 1908. (In Engineering News, v. 59, p. 621.) “lleferences,” p. 624. Floods and inundations. 400 W. 1903. (In Encyclopaedia Americana, v.7, under “Floods.”) List of about 50 of the most disastrous Hoods, А. D. 684-1903. The same [A. D. 684-1893]. 1901. (In Chamber’s encyclopaedia, new ed., v. 4, р. 682.) Hollister, George Buell, & Leighton, Marshall Ora. Passaic Hood of 1902. 56 р. 11 diag. 15 pl. 1903. (In United States-Geological survey. Water-supply and irrigation papers, no. 88.) Index, p. 55-56. Serious flood in northern New Jersey in February and March, 1902. Region affected contains approximately one- third of the population of the entire state. “This investigation into the most disastrous Hood ever known in the Passaic valley is of timely interest to all classes of citizens dwelling on lowlands subject to Hoods.”­-From letter of transmittal. Hoyt, John C. & Wood, B. D. Index to the hydrographie progress reports of the United States geological survey, 1888 to 1903. 253 p. 1905. (In United States-Geological survey. Water-supply and irrigation papers, no. 119.) Very fl111 index by names of regions, towns, creeks and riiers. The information indexed is mainly on rainfall, dis- charge, gage helghts and water-power. Inundation. 1,500 W. 1903. (ln New international encyclopaedia, v. 10, p. 116.) “Bibli0graphy,” p. 118. Nature of principal sea and river floods. BIBLIOGRAPHIES AND INDEXES. McClure, John, comp. Analytical and topical index to the reports of the chief of engineers and officers of the corps of engineers, United States Army, 1866-1900. 3 v. 1,788 р. 1903. Yolumes 1-2_ deal with river and harbor works. Alphabetical arrangement under name of stream or harbor; fully cross­1ndexed. Gives .chronological data. relating to each work, usually under the following titles: appropriations, com» merce, contracts, engineers, legislation, obstructions, operations, physical characteristics, private work, projects and surveys. _„ Murphy, Edward Charles. Destructive floods in the United States in 1903. 81 р. 2 maps. 13 pl. 1904. (111 United States-Geological survey. Water supply and irrigation papers, no. 96.) Index, p. 7 9-81. “The year 1903 will long be remembered for its extreme local variations from normal climatic conditions. A cloud burst _at Heppner, Oreg. . .a tornado and an excessive rainfall at Gainesville, Ga. . .the excessive rainfall. . .in South Carolina. . .and tornadoes and excessive rainfall of the upper~central Mississippi valley and lower Missouri valley . . .resulted in the destruction of much property.” Murphy, Edward Charles, and Others. Destructive floods in the United States in 1904. 206 р. 19 dr. 18 pl. 1905. (111 United States-Geological survey. Water­supply and irrigation papers, no. 147.) Index p. 195-206. “The United States Geological survey has carried on a study of the water resources of the country for the past seventeen years and there is now available for the use of engineers and others interested a large mass of data bearing on the seasonal flow of the principal streams of the country. In this papen that part of these data which bears on the maximum rate of run-ofî of streams is brought together and a method is given for the determination of the waterway area of streams.” Geographical arrangement, usually considering in each section: precipitation, gage height and discharge of rivers, damage, and prevention of future damage. Murphy, Edward Charles, and others. ‚ Destructive floods in the United States in 1905, with a discussion of flood discharge and frequency and an index to Hood literature. 105 p. 15 maps and pl. 1906. (In United States- Geological survey. Water­supply and irrigation papers, no. 162.) Index, р. 103-105. “Index to Hood literature,” p. 88-101. _ “Few lives were lost and the damage was small compared with that of some previous years.” The “Index to Hood literature” is a cross-reference list of 14 clOsely­printed pages. Deals only with Hoods in the United States and is compiled almost wholly from reports of United States engineers, United States geological survey, and Rafter’s “Hydrology oi the state of New York.” Floods are indexed both by stream and by principal places affected. Largely concerned with Hood discharges. Nelson, Knute, and others. Report on the Mississippi river Hoods by the committee on commerce, United States Senate, pursuant to Senate resolution no. 76, 55th congress, Ist session. 522 p. 1 ill. 4 maps. 21 pl. 2 tables. 1898. [published 1899.] (ln 'United States-55th tcongress, 3d session. Senate re» port no. 1433, v. 2.) Index, p. 519-522. The same, condensed. 2,500 w. (In Engineering news, v. 41, p. 50.) The same, condensed. 6,500 w. (In Engineering record, v. 39, р. 184.) Rafter, George W. Hydrology «of the state of New York. 902 p. 74 dr. 5 maps. 45 pl. 99 tables. 1904. [pub- lished 1905.] (In New York (state)-Museum. Bulletin no. 85.) Index, p.885-902. “List of the works referred to,” p. 87 5-883. Revision of “Water­supply and Irrigation papers,” no.24 and 25, published in 1899. Besides his connection with the United States Geological Survey, the author has conducted investigations for Board of Engineers on Deep Water- ways, been consulting engineer to the Canal Committee, and a member of the Water Storage Commission of New York. Since 1900 he has been in general practice as consulting engineer in different states, until at the present time there is hardly a phase of power development or water storage that has not at some time or other been before him for considera- tion. Condensed from preface. Under “Maximum and minimum How of streams,” p.422, author deals with cause, frequency, prevention and predic- tion of Hoods. Considers separately Hoods in most of the streams of the state; discusses water-storage projects, etc. Rafter, George W. Water resources of the state of New York, pt. 1-2. 2oOp. 3 diag. 4 maps. 25 pl. 1898. [pub- lished 1899.] (In United States-Geological survey. Water­supply and irrigation papers, no. 24-25.) Index, p.199-200. Revision published as “Hydrology of the state of New York.” Russell, Thomas. Floods. 4,500 w. 1893. (ln JohnsOn’s universal cyclopœdia, v. 3, p. 421.) “References,” p.423. The same, 1902. (In same, new ed. [Universal cyclopaedia and atlas], v. 4, p. 393.) “References,” p.395. ' _ . Coastal Hoods, reservoir Hoods, river Hoods, run-ofi levees, mode of occurrence of high water, forests, records of river stages, flood-wave movement, river­stage predictions, rainfall and river rise. REFERENCES TO FLOOD LITERATURE. United States­­Library of Congress. List of works relating to deep waterways from the Great lakes «to the Atlantic ocean, with some »other related works. 59 p. 1908. Includes books (with alphabetical arrangement by authors , articles in periodicals (with chronological arrange» ment, 1887-1908), congressional documents (with chronologica arrangement, 1808-1907). The references to books and documents have full titles and in many cases tables of contents or explanatory notes. A few of the articles and documents deal with flood abatement. United States-Weather bureau. Work of the Weather bureau in connection with the rivers of the United States. 106 p. 3 diag. 1896. (111 United States-Weather bureau. Bulletin no. 17.) “Contents,” р.11. ‚ ' “W0rk. . .is to facilitate commerce. . .by publishing daily inŕormation as to water stages along the course oi each river, and to issue timely warnings of 60065 50 as to eiîect the saving of life and property.” Introduction. Value of the service, system of warnings, tables of distances, river tributaries, rate of flood movement, and notes on rivers and floods 1n various sections. Walford, Cornelius. Famines of the world, past and present. 103 р. 1878. (111 Journal of the Statistical Society [London], v. 41, p. 433.) Table 2 (p.451­468) gives a chronological list with considerable information on 60065 from the deluge to A. D. Wilson, Herbert M. Irrigation in India. Ed. 2. 238 р. 93 dr. and ill. 1903. (In United States-‘Geological survey. Wa»ter­supply and irrigation papers, no. 87.) 1 1п6ех‚ p.227­-238. “List of works on Indian irrigation,” p.25­28. Chapter 9, p.221, deals brieiiy with precautions against floods: bank protection by means of earth groins and by planting oí water­grass to retain silt. FLOOD PREDICTION See also Foreign Rivers (French, German) Allard, Е. Note sur la prévision des crues. 57 p. 1 folding pl. 1889. (In Annales des ponts et chaussées mémoires, ser.6, v.17, p.629.) The same, condensed translation. 300 w. (In Minutes of proceeding of the Institution of Civil Engineers, v. 99, p. 432.) Daily prediction of river heights can be only approximated at present, but will doubtless be rendered more accurate by further researches. Several tables relate to 6006 prediction in the Seine valley. Babinet. Situation actuelle des étude et des annonces des crues dans les principaux bassins français. 1,600 w. 1903. (In Annales des ponts et chaussées, mémoires, ser.8, v.10, p.222.) Work of 6006 prediction was established in France about 1850. Author has been connected with this work for more than five years. Breuille, P. Etude sur la prévision des crues de l’Yonne, du Serein et de l’Armançon. 29 p. 1896. (In Ап- nales des ponts et chaussées, mémoires, ser.7, v. 12, p. 128.) Byers, Charles Alma. Our ílood­warning service. 1,200 w. 1904. (In Scientific American suppllernent, v. 57, р. 23651.) Review of river and flood service of United States weather bureau, in regard to its growth, its plan of action and what it is accomplishing. Frankenñeld, H. C. Floods and flood warnings. 3,500 w. 1902. (In United States-Department of agriculture. Yearbook, 1901, p. 477.) Harcourt, Leveson Francis Vernon. Prediction of 60065; а116 protection from inundations. 24 p. 1896. (In his Rivers and canals, v.1, p.148.) Holtz. Note sur l’annonce des crues de l’F.lbe in Bohème. 2,800 W. 1 map. I folding pl. 1891. (In Annales des ponts et chaussées, mémoires, ser. 7, v.1, p. 477.) Discharge of tributaries is measured and method of prediction explained. 400 FLOOD PREDICTION. Hyatt, R. I. River and Hood service. 400 w. 1898. (In United States-Weather bureau, Bulletin no.24, р.50.) Describes work of United States weather bureau. Mahan, Fr. & Lemoine, G. . Sur l’annonce des crues de l’Ohio. 2,500 W. 1 map. 1884. (111 Annales des ponts et chaussées, memoires, ser.6, v.8, p.487.) Plan for Hood prediction somewhat similar to one in use on Seine. Based on daily communication with Cincinnati by telegraph from principal river cities and by mail from less important points. Mazoyer. Note sur le service dela prévision des crues dans la Loire central. 72 p. 4diag. 2 folding pl. 1890. (In Annales des ponts et chaussées, mémoires, ser.6, v.2o, p.441.) Ы Graphic representatiori of the three types of Hoods met with. Explanation of 1110 methods of prediction. Many ta es. Outram, T. S. \\/'arnings of washouts, Hoods, cold waves, and heavy snowfalls, for the benefit of transportation companies. 900 w. 1898. (111 United States-­-Weather bureau. Bulletin no.24, p.38.) Pindell, L. M. River and Hood service. 400 w. 1898. (In United States-Weather bureau. Bulletin no.24, p.51.) Voisin. Mémoire sur l’organisation et le fonctionnement du service hydrométrique et d’annonce des crues du bassin de la Liane. 37 p. 3folding pl. 1888. (111 Annales des ponts et chaussées, mém- oires, ser. 6, v.15, p.464.) T/ze some, condensed translatìoaz. (In Minutes of proceedings of the Institution of Civil Engi- neers, v.93, p.516.) “It is possible. . .in a basin of smart e\tent,°by means of careful observations of thß.T9-Ínfau, and the rise Of” the river in the upper portion of the valley, to predict with adequate correctness the rise of the river at points lower down. FOREST INFLUENCE Beardsley, R. C. Forests and stream How. 2 diag. 2,000 w. 1910. (In Engineering news, v.63, p.255.) Letter criticizing report of National Conservation Commission in “\\’ater-supply paper” 234’ of the United States geological survey. Author dissents from the opinion that floods are due to deforestation and bel1e\ es that an important cause of Hoods is the drainage of swamps. Castle, Mildred A. tr. Effect of the forest upon waters. 9p. 1910. (In American forestry, v.16, p.156.) Translated from “Reiue des eaux et forets,” Jan. 1, 15, 1909. . Results of American and European researches, discussing papers at Eleventh International Congress of Navigation at Milan, 1905, and other literature. Bibliographic foot­notes. Chittenden, Hiram Martin. Forests and Hoods; extracts from an Austrian report on Hoods of the Danube, with applica- tions to American conditions. 6,400 w. 1908. (In Engineering news, v.60, p.467.) Discussion of paper by Ernst Lauda, chief of the hydrographie bureau of the Austrian government. Lauda’s paper “gives the most complete chronological record of the Danube floods, that has 0101‘ been prepared for that or probably any other stream.” Chittenden, Hiram Martin, and others. Forests and reservoirs in their relation to stream How, with particular reference to navigable rivers, with discussion by F. Collingwood [and others.]. 300 p. ill. 1909. Reprinted from the “Transactions of the American Society of Civil Engineers,” v.62. The same. 1909. (In Transactions of the American Society of Civil Engineers, v.62, p.245.) “Municipalities like Pittsburgh. Cincinnati and Kansas City, must look in the main to their own efforts for protection against Hoods. In particular, they must reject absolutely the delusise promises of forestry.” Conclusion, p.315. Chittenden, Hiram Martin. Forests, stream How and storage reservoirs. 500 w. 1908. (111 Engineering news, v.60, p.564.) Letter in support of article in “Engineering news,” v.60, p.467. Fenn, F. A. The national forests. 900W. 1910. (In American forestry, v.16, р.187.) .General discussion of national forests and stream protection. Author is a supervisor in the United States forest service. REFERENCES ТО FLOOD LITERATURE. 401 Finney, John H. Connection between forests and streams. 1,000 w. 1910. (In American forestry, v.16, p.109.) Criticism of Moore’s conclusions by secretary of the Appalachian National Forest Association. Forest preservation and flood prevention. 700w. 1903. (In Engineering news, v.49, p.324.) Editorial stating that forests do not increase rainfall and that they exert no appreciable influence on flood heights. See Lippincott for criticism. Forests and streamflow. 3,500 w. 1911. (In American forestry, v.17, p.4o3.) Discusses recent literature on this subject, and describes briefly the experimental station at Wagon Wheel Gap in the Rio Grande national forest. This station is to be controlled jointly by the Forest service and the Weather bureau, the object being to determine the effect of forest cover upon high and low water stages of mountain streams, the run-off of mountain watersheds as compared with annual precipitation and the erosion of the surface of the watershed. The only similar experiments heretofore made have been in Switzerland. Fox, VVi1liam F. Why our forests should be preserved and protected. 2,200 w. 1 ill. 1897. [published 1898.] (In New York (state)-Commizssioners of fisheries, gaine and forests, v.3, p.327.) Gives briefly the various arguments, one being flood prevention. Glenn, L. C. Forests as factors in stream flow. 3,000w. 2ill. 1910. (In American forestry, v.16, p.217.) Hall, William L. and Maxwell, Hu. Surface conditions and stream flow. 16 p. 1910, (United States-Forestry bureau. Circular 176.) The same, abstract. 3,500 w. 1911. (In American forestry, v. 17, p.371.) Study of the tendency toward increased floods and the causes, considering precipitation, evaporation, temperature, rtopography and geology, natural and artificial reservoirs, soil,ground cover, and general watershed conditions. States that “undoubtedly it is the clearing away of the forests on the mountainous watersheds of the streams. . .described that has «caused the great increase in frequency and duration of floods.” Harts, William W. Relation of forests to Stream flow. 2,500 W. 1910. (In Engineering news, v.63, p.245.) From “Professional memoirs,” Engineer bureau, United States army, Oct.-Dec., 1909. Careful study of record relating to the two principal rivers under author’s supervision: the Cumberland and the Tennessee. These records cover approximately 40 years and author claims there is but slight indication of the influence of forests and the little evidence found is adverse to the forests. Johnson, Clarence T. Effect of forests on floods in large streams. 200 w. 1903. (In Engineering news, v.49, p.369.) Letter expressing the opinion that forests have slight effect on’ floods, and maintaining the irnpracticability of con- trolling the discharge of large streams by means of storage reservoirs. Leighton, Marshall Ora, & Horton, A. H. Relation of the southern Appalachian mountains to inland water navigation. 38 p. 1908. (In United States-Forestry bureau. Circular no.143.) In connection with the agricultural appropriation bill, on March 4, 1907, Congress authorized the secretary of agri- «culture to examine and report on the natural condition of watersheds in the southern Appalachian and the White moun- tains. Because of its identification with studies of stream flow and its facilities for stream measurement, arrangement was made with the United States Geological Survey for a study of the water resources of the southern Appalachian moun- tains. 'l‘his report is the result. - _ Considers rivers which drain into the Atlantic and rivers which drain into the Ohio. “In conclusion, the figures given in this report bear out the statement. . .that the proper improvement of many rivers may be practically and thoroughly accomplished only by the use of storage reservoirs and the retention of the forest «cover. . .The second important point brought out. . .is that conservation of stream flow depends upon the condition of the »drainage area and that to insure the perpetuation of the proper conditions it is necessary to preserve the forests and keep the land surfaces intact.” Lippincott, J. B. Effect of forests on flood heights. 1,000 W. zdiag. 1903. (In Engineering news, v.49, p.478.) Discussion of a recent editorial on “Forest preservation.” Presents data to show importance of forests in flood pre- vention. Moore, Willis L. Report on the influence of forests on climate and on floods. 38 p. 2diag. 3charts. 1910. Report to Committee on agriculture of the House of representativ es. The same, condensed. 10,000 w. (In Engineering news, v.63, p.245.) Conclusions: “(1) Any marked climatic changes that may have taken place are of wide extent and not local, are appreciable »only when measured in geologic periods, and evidence is strong that the cutting away of the forests has had nothing to -do with the creating or the augmenting of droughts in any part of _the world. ‚ I „ (2) Precipitation controls forestation, but forestation has little or no effect upon precipitation. _ (3) Any local modification of temperature and humidity caused by the presence or absence pf forest covering, the building oí villages and cities, etc., could not extend upward more than a few hundred feet, and in this stratum of air saturation rarely occurs, even during a rainfall, whereas precipitation is the result of conditions that exist at such alti- 'tudes as not to be controlled or affected by the small thermal irregularities of the surface air. ß 402 FOREST INFLUENCE. (4) During the period of accurate observations, the amount of precipitation has not increased or decreased to an extent worthy of consideration. _ Floods _are caused by excessive precipitation, and the source of the precipitation over the central and eastern portions of the _United States is the vapor borne by the warm southerly winds from the Gulf of Mexico and the adjacent ocean into the interior .of the country, but little from the Pacific ocean crossing the Rocky mountains. ‚ (6) _Compared with the total area of a given watershed, that of the headwaters is usually small, and except locally in _mountain streams, their run­off would not be suflicient to cause floods, even if deforestation allowed a greater and quicker runîoiï. Granting for the sake of argument that deforestation might be responsible for general floods over a watershed,_ i_t_would be necessary, in order to prevent them, to reforest the lower levels with their vastly greater areas, an impossibility unless Valuable agricultural lands are to be abandoned as food­producing areas. (7) 'lîhe run­off of our rivers ‚Её not materially affected by any other factor than the precipitation. (8) 'lhe high waters are not higher, and the low waters are not lower than formerly. In fact, there appears to be a tendency in late years toward a slightly better low-water How in summer. (9) Floods are not of greater frequency and longer duration than formerly.” Oswald, Felix L. Floods and their causes, 2,oooW. 1889. (In Lippinc0tt’s monthly magazine, v.44, р.237.) Brief description of conditions in many parts of the world. Concludes that “the affliction of river-Hoods in their chronic and infinitely more pernicious form is caused almost exclusively by the disappearance of arboreal vegetation, and especially by the destruction of the land~protecting highland forests.” Rafter, George W. Natural and artiñcial forest reservoirs of the state of New York. 24,000 W. 6ill. 1 map. 1897. (published 1898.] (In New York (state)-Commissioners of fisheries, game and forests, v.3, p.372.) “Why forests conserve stream flow,” p.407. Has slight reference to fiood prevention. Relation of forests to stream flow. 2,500 vv' 1908, (In Engineering news, v.6o, р.478.) Editorial discussion of Chittenden’s papers in “Engineering news,” v.60, p.467, and in “Transactions of the American Society of Civil Engineers, ” v.62, p. Report of Mr. Moore. 700 W. 1910. (In American forestry, v.16, p.184.) Editorial, criticizing iiews of Moore. Roberts, Thomas Paschall. Is the destruction of forests a cause for the increase iin the frequency and height of floods? 7,000 vv. 2 folding pl. 8tables. 1884. (In Proceedings of the Engineers’ Society of Western Penn~ sylvania, v.2, p.285.) The same, abstract. 600W. (In Minutes of proceedings of the Institution of Civil Engineers. v.79, 11407.) Discussion, 3,500 vv. _ _ ’ _ Contains criticism of a treatise by Gustav Ritter von Шах оп “Decrease of water in springs. . .conteinporaneously with an increase in height of floods." Author concludes that destruction of forests does not lead to increased height of floods. His views are supported by the discussion. Tables show rainfall, river stage, and flood records, both in the United States and Germany. Roth, Filibert. _ Appalachian forests and the Moore report. 3,200 W. 3i11. 1910. (In American forestry, v. 16, p.2o9.) Author is professor of forestry in University of Michigan. Criticism of Moore’s report to Committee on agriculture. Rothrock, Joseph T. . _ Pennsylvania forests and what is necessary to their restoration. 7,000 W. 1901. (In Proceed- ings of the Engineers’ Club of Philadelphia, v.I8, p.79.) Discussion, 3,000 iv. ’ . . . . . . . _ “Unless by some means the even flow of water in our streams is maintained, our agricultural interests will be seri- ously injured. . .Oi all the helpful forces which we can control to accomplish this there is nothing so potent as a proper proportion of forest land." Rothrock, joseph T. n Some observations on forests and water­ñ0W. 1,200 W. 1910. (In American forestry, v.16, 11349.) _ _ _ _ _ Discussion of inñuence of forests on water flow during winter, claiming that the effect is to retard run­off. Refers to report by Moore. Scely, Leslie B. _ . Some problems of forestry. 9,000 W. 1909. (In Journal of the Franklin Institute, v.168, p.1.) ‘ ° ii f f sts on general precipitation influence on drainage etc.~ Gives results of observations in lndia,])i[i;iclI§âlaiîem1i]a Iêifiiniiceino Calilfîirnia. These observations, liowever, cover. only brieaf periods. Attributes both drought and floods largely to deforestation. Cliaracterizes Pittsburgh as the “flood city.” Swain, George F. _ _ Infiuence of forests on climate and on floods. 7,000 W. 2111. 1910. (In American forestry. v.16, p.224.) See also note, p.3l5. The same. (In Engineering news, v.63, p.427.) Author is professor of civil engineering, Harvard University. ‘ ‘ ’ f M ’ ort to the Committee on agriculture of the House _oi representatives. Author believes that ЁЁЁЁЁЁЁЁГЁЁЮЁЁХЁЦЁЕЫОЁЁЁЁЁ fleigcreases the number and suddenness of floods, diminishing also their duration.” REFERENCES ТО FLOOD LITERATURE. 403 r Т.‚ А. Le reboisement des montagnes. 2,000 W. 7ill. 1903. (In Génie civil, v. 43, p.337.) Means of dealing with mountain torrents in France by artificial barrages, etc. `preservation and restoration, showing how this work is encouraged by the government. Wilson, Elwood. ' Relation of forests to stream flow in Quebec. 300 w. 1908. (In Engineering news, v.60. p. 564.) Letter differing with conclusions of Chittenden in his article in “Engineering news,” v.60, p.467. Emphasizes importance of forest ICE AND ITS EFFECT See also American Rivers (Susquei1anna; Other rivers, Traill).-Foreign Rivers (Miscellaneous, Ritter von Wex). Barnes, Howard T. Ice formation, with special reference to anchor ice and frazil. Considerable information on ice-floods of the St. Lawrence. 260 р. 111. See index under “Floods.” 1906. Flood damages to the Hudson river passenger bridge and station of the Delaware & Hudson Ry. at Albany, N. Y. 900 w. 4ill. 1900. (In Engineering news, v.43, p.132.) Bridge under construction. Falsework of draw span was partly destroyed by ice jam, in spite of protection by a system ol fender piles. «G0rz, M. & Buchheister, M. Das eisbrechwesen im Deutschen Reich. 248 p. 46 pl. 1900. Describes first the formation of ice on rivers and canals, reasons for removing it, including floods and breaking of dikes, and methods used in various parts of Germany before ice-breaking Steamers were introduced. The construction of such boats and their accessories is then considered. Concludes with a description of methods and cost of breaking ice a11d the results obtained. Numerous maps and drawings of ice-breakers. Henshaw, George H. Frazil ice; on its nature and the prevention of its action in causing floods. Transactions of the Canadian Society of Civil Engineers, "д, р.1.) Discussion, 6,400 W. “Autl1or’s object is to . . .suggest a method of dealing with it, so as to prevent its more than suspected agency in producing floods.” Recommends straightening of channels, clearing away of boulders and other elevations. Endorses the idea of ice­breaking vessels recommended by Government Commission on floods. 2,800 w. 1887. (In LEVEES See also American Rivers (Colorado, Mississippi). Bayley, George W. R. Levees as a system for reclaiming lowlands. Society of Civil Engineers, v.5, p.115.) Land reclamation and flood control, with special reference to the Mississippi river. “Its flood can be controlled by means of a levee system, but only the national government is able to perfect and maintain such. . .Levees can be relied upon, and levees alone can be. . .Cut­offs should be prevented wherever possible.. . . Reservoirs are impracticable. . .As to the diversion of tributaries, it would be useless even if practicable.” See also Forshey, discussion, p.299. 16,000 w. 1875. (In Transactions of the American Closing a crevasse in a Louisiana levee. 1,200 w. 1903. From New Orleans “Times-democrat.” Crevasse of Sunday. April 5, 1903, closed by the following Thursday. See also letter, p.454. (In Engineering news, v.49, p.4I9.) 'Coppee, H. St. L. Standard levee sections. 46 p. Iof Civil Engineers, v.39, p.I91.) With discussion and correspondence._ _ Compares practice on lower Mississippi with foreign practice and with early work in America. Cory, H. T. Gravel spreader used on the Colorado river levee construction. Engineering news, v.58, p.25.) _ To_protect newly constructed levees against erosion by high velocity of water and against burrowing by animals and insects it was decided to blanket the system with a cementing gravel. Distribution of gravel is described. 126 dr. 2ill. 1898. (In Transactions of the American Society 1,1oow. 2dr. 4ill. 1907. (In Cost of riprap paving, brush mattresses and brush dikes for a levee protection. 1,000 w. (In Engineering­contracting, v.27, p.242.) Figures on construction of West pass levee, Mississippi. 1907. 404 LEVEES. Dumas, A. Construction des digues en terre par la méthode anglaise. 2,000 w. 3 ill. 1899. (In Génie civil, v.36, p.71.) Comparison with French construction. Forshey, Caleb G. Delta of the Mississippi; the physics of the river, the control of its floods and the redemption» of the alluvion. 33 р. 1872. (In Proceedings of the American Association for the Advancement of Science, v.21, р.78.) I Plea for a better system of levees. Argues that the problem is national in character and cannot be solved by the states alone. Includes history of Mississippi levees. Forshey, Caleb G. Levees of the Mississippi river. 9,000 w. 7ill. 1874. (In Transactions of the American Society of Civil Engineers, 11.3, р.267.) From a paper presented May 22, 1873. History, form, dimensions and essentials. Forshey, Caleb G. On levees. 9,000 W. 1876. (ln Transactions of the American Society of Civil Engineers, v.5r P299.) Discussion of paper by Bayley, dealing mainly with the Mississippi. _ Maintains that levees tend to produce enlargement of channel capacity, that cut-oiïs have been too numerous and' should be abandoned as a method of flood control. Galliot. Le corroyage des digues en terre. 6,50oW. 1902. (In Annales des ponts et chaussées, mémoires, ser.8, v.3, p.196.) Great question of levees. 700 W. 1903. (In American architect and building news, v.81, p.14.) From New Orleans “'1‘imes­dernocrat_.” _ _ _ _ ' Favors better levees on lower Mississippi. Gives statistics of crevasses. Hardy. Etude sur les endiguements de la Durance dans le départment de Vaucluse et dans la commune de Pertuis en particulier. 8,000 W. Ifolding pl. 1875. (In Annales des ponts et chaussées, mém- oires, ser. 5, v.11, p.518.) The same. condensed traiislatíoii. 8o0w. (In minutes of proceedings of the Institution of Civil Engineers, v.46, p.297.) First combined action of landowners was in 1808. Expense of embankment to be borne by proprietors of adjacent land, aided by government grant of one-thiid of the cost. Work still in progress in 1875. Construction or aikes is given. Helm, Edwin G. Levee and drainage problem of the American bottoms. 26 p. 1 folding pl. 1905. (In Journal of the Association of Engineering Societies, v.35, p.91.) Protection from 0verŕì0W by the MÍSSÍSSÍPPÍ irl that part of the valley which lies between river and foot of bluiïs in Madison and St. Clair counties, lll. Kerr, Frank M. Levees, with special reference to the Red river system. 7,000 w. 1898. (In Journal of the Association of Engineering Societies, v.21, p.295.) The same, abstract. 1,800 W. (In Engineering news, v.39, p.309.) .. Account of the work then in prcgress and its aim. Levee and drainage works at Memphis. 4,500 W. 7dr. 2ill. 1906. (In Engineering record, v.5s, p-496.) System for protection of 110 acres near business section irom backwater during Mississippi floods. Describes levees, low-level sewers, and pumping station for storm water. Gives costs. Levee construction. 700 W. 1889. (In Engineering news, v.22, p.441.) Methods adopted by Board of Mississippi Leiee Commissioners and their chief engineer. \ Levee theory on the Mississippi river; is it justiñed by experience? 84 p. Sdiag. 1903. (In Transactions of the American Society of Civil Engineers, v.51, p.331.) Informal discussion by Messrs. B. M. Harrod, L. W. Brown, J. A. Gckerson, L. M. Haupt, B. F. Thomas, H. B. Richardson and T. G. Dabney. REFERENCES ТО FLOOD LITERATURE. 405 McMath, Robert E. Levees; their relation to river physics. 4,500 W. 4diag. 1884. (In Journal of the Association of Engineering Societies, 11.3, р.43.) With reference to the Mississippi. “Levees can never be made safe as a protection against overflow in a river carrying large quantities of silt. The physical action of levees has also been seen to provoke silt movement, and therefore to increase the very evil they pro­ fess to guard against.” Mississippi flood and the levee system. 1,200 W. 1903. (In Engineering news, v.49, p.276.) Editorial calling attention to unintelligent newspaper criticism of levee system. Considers iiood of 1903 additional proof of the talue of levees. Mississippi levees and the ilood. 2,200 w. 1897. (ln Railroad gazette, v.29, p.619, 622.) Extract from letter of Richardson. Considers percentage of levee that failed, eiliciency of levee protection, grades, proper cross­section, settling and maintenance. Mount, Mary W. New methods for closing a crevasse in a Mississippi river levee; the Live Oak crevasse, Louis~ iana. 2,100 W. 5 ill. 1907. (In Engineering news,v.58, p.431.) Said to be the iirst case in which track was laid on bridge work across break; also new methods of pile bracing and sheeting. Earth­iil1ed sugar sacks were used for filling. Ozias, C. W. Construction of the levee below the recent Colorado river break. 1,700 w. 7 ill. 1907. (In En- gineering news, v.57, p.545.) Author is assistant engineer, United States reclamation ser\ice, lent to California Development C0. to assist in con- structing the levee. Pharr, Harry N. St. Francis levee districts of Arkansas and Missouri. 5,000 W. 2 maps. 1902. (In Engineering news, v.47, p.24.) f Favors levee system for flood protection. Admits the advantages of reservoir systems for some Western rivers, but believes that for the Mississippi they would be impracticable, as also would channel rectification, water diversion and out- let methods. Rundall, F. H. [Disposal of flood waters.] 400 W. 1880. (In Minutes of proceedings of the Institution of Civil Engineers, v.8o, p.13o.) In a discussion on “Weirs” author argues that embanking of rivers does not cause rise of beds. Ч Starling, William. Levees of the Mississippi river. 12,300 W. 11 ill, 1 map. 1896. (In Engineering news, v.35, p.66, 77.) Describes in detail the construction and maintenance of 1e\ees, the nature of crevasses and methods of repair. State levees of Louisiana. 1,200 w. 1898. (In Engineering record, v.38, р.353.) liditorial on extent and cost. There are (1898) 1,194 miles of levee in Louisiana and 90 miles in Arkansas. RESERVOIRS See also American Rivers (Mississippi; Ohio and Branches.-Forest Influence). Chittenden, Hiram M. Preliminary examination of reservoir sites in Wyoming and Colorado. 110 p. 25 ill. 1 map. 10 folding pl. 1897. (In United States--55th congress, 2d session. House document no.141.) Index, p.lO5­l10. The same. (In United States-Engineer department. Report, 1898, pt.4, р.2815.) Some consideration of iioods in the United States and abroad. Grant, Kenneth C. Regulation of the Wien river at Vienna, Austria. 7p. 3 dr. 1911. (In Journal of the Engi- neers’ Society of Pennsylvania, 11.3, р.255.) Describes straightening and Walling up of channel and construction of seven small reservoirs for flood control. Gros. Note sur l’insuffisance des réservoirs pour atténuer le danger des inondations. 3,60ow. 1881. (In Annales des ponts et chaussées, mémoires, ser.6, ‘12, р.5.) The same, condensed translation. 800 W. (In Engineering news, v.25, р.258.) 4o6 RESERVOIRS. The rame, condensed translation. 600 W. (In Minutes of proceedings of the Institution of Civil Engineers, v.66, p.408.) Investigations in _valleys of Seine, Rhone, Loire, Garonne and other important rivers led to decision against proposed reservoir systems, owing to their doubtful eflicacy. Reservoirs on tributaries, by retarding the floods, might be injuri- ous. Flood reservoirs cannot safely be used for irrigation, canal supply, etc., as they should be kept empty during en- tire flood season. Urges abandonment of all reservoirs. Harwood, W. S. Great reservoir system of the upper Mississippi. v.4I, pt.1, p.38.) Chief _benefit is said to be prevention of floods or reduction of their intensity. Others are irrigation; more uniform water distribution for power purposes and navigation; improvement in quality of domestic water­supp1y during low water. Pyle, J. G. Reservoir system. 4,000 w. 3dr. I map. 1884 (In Harper’s monthly magazine, v.69, p.616.) Describes system already begun, which contemplates the erection of live dams on the upper Mississippi proper and others on its upper tributaries. Seddon, James A. Monograph.. .on reservoirs and their effects on fioods of Mississippi system. 31 p. zpl. 1898. (In United States-Engineer department. Report, 1898, pt.4, p.2887.) The same. (In United States--55th congress. zd session. House document 141, p.73.) Forms appendix C to report of Chittendon. А careful study of river discharge, flood stages, etc., for the six years 1880-85. Considers separately (1) The Mississippi and its tributaries above Cairo; (2) The lower Mississippi. Seddon, James A. Reservoirs and the control of the lower Mississippi. 62 p. 4folding pl. 1900. (In Journal of the Western Society of Engineers, v.5, p.259.) The same, abstract. 5,500 w. 1 map. (In Engineering news, ‘1.44, p.293, 296.) Discussion. Proposes the construction in the St. Francis basin of the lower Mississippi (a 1ow­land tract in southeastern Mis- souri and northeastern Arkansas) of a system of shallow reservoirs Into which flood water could be diverted, to be turned back to the river during low water. These reservoirs are planned to cover about 4,000 sq. mi. with an average depth 0! 15% ft. Estimated cost, $32,000,000. See also Townsend. Townsend, Maj. C. McD. Reservoirs and the control of the lower Mississippi. 6,400 w. 6folding pl. 1901. (In Journal of the Western Society of Engineers, v.6, p.146.) Discussion of paper by Seddon on above subject. Agrees with many of the views expressed, but questions the economy of reservoir construction as contrasted with improved levee system. Final remarks by Seddon claim for reser- voirs an advantage in cost of maintenance and in safety. 4,000 w. 1 map. 1897. (In Harper’s weekly, SANITATION See also American Rivers (Ohio and branches, Easton). Cleansing and disinfecting dwellings after the Paris Hoods. 3oow. 1910. (In Engineering news, v.63, p.352.) Translated from “La Technique sanitaire,” Feb., 1910. Groff, George G. How sickness was prevented at Johnstown. 2,600 W. 1890. (In Chautauquan, ‘то, р.563.) Work done by State board of health, of which author is a member, aids to state work and lessons for the future. Pennsylvania--Health Board. Operations of the Board of health in consequence of the floods at Johnstown of May 31, 1889. 134 р. 1891:. Johnstown and the valleys of the Conemaugh, Kiskiminetas, Allegheny and Ohio.-West Branch of the Susque- hanna.-The Susquehanna.-The Juniata. Appendix E to the fifth annual report of the State board of health. Sanitary precautions after floods. 600 w. 1883. (In American architect and building news, v.I3, 11297.) Sanitation of houses in France. Instructions from Comitê consultatif d’hygiêne publique, June 12, 1856, and from Conseil d’hygiène publique, etc., de salubrité du Departement de la Seme, Jan. 5, 1883. Soper, George A. . Sanitary cleaning of Galveston after the great storm of 1900. 1,800 w. 1901. (In Engineering news, v.45, p.301.) Extracts from report to New York Chamber of Commerce. ing sanitation. Gives results accomplished and suggestions for continu- REFERENCES TO FLOOD LITERATURE. 407 Soper, George A. Sanitary measures to be adopted after Hoods. 2,600 w. 1902. (In Scientific American supple- ment, v.53, p.22118.) From “American journal of the medical sciences.” Importance of precautions in regard to food and water­supply, disinfectants, refuse disposal, cleaning of premises and repairing of damages. AMERICAN RIVERS. FLOODS AND METHODS OF FLOOD RELIEF. See also Bibliographies and Indexes (Murphy). Brazos Hutson, William Ferguson. Brazos river Hood. 600 w. 6ill. 1 map. 1899. (111 Harper’s weekly, ‘1.43, pt.2, р.750.) Texas flood of June-July, 1899, “the third flood of importance in this section.” Texas Hoods. 200 w. 1899. (In Chautauquan, v.29, р.504.) Estimates of damage in Brazos river Hood, June-July, 1899. Texas Hoods. 400 w. 1899. (ln Independent, v.51, pt.2A, p.1852.) Brazos river flood, June-July, 1899. Colorado Break of the Colorado river into the Imperial valley and Salton sink. 3.500 w. 2dr. Imap. 1906. (In Engineering news, v.55, p.216.) Attempt to tap the Colorado by an ii‘rigai;ing ditch led to diversion of most of the river and inundation of the Salton sink or basin, which is below sea-level. _ Describes also attempts at checking of flow, by Southern Pacific Company. Byers, Charles Alma. Possibilities of Salton sea. 2,800 w. 19ill. I map. 1907. (In Popular science monthly, ‘1.70, р.5.) Some probable consequences of failure to restore river to old channel. Agrees however that value of the land and its products far outweighs the possible benefits of such an inland lake. Reviews the first six attempts at closure, none of which was successful. Closing latest break of the Colorado river into the Salton sea. 800 w. 10 ill. 1 map. 1907. (In Railroad gazette, v.42, p.217.) Crevasse caused by water undermining the levee pre\iously constructed. Colorado river crevasse and Salton sea; the great work of control. 2,000 w. zmaps. 1906. (111 Railway age, v.42, p.547.) Outlines six attempted methods of control. Controlling the Colorado river and the Salton sea. 2,000 w. 6ill. 3maps. 1906. (In Scientific American, v.1o9, n. s. v.95, p.467.) Cory, H. T. Closing the break of the Colorado river into the Salton sink, southern California. 5,500 w. 3 maps. 1906. (In Engineering news, v.56, p.671.) Describes briefly the six attempts, the last of which was then thought to be successful. Gives statistical summary of the work. Author is general manager and chief engineer of the California Development Co. Cory, H. T. Closing the new break in the Colorado river. 3,200 w. 6 ill. 2maps, 1907. (111 Engineering rec- ord. v.55. P293.) Cory, H. T. Colorado river crevasse and Salton sea. 2,600 w. 1 diag. 5ill. 5 maps. (ln Railway age, ‘1.43, 11953.) Deals largely with effect on Southern Pacific lines and work of this railway company in controlling the river. Davis, Arthur P. ‘ New inland sea. 4,500 W. 8ill. 1 map. 1907. (In National geographic magazine, v.18, p.37.) » Describes break of the Colorado river into Salton sea, and attempts to regain control of thc river. Day, Allen. lnundation of the Salton basin by the Colorado river, and how it was caused. 1,600 w. 9ill. 1 map. 1906. (In Scientific American, v.1o8, n. s. v.94, p.31o.) 408 FLO0Ds AND METHODS OF FLOOD RELIEF. Grunsky, C. E. Lower Colorado river and the Salton basin. 51 p. 18 ill. 6maps. (In Transactions of the American Society of Civil Engineers, v.59, p.1.) Discussion, 11 р. History, topography and improvements of the region; the crevasse and its attempted repair. Grunsky, C. E. Lower Colorado river during and after the freshet stage of 1907. 1,600 w. 1 map. 1908. (In Engineering news, v.59, p.410.) Foot-note gives a list of papers in former issues of the“Engineering news” on the Colorado river break. James, George Wharton. Overflow of the Colorado river and the Salton sea. 1,800 w. 2dr. 9 ill. 1906. (In Scientific American, v.1o8, 11.5. v.94, p.328.) Destructive work of the Hood and remedial measures. Notes on closing the break in the Colorado river. 2,800 w. 7ill. 1 map. 1907. (In Engineer- ing news, v.57, p.21O, 216.) Ockerson, J. A. Diversion of the Colorado river into the Salton sink and the efforts made to restore it to its for- mer channel. 3,600 W. 9 ill. 2maps. 1907. (In Journal of the Association of Engineering Societies, v.38, p.261.) Rockwood, C. R. & Ellison, C. Н. Colorado river crevasse; Salton sea; Southern Pacific tracks. 5,000 w. 1 diag. 2maps. 1906. (ln Railway age, v.41, p.42o.) Causes of Hood and results of efforts to check it. New line construction with increased mileage necessitated on Southern Pacific. Schuyler, James D. Reinforced concrete and steel headgates for the Imperial canal, Colorado river. 900 w. 3ill. 1906. (In Engineering news, v.56, p.675.) Massive construction having large capacity. See on this page telegraphic correspondence of President Roosevelt and E. H. Harriman relative to closing of break. 500 W. Story of Salton sea. 5,000 vv. 3 maps. 1907. (ln Builder, v.93, p.211, 237.) Washington, W. D. Н. Colorado river closure. 3,000 w. 16ill. 1 map. 1907. (In Scientific American, v.110, n.s. v.96, F-374.) Causes and effects of break, and attempted methods of repair. Conemaugh . See also Sanitation. Beale, David J. Through the Johnstown Hood, by a survivor. 424 p. 32 ill. 1890. Connelly, Frank, & Jenks, George C. Official history of the ~Johnstown Hood. 252 p. 18 ill. 1889. Ferris, George T. Complete historyr .of the Johnstown and Conemaugh valley Hood, embracing also a history of the Hoods in Williamsport, _Lock Haven, Sunbury and all the Hooded districts in the state of Pennsylvania; also in Washington, D. C., New York, Maryland, Virginia and \/Vest Virginia. 522 p. 48 ill. 1889. Flagg, J. F. Velocity of How in the South Fork spillway. 400 w. 1889. (In Engineering news, v.22, p.41.) Letter, with editorial comment. Francis, James B. and others. Report of committee on the cause of the failure of the South Fork dam. 19,500 w. 11ill. 7 folding pl. 1890. (ln Transactions of the American Society of Civil Engineers, v.24, p.431.) With discussion. REFERENCES TO FLOOD LITERATURE. General discussion of the discharge of streams. 5,000 W. 1map. 1902. (In Proceedings of the Engineers’ Club of Philadelphia, v. 19, p.205.) _ Floods and Hood protection, considering rivers in Pennsylvania only. Map shows South Fork dam and Johnstown region. Jennings, William N. Through the Conemaugh valley; a series of photographs showing the destructive effects of the flood of May 31, 1880, along the line of the Pennsylvania railroad; printed from original nega- tives. 21 pl. 1880. Photographs of Johnstown Hood, with blue print of the region showing location of the views. Johnson, Willis Fletcher. History of the Johnstown flood...with full accounts also of the destruction on the Susquehanna and Juniata rivers and the Bald Eagle creek. 459 p. Ill. 1889. Johnstown disaster. 3,000 w. 1 ill. 1 map. 1889. (In Engineering news, v.2I, p.517.) Describes the region, the construction of the South Fork dam on the Conemaugh river and the results of its failure. Johnstown disaster. 2,000 w. 1889. (In Engineering news, v. 21, p.527.) Editorial on causes and responsibility for the disaster. Johnstown Hood; effect on the engines at Conemaugh. 1,400 w. 1 diag. 1889. (In Engineering news, v.22, p.153.) Describes and illustrates the position in which 32 locomotives were left by the Hood. Some of them were carried almost a mile. McLaurin, J. J. Story of Johnstown; its early settlement, rise and progress, industrial growth and appalling flood on l\/lay 31st, 1889. 380 p. 19 ill. 1890. Pennsylvania-Governor. (J. A. Beaver.) Message to the General assembly, Jan. 6, 1891. 8p. 1891. Deals with Johnstown Hood and work of the State board of health. Appendix 11, р.1889. Contains preliminary report of the Secretary of the State board of health on the sanitary condition of the Hooded regions in Cambria, Westmoreland, Inolana, Allegheny and Beaver counties. Richards, J. W. The flood at Johnstown. 400w. 1889. (In Engineering news, v.22, р.40.) Letter in which writer claims that the time in which the flood reached Johnstown was nearly an hour, instead of 20 minutes, as previously reported in “Engineering News.” Rivers at Johnstown, Pa. 1,000 W. 1891. (In Engineering news, v.25, p.614.) _ Advance information from a report by J. J. lt. Croes on Hood dangers and preventive measures. Recommends wid- ening and deepening of chann . South Fork dam and Johnstown disaster. 3,200 w. 5diag. 6ill. 1889. (In Engineering news, v.21, p.54o.) Deals with location of darn, its structure and failure. See also editorial, p.550. South Fork darn. 3,200 w. 1889. (In Engineering news, v.21, p.551.) Construction. . Work of the flood at Johnstown. 3,600 W. 7 ill. 1889. (In Engineering news, v.21, p.569.) Mississippi See also Bibliographies and indexes (Nelson and others.)-Le\ ees.-Reservoirs. Abbott, Frederic Vaughan. Annual report upon construction of reservoirs at head waters of Mississippi river, improvement of Mississippi river from St. Paul to Minneapolis, of rivers in Wisconsin and Minnesota tributary to Mississippi river and of Red river of the North, gauging Mississippi river at St. Paul. 32 p. 1 map. Ipl. 1898. (In United States-Engineer department. Report, 1898, pt.3, p.18o9.) Ballou, William Hosea. Floods; their history and relations. 1,000 W. 1885. (In American naturalist, v.19, p.1159.) Places cause of Mississippi Hoods in the Ohio valley. “Congress will find it cheaper to purchase the land sources of the Ohio and its contluents, plant them with forests and wall them, than to plaster broken levees.” 410 FLOODS AND METHODS OF FLOOD RELIEF. Bank protection on the Mississippi river. 1,300 W. 3111. 1889. (In Engineering news, v.22, 11558.) Work at Greenville, Miss. Submerged dikes, formed from cribs of willows, wire and stone. Bayley, G. W. R. Overíiow of the delta oi the Mississippi. 7,000 vv. 1852. (In De Bow’s review of the Southern and Western states, v.13, n.s. 0.1, p.166.) Review of report by Charles Ellet, calling it “the best paper yet published [1852] upon the subject. Bowman, Isaiah. Deilection of the Mississippi. 2,200 w. 3 diag. 1904. (In Science, v.43, ii. s. v.2o, p.273.) Study of effect of eai‘tli’s rotation. Surveys and measurements in the iiood-plain of the Vicksburg region. Bridges, Lyman. Overñow of the Mississippi river. 12,o00w. Iill. 1 folding inap. 1882. (In Transac­` tions of the American Society of Civil Engineers, ‘мы, p.25i.) )Vith discussion. Recommends relief channel or “cut­oti” from Red river to Atchafalaya hay. Brown, C. W. Protection and drainage oi lands subject to overiiow. 3,100 W. 1910. (In Engineering rec- ord, v.61, p.254.) Abstract of paper before Illinois Society of Engineers and Surveyors. Special attention to drainage projects of large magnitude in the Mississippi valley. Run­oii from high lands which naturally passes across the drainage area must be computed but should be diverted if possible. Diverting channels should be provided with settling basins of large area. Velocity during sedimentation should not exceed 0.3 to 0.4 foot per sec- ond. Author estimates for handling one­hali of mean annual rainfall as seepage from the soil and other half as a mean monthly discharge. Leiees should be carried 2 to 5 feet above highest recorded iiood stage. Slopes are given for various materials. Cost of improvement must not exceed $20 to $30 per acre if landowners are to be induced to unite in the scheme. Brown, Linus, W. Increasing elevation oi Hoods in the lower Mississippi river. 16 p. 1901. (In Journal of the Association of Engineering Societies, v.26, p.345.) Discussion, 40 p. The same, condensed. 4,000w. (In Engineering news, v.45, p.28o.) From paper before Louisiana Engineering Society, March 11, 1901. Author has had an acquaintance of 21 years with the Mississippi and its problems and has been for 15 years directly connected, ofiicially and otherwise, with levee work on the lower river. Arguments relative to increasing ñoods, cause and remedy, considering the river from Cairo to the Gulf. Elevation of great floods is increased not by reason of greater volume but by (1) construction of lei ees on lines not calculated to maintain a constant cross-section of the river; (2) changing of river­bed and moving back of levees around bends, thus increasing distance to ocean~1evel and decreasing slope; (3) formation of accretions on bottom and sides of channel at bends without corresponding abrasion on concave side. Considers levees absolutely necessary, but construction must be on more intelligent lines and aided by other equally important work, reservoirs, etc. See also Hardee, for discussion. Brown, Linus W. Protection of cities in the Mississippi valley against the encroachment of the river. 3,000 w. 1901. (In Engineering news, v.45, p.427.) Deals mainly with methods of shore protection. Brown, Robert Marshall. Protection of the alluvial basin oi the Mississippi. 4,000 W. 3diag. 2maps, 1906. (In Popular science monthly, v.69, p.248.) Compiled largely from reports oí the Mississippi River Commission. Discusses necessity of protection, the levee sys- tem and its increasing efliciency. Convention of the Interstate Mississippi River Improvement and Levee Association at New Cr- leans. 3,100 w. 1903. (In Engineering news, v.5o,p.435.) Convention Oct. 28, 1903. Resolutions reprinted from New Orleans “Picayune” Claim that bed of Mississippi is not rising; condemn all “reservoir” and “outlet” schemes, considering the flood of 1903 a vindication of levee system. Recommend national control of Mississippi works. Coppee, H. St. L. Bank revetment on the Mississippi river. 18p. 18 ill. 1896. (In Engineering magazine, ‘мы, 11486.) Curtis, David A. Mississippi river problem. 4,000 vv. 1882. (In I­Iarper’s monthly magazine, v.65, p.608.) Popular article on necessity of artificial protection from floods. Mentions proposed methods. REFERENCES ТО FLGOD LITERATURE. 4II Dabney, A. L. The high Water tight. 400 W. 13i1l. 1897. (In Harper’s weekly, v.4I, pt.1, p.47I, 472.) Work during 6006 of March, 1897. Methods well illustrated. Dabney, T. G. The recent Mississippi river Hoods and their relation to the levees. 2,100 W. 1903. (In Engi- neering news, v.5o, р.27.) From manuscript report, on high water of 1903, to Mississippi River Commission. . . . Expresses confidence in levee system. Considers the most vulnerable feature to be the 1r1Stab111ty of the foundation in many places. Dickson, Harris. Fight for the levees. 1,800 W. 5ill. 1903. (ln Harper’s weekly, v.47, pt.1, р.580.) Graphic account of floods on lower Mississippi. Dutton, Chauncey N. & Coppee, Н. St. L. More of the Mississippi problem. 5,000W. 1892. (In Engineering magazine, v.3, p.623.) h PLeading author considers levees indispensable; second author compares conditions with those on the Yellow river and t e 0. East St. Louis and the Hoods. 300 W. 1883. (ln Engineering news, v.10, p.313.) Advocates protection by raising the existing dyke and the railroad embanknients. Ellet, Charles, jr. Of the physical geography of the Mississippi valley, with suggestions for the improvement of the navigation of the Ohio and other rivers. 26,000 W. 1849. (In Smithsonian Institution. Contributions to knowledge, v.2, art.4. [no.13].) From ten years’ daily gage readings at Wheeling, author concludes that by use of reservoirs a six~f0ot stage during -entire year may be secured and that Hoods would be restrained. Forshey, Caleb G. Cut­offs on the Mississippi river; their effect on the channel above and below. 2,800 W. 1876. (In Transactioiis of the American Society of Civil Engineers, v.5, p.317.) Retracts his former arguments in favor of Racourci “cut­oñ"’ and opposes all “cut­0iîs” as injurious. Fullerton, Aubrey. Completing of the Mississippi. 2,000 w. 4ill. 1906. (In World to-day, ‘по, р.494.) Describes various improvements, including reservoirs, which, it is claimed, “prevent floods, except in their own im- mediate vicinity, and when they cannot fully prevent they reduce them.” Government protective Works on the Mississippi river, at Plum Point and at Memphis, Tenn. 800W. 4111. 1889. (In Engineering news, v.22, 1,386.) Illustrates bank revetment with willow mattresses, ballasted with stone, Greenleaf, James L. Hydrology of the Mississippi. 18p. 3diag. Imap. 1896. (In American journal of science, v.152, ser.4, v.2, р.29.) Graphic and tabular data on rainfall, flow and times of high and low water in Mississippi and tributaries. Greenleaf, James L. Times and causes of Western Hoods. ,200 W. Imap. 1897. (In Engineering magazine, v.12, 11949.) Mississippi system.I Rainfall and discharge data of principal watersheds, and chronological table of Hoods and low water for Mississippi tributaries are features. Hardee, William Joseph. Are Hood heights increasing in the lower Mississippi river? 6,000 W. 1901. (In Engineering news, v.45, p.378.) From paper before Louisiana Engineering Society, May 13, 1901, in discussion of paper by Brown. Claims that Mr. Brown’s statements were based on insufficient data. Argues that carrying capacity of channel has not been reduced, that levee system is a success and will eventually prove the means of increasing carrying capacity of river, and that fioods will pass at lower level than formerly. Hardee, William Joseph. High-water protection methods on lower Mississippi river. 9,000 W. 1900. (In ~ïournal of the Association of Engineering Societies, v.25, p.85.) Six separate agencies are now (1900) more or less active in levee construction. Author urges concentrated and sys- tematiá: ,act1on. Believes that “a system for economically and eñìciently preserving the levee line during iiood can be devise .’ 412 FLOODS AND METHODS OF FLOOD RELIEF. Harris, L. O. Battle for the delta. 2,ooow. 4ill. 1903. (ln Independent, v.55, pt.2, p.1135.) Flood in spring of 1903 (?). “Writer here presents not only an impressive and graphic study of the manner in which the population met the danger, but also outlines the trend of an already strong sentiment which is felt in three states and urgently demands consideration by the federal government.” Editorial note. Harrod, B. M. Mississippi flood of 1890. 1,20ow. 3 diag, 1890. (In Engineering news, v.23, p.315.) From'New Orleans “Times­democrat.” Author is a. member of the Mississippi River Commission, and defends _the levee-building policy of the commissioners, believing that the experience of the past eight years has been very encouraging. Haupt, Herman. Problem of the Mississippi. 3,800 w. 1899. (In Journal of the Franklin Institute, v.147, р.297.) Considers reservoirs inipracticable; objects to levees alone as tending to increase flood heights, and to outlets alone as diverting too much water during low stages. Favors a waste Weir system, inoperative at ordinary levels, but allowing flood surplus to escape to Gulf by Atchafalaya and other streams. Haupt, Lewis M. Controlling the floods of the Mississippi river. 5,000 w. 3ill. 3niaps. 1903. (In Journal of the Franklin Institute, Ул 56, p.241; v.157, p.387.) Gives data from observation and experiment. Points out defects of levee system. Concludes that the problem re- quires: reservoirs on the tributaries, especially of the western sections; reforestation of arid regions; levees with read- justed alignment and ‘пейте to be connected with large reservoirs in swamps; removal of bars and opening of all possible outlets at delta. See also Meerten, for discussion. ‘ Haupt, Lewis M. Mississippi problem. 900 w. 1892. (In Engineering magazine, ‘АЗ, p.615.) Discussion of paper by “Southern engineer.” Does not object to outlet plan, but favors levees also, and reservoirs on lower river. Haupt, Lewis M. Mississippi river problem. 25 р. Irnap. 1904. (In Proceedings of the American Philosophical Society, ‘1.43, р.71.) . Comments on failure of the engineering profession to consider control of sediment as well as control of water. In- stead of parallel jetties at river mouth “it will be found more rational to build one curved training wall so placed as to create a head and reaction which will transport the silt to the opposite or convex bank, where it will be deposited. . . leaving an ample navigable channel and saving the expense of one of the Jetties, while it also scours away the bar. . .and affords an open passage for the effluent water.” Howard, D. S. Overflow of the Mississippi river. 2,300 w. 1871~72. (In Journal of the Franklin Institute, v.92, ser.3, 0.62, р.253; v.94, ser.3, v.64, p.334.) Arguments in favor of reservoirs in contrast with levee system. Johnson, J. B. Great floods on the lower Mississippi, as illustrated in the flood of 1882. 3,200 w. 1 diag. 1 map. 1883. (In Journal of the Association of Engineering Societies, v.2, p.115.) Sources of floods; general action of a large flood below Cairo; the flood of 1882. Johnson, J. B. Protection of the lower Mississippi valley from overflow. 7,000 w. 1884. (In Journal of Ythe Association of Engineering Societies, ‘1.15, р.169.) The same, condensed. 5,500 W. 1890. (In Engineering news, v.23, р.364.) Paper before Engineers’ Club of St. Louis. Discusses various systems, favoring levees high and strong enough to contain ordinary floods, with waste weirs through which the surplus waters of great floods may escape without damaging the levees. Jones, W. A'. Annual report upon construction of reservoirs at head Waters of Mississippi river, improvement of rivers in Wisconsin and Minnesota tributary to Mississippi river, and of Red river of the North, Minnesota and North Dakota; gauging Mississippi river at St. Paul. 39 p. 1897. (ln United States -Engineer department. Report, 1897, pt.3, p.2I37.) Includes operation and care of reservoirs at head waters of Mississippi river, giving some ñgures of cost of construc- tion aiid maintenance. “The purpose of the reservoirs is to collect the surplus water. . .to be systematically released so as to benefit navi- gation upon the Mississippi. . .Reduction of heights of floods in localities immediately below the dams is expected to obtain to some extent, but control of extended floods or freshets is not expected.” REFERENCES To PL0oD LITERATURE. 413 Kellogg, D. O. Mississippi floods. 1,500 w. 1883. (In The American [Philadelphia], v.6, p.297.) _ _Discussion of article by Shaler on “Floods of the Mississippi valley.” Claims that breaking up and cultivation of prairie. land acts as a valuable flood preventive by allowing rain to sink in ground. Thinks that with proper control of the Ohio, the flood problem of the Mississippi will be largely solved. Leach, Smith S. Mississippi problem. 3,000 w. 1888. (In Science, v.11, p.87.) Discusses merits of revetment and anti-revetment theories of protection. Lower Mississippi river. 2,000 w. 1 diag. 4 ill. zmaps. 1899. (ln United States--Geological survey. Annual report, v.2o, pt.4, p.347.) Discussion of levee system and trie origin and control of floods. Meerten, H. van. Controlling the floods of the Mississippi. 3,500 w. 1904. (In Journal of the Franklin Institute, v.I57, p.381; v.158, p.31o.) Letters discussing paper by Haupt on “Controlling the floods of the Mississippi river.” Agrees with many of the statements, but opposes plan of creating and maintaining outlets, and advocates applica- tion of principles successfully used in Holland. Commends the Eads system, which aimed at having “only one ample outlet for the great river, exactly as it is aimed by the Waterstaat for the Rhine and other great rivers.” Commends also the Waterstaat idea of insisting on creation and maintenance of a distinct summer-, winter- and flood­bed. Thinks the same principles will apply to the Mississippi as to the Rhine; “the works only have to be undertaken upon relatively larger scale.” Meerten, H. van. The Mississippi; controlling floods, navigation improvements. 6,500 w. 3ill. 1905. (In ~Iournal of the Franklin Institute, v.159, p.423.) Final contribution to discusion of paper by Haupt. Miller, A. M. The Mississippi river improvements. 600 w. 1883. (In Engineering news, ‘1.10, р.357.) At Memphis reach and harbor and the Ouachita river, Ark. Mississippi flood record for a year is given. Milner, B. C. Jr. Floods along the Southern railway. 1,600 W. 4ill. 1897. (In Railroad gazette, v.29, p.5C­7.) Mississippi flood. 1,600 w. 19 ill. 1897. (In Harper’s weekly, v.4I, pt.1, p.4o1.) Flood of March, 1897. Statistics of damage by this and previous floods and cost of protective measures. Mississippi floods. 600 w. 1883. (In Engineering news, v.1o, p.313.) “The present is the eighth great flood in the Mississippi of which we have _authentic account.” Gives briefly the extent of each. Accepts the theory that the Mississippi is gradually filling up, and in course of time will find another channel. Mississippi floods. 600 w. 1897. (In Public opinion, v.22, p.392.) Newspaper editorials. Mississippi river flood. 4 p. I map. April 22, 1897. (In United States-Department of agricul- ture. Miscellaneous circular 110.3.) Second report relative to extension of flood in lower Mississippi valley. First report appeared April 12, 1897. Morrill, Park. Floods of Mississippi river. 1897. 79 p. 3ill. 51 maps. 9р1. (In United States-Weather bu- reau. Bulletin E. [publication 143.]) The same. (In United States-Weather bureau. Report, 1896-97, p.369.) \ , с New Orleans and Mississippi flood. 1,000 w. 1897. (In Scr1bner’s magazine, v. 21, p.788.) Editorial on flood and its proof of the inefficiency of present levee system. Criticizes unintelligent forest policy. Ockerson, J. A. _ „ _ . _ Atchafalaya river; some of its peculiar physical characteristics. 3,500 w. 3111. 3 folding pl. 1906. (In Transactions of the American Society of Civil Engineers, v.58, p.1.) A stream “widest at its source and deepest in places of excessive width.” At high water serves as an outlet for _ 1 f th M' sissippi. abOutTi)1lf§ ;f>(2J1l11)I¢.¿t1­h p(i­fegÈhr1etsf,1Oi(iidaWC)c.536­) There is but one treatment for the Mississippi which will be at once scientific and sensible, and this will be found in giving it a channel as nearly straight as possible from Cairo to the Gulf.” “Southern Engineer.” Impending disaster on the Mississippi. 2,700 w. 1892. (In Engineering magazine, v.3, p.387.) Discusses danger from the levee system and advocates cutting additional channels on the lower river. Starling, William. Floods of the Mississippi river. 900 W. 1894. (In Engineering news, v.31, p.318.) Abstract from paper before Engineering congress in Chicago. Gives proportionate water­supply from the Missouri, the Ohio and the upper Mississippi valleys, and describes features of the usual Mississippi fiood. Starling, William. Floods of the Mississippi river. 14,000 W. 4 diag. 4111. 3maps. 1897. (In Engineering news, v­37. n.242. 259.) Ву chief engineer Mississippi levee district, Greenville, Miss. Starling, William. ‘ Floods of the Mississippi river, including an account of their principal causes and eíiects and a description of the levee system and other means proposed and tried for the control of the river, with a particular account of the great Hood of 1897. 57 p. 5 diag. 4dr. 27 ill. 5maps. Reprint of thiee papers which appeared under various titles in “Engineering news,” 1896-97. Starling, William. Improvement of the South pass of the Mississippi river. 8,200 W. 3 ill. 1 map. (In Engineering news, v.44, p.121.) Considers the mouths of the river, effect of scour, attempts at dredging, and construction of jetties. Starling, William. Mississippi flood of 1897. 10,200 W. 8ill. Imap. 1897. (In Engineering news, v.38, р.2.) Source of this nood was mainly the Ohio and its branches. Considers the mouths of the river, effect of scour, attempts at dredging, and breaking and repairing of levees. Solutions discussed are storage reservoirs, shortening channel by “cut-offs,” artificial outlets, and the levee system. Fa- vors the last and criticizes the idea that confining a river by levees tends to raise the bed by deposition of silt. REFERENCES ТО FLOOD LITERATURE. 415 Starling, William. Mississippi problem up to date. 5,000 w. 3 diag. 1892. (In Engineering magazine, v.4, p.247.) Schemes for improvement of Mississippi must recognize the fact that it is preëminently a. silt-bearing stream. Dis- cusses feasibility and probable eiîect of the various proposed methods. Starling, William. On flood heights in the Mississippi river, with special reference to the reach between Helena and Vicksburg. 17,000 w. 6 folding pl. 1889. (In Transactions of the American Society of Civil Engi- neers, v.20, p.195.) Based largely upon measurements of Mississippi River Commission in 1882 and 1884-85. Starling, Williain. Projected improvement of the South­west pass. 12,000 W. 5 ill. 2maps. 1900. (In Engi- neering news, v.44, p.222.) Describes present (1900) condition of the pass, giving many typical cross­secti’ons. Considers prevailing Winds, shore currents, “mud lumps,” wave action and other factors aiiecting the work. Describes the pro]ect for dredging and the proposed plans for mattress and jetty construction. Stein, Albert. Mississippi river and its levees, etc. 2,000 W. 1851. (In De Bow’s review of the Southern and Western states, v.11, n. S. v.4, р.574.) Criticism of committee report in favor of outlets, by S. Van Wickle. chairman, on behalf of the Senate of Louisiana, published in supplement of “New Orleans bee,” April 13, 1850. Mr. Stein admits eŕñcacy of outlets for flood preven- tion, but considers improvement of navigation the most urgent necessity, and to secure this he recommends abandonment of outlets and regulation of the passes to induce scour. Taylor, Robert S. How to improve the Mississippi. 10 p. 1884. (111 North American review, v.138, p.284.) Outlines plan of federal government for channel improvement and levee construction. Argues that artificial embank- ments necessary for channel improvement should be provided by national government, those for overflow protection by the communities interested. Taylor, Robert S. Subjugation of the Mississippi. 12p. 1883. (In North American review, v.136, p.212.) Organization and functions of the Mississippi River Commission, with discussion of the problems to be solved. Taylor, W. D. Relation of snow to the ~Tune rises of the Mississippi river. 900 w. 1904. (In Engineering news, v.51, p.179.) Letter commenting on paper by Parr. Claims that melting snow has very little part in production of floods. Fol- lowed by editorial expressing a different opinion. United States-Engineer corps. Report by a special board of engineers on survey of Mississippi river from St. Louis, Mo., to its mouth, with a view to obtaining a channel 14 feet deep and of suitable width, including a con- sideration of the survey of a proposed waterway from Chicago, Ill., to St. Louis, Mo., heretofore feported upon. 2v. 1909. v.1. Text. 532 p. with maps and diagrams. v.2. Atlas. 52 large plates. United States-Mississippi river commission. Reports, 1881-83. 3v. ill. 1882-84. The some, 1880-date. (In United States-Engineer department. Annual report of the chief of engineers, 1881-date.) Report of 1880 is a preliminary report. Two reports were issued in 1881, in January and Комитет. Supplemental reports were issued in 1885-88. Chieiiy concerned with engineering operations, but considers floods of the Mississippi and some of its tributaries. Walker, Norman. Mississippi floods. 2.000 W. 13 ill. 1897. (In Harper’s weekly, v.41, pt.I, p.4o5, 408, 422.) Presents importance of the Mississippi problem, urging definite action. Describes present (1897) conditions. Winslow-Eveleth E. Résumé of the operations in the first and second districts, Mississippi river improvement, 1882- 1901, with supplement containing plates 1 to 73. 296 p. 13ill. 1910. (In United States-Engineer school. Occasional papers, no.4i.) First district extends from Cairo to the foot of Island 40, a distance of about 220 miles. Second district extends from the foot 0! Island 40 to the mouth of White river, a distance of about 175 miles. Describes in detail contraction works and bank revetment and arrives at the following conclusions: “That the banks oi the river can be successfully revetted; that side chutes can be successfully closed and that the river can be otherwise contracted where necessary; that these works both of revetment and contraction will be expensive; that an efficient and 416 FLoODs AND METHODS or FLOOD RELIEF. permanent regulation is not possible except by bank revetment, but that contraction will also be necessary in places; that. . .in general the full results of work of either class will not be shown for several seasons; that the perrnanency of location will be more easily obtained the greater the curvature of the bends and the more regular the curvature; that in systematic regulation the work should start at the head of a reach and should proceed regularly downstream and that in .geneièal the ,complete regulation of the river will be a work of vast magnitude that would at best extend over a long series 0 years. Missouri and Branches Byers, Charles Alma. Kansas river flood. 1,800 w. 1904. (In Scientific American supplement, v.57, p.235o2.) _ “An examination has shown that more than 90 per cent of the damage done to farm lands was directly connected with sharp curves in the river channel.” Recent 6006 tended to straighten course by forming new channels. Devine, Edward T. Two disasters and the work of relief. 1,800 w. 4ill. 1903. (In Charities, v.11, p.9.) Kansas City and Heppner. Fox, S. Waters. Technical methods of river improvement as developed on the lower Missouri river by the general government from 1876 to 1903. 46p. 19 ill. 3 folding pl. 1905. (In Transactions of the Ameri- can Society of Civil Engineers, v.54, pt.7, p.280.) Discussion, 20 p. 9 ill. Valuable paper, chiefly on methods or bank protection. Considers briefly the usual April and June ñoods. Kansas City 6006 in retrospect. 900 W. 1903. (In Charities, v.11, р.574.) Emergency relief work, June, 1903. Struggle of the Chicago 8: Alton against the encroachments of the Missouri river. 2,000 w. 4ill. 1 map. 1907. (In Railway age, ‘1.43, p.112.) From notes furnished by office of chief engineer, Chicago & Alton railroad. Dike construction is favored rather than revetment. Waddell, J. A. L. Kansas City flow-line bridge repairs. 5,400 W. 6ill. 1903. (In Engineering news, v.5o, p.397.) The same, ‘witlz introductory notes. 1905. (In Principal professional papers of Dr. J. A. L. Wad- dell; ed. by Harrington, p.915.) Gives also some details of the flood of May 31, 1903. _ Waddell, J. A. L. & Hedrick. Engineering aspects of the Kansas floods. 2,500 w. 3ill. Imap. 1903. (In Engineering rec- ord, v.48, p.3oo.) Location and brief description of the 17 bridges destroyed. Waddell, J. A. L. & Hedrick. Kansas City flood of 1903. 2,300 w. 8ill. I map. 1903. (In Engineering news, v.5o, p.233.) Statement of the results of the flood and the main features of engineering interest in connection therewith. The city water­main was carried on one of the bridges of which a span of 185 feet was demolished. As a result the city was for 12 days without water, street-car service, gas lights and electric lights. Willey, Day Allen. Protecting a railroad from 6006 currents. 1,200 w. 6ill. 1902. (In Scientific American, v.1o1, n s. v.87, p.361.) Ballasted mattress revetment for protection of Chicago 6; Alton tracks along banks of the Missouri river. Permanent protection at low cost. Ohio and Branches See also Flood Prediction (Mahan da Lemoine). Allegheny river. 500 vv. 1899. (In United States-Geological survey. Water­supply and irriga- tion papers, no.36, p.158.) Data on watershed and tributaries, flood heights, etc., by George M. Lehman and others. Brunot, Felix R. Improvement of the Ohio river. 23 p. 9dr. 1874. (In Journal of the Franklin Institute, v.97, ser.3, v.67, p.3o5.) The same, separate. Agrees with Mr. W. Milnor Roberts that in any system of river improvement reservoirs may be useful adjuncts, but thinks that in the case of the Ohio the scheine is impracticable by reason of the lack of sites, size of stream, extraordi- nary floods, and rapid flow of tributaries. Largely a discussion of report by United States engineers G. Weitzel and W, E_ Merrill. This report describes 13 proposed methods for improving navigation. REFERENCES TO FLOOD LITERATURE. 417 Connor, William D. Application of the reservoir system to the improvement of the Ohio river. 6,300 W. 1908. (In Engineering news, v.59, p.621.) “References,” p.624. Criticism of reservoir project, with special reference to paper of Leighton, p.498. Considers fully the disadvantages under cost, danger, time of completion, and durability. Concludes that the reservoir system “is impracticable from even a moderately conservative point of view for Hood protection. It is a physical impossibility for it to produce the constant 9-ft. channel required in the Ohio, and the figures on the income from its water power are. . .extravagant in the extreme." Difficulty of preventing the Ohio Hoods. 1,200 w. 1884. (In Science, v.3, p.385.) From letter by William E. Merrill in “Cincinnati commercial gazette.” Disapproves of reservoirs on account of expense and danger. Foresees no injury from the clearing of level land but admits the probability of disastrous effects from the deforestation and cultivation of hill and mountain sides. Tries to discourage efforts at Hood prevention and advocates Ho0d­proof construction of buildings in Hood-threatened regions. Easton, Christopher. Flood in Pittsburgh. 1,200 w. 1907. (In Charities and the Commons, v.17, p.11I5.) Flood of March, 1907. Losses, and measures for relief and Isanitation. Haupt, Herman. Consideration of the plans proposed for the improvement of the Ohio river. 54 p. 1855. Discusses scheme of Ellet for reservoir system, recognizing its merits but considering a slackwater scheme more sure and efficient. Horton, A. H. Effect of the conservation of How in the Ohio basin on Hoods in the lower Mississippi. 3,600 w. 1908. (In Engineering news, v.59, p.631.) Points out that Hoods in the lower Mississippi originate chiefly in the Ohio, and concludes that “with the Ohio con- trolled by a reservoir system, the floods of the lower Mississippi would be reduced to such stages as would cause little or no apprehension.” Lehman, George M. Examination of Youghiogheny river between Vl/'est Newton and...McKeesport. 1,800 w. 1899- (ln United States-Engineer department. Report, 1900, pt.5, p.3288.) Survey to obtain information bearing on slackwater project. Includes physical, geological and hydrographie fea- tures; heiglit of greatest Hood. Data gii en as to area and amount of coal remaining, adjacent to river. Mentions early locks and dams on the Youghiogheny. Lehman, George M. Survey of Allegheny river from Oil City to Tarentum, Pa. 28 p. 2pl. 1898. (In United States -55tli congress, 3d session. House document no.72, p.10.) In report of Maj. Charles F. Powell. Survey to obtain information bearing on slackwater proiect. Includes a de- scription of the physical, geological and hydrographie features, height of greatest Hood, etc. Feasibility of a canal between the Allegheny and Lake Erie. Lehman, George M. Survey of West Fork river, West Virginia. 11 p. 1899. (111 United States-Engineer depart- ment. Report, 19oo, pt.5, p.3272.) Survey to obtain information bearing on slackwater project. Includes physical, geological and hydrographie features, flood data, etc. Suggests a storage reservoir as only means of adequate supply for proposed navigation project. Leighton, Marshall Ora. Application of the reservoir system to the improvement of the Ohio river. 2,800 w. 1908. (In Engineering news, v.59, p.624.) Reply to criticism by Connor, p.621. Leighton, Marshall Ora. Relation of water conservation to Hood prevention and navigation in the Ohio river. 14,000 w. Imap. 1908. (In Engineering news, v.59, p.498, 511.) Appendix to preliminary report of Inland Waterways commission. _ _ Valuable paper, also editorial. Proposes to provide reservoir capacity suñìcient “to s_to_re _the top wave of the Hood, which does nearly all the damage.” Gives history of reservoir regulation; reservoir possibilities on Allegheny, Monon- gahela, Kanawha and Tennessee; inHuence of reservoirs on Hood heights at Pittsburgh, Cincinnati and other points; effects on navigation; cost of reservoir system and benefits iihich would result. Contemplates about 100 reservoirs. Cost ев- timates unusually low. Lessons of the Shawneetown Hood. 800 w. 1898. (ln Public opinion, v.24, p.456.) Editorials on disastrous Hood at Shawneetown, Ill., from “Chicago times-herald,” “Chicago record,” “St Louis globe- democrat," and “Pittsburgh commercial­gazette.” McElroy, Samuel. Ohio Hoods. 1,200 W. 1884. (In Engineering news, v.11, p.163.) Advocates reservoir construction on tributaries of the Allegheny and Monongahela and attempts to show feasibility of such a course. 418 FLOODS AND METHODS OF FLOOD RELIEF. Merrill, William E. Improvement oi the Ohio river. 139 p. 5 folding pl. 1879. (In United States-Engineer de` partnient. Report, 1879, pt.2, p.I299.) “Statement of the work done on this river from July 1, 1878, to June 30, 1879. The localities are named in the order of natural succession beginning at Pittsburgh.” With reports and surveys of branches, including Muskingum and Allegheny by Thomas P. Roberts, and Kiskiminetas and Conemaugh by James Worrall. Merrill, William E. Ohio river iioods. 1,700 w. 1884. (111 Engineering news, v.11, p.137.) _ Special reference to conditions in Cincinnati. Considers control by artificial reservoirs impracticable. Protests against the practice in large cities, of encroaching on the river’s banks. Does not favor a levee, but advocates the use of lowlands for business purposes only, and the construction of all buildings with a view to possible fioods. Morris, Ellwood. On the improvement ofthe Ohio river. 24p. 3dr. 2 folding pl. 1857. (111 Journal of the Franklin Institute, v.63, ser.3, v.33, p.1, 145.; v.65, ser.3, v.35, p.1.) Claims “that by using six large artificial lakes, to be filled and emptied but once a year, a navigable depth of six feet can be permanently maintained by an outlay in reservoirs of $12,000,000. . .That six artiñcial lakes oi the size herein contemplated, could not fail to exert a material influence in moderating the Ohio river floods.” The third article is a review of papers by Roberts. Newcomer, H. C. Proposed reservoir system in Ohio river basin. 1908. (In Engineering News, v.6o, p.376.). Criticism of paper by M. О. Leighton. This paper is abstracted in App. No. 6. Ohio and Mississippi floods. 900 W. I ill. 1903. (In American monthly review of reviews, ‘1.27, p.6o6.) Pittsburgh-Flood commission. Flood commission of Pittsburgh, organized to investigate and ñnd means for protection against Hoods. 8p. [19o9.] Pamphlet explaining object of the commission, summarizing extent of floods and presenting preliminary reconinieiida- tions. Powell, John W. Our recent floods. 11 p. 1892. (111 North American review, v.155, p.149.) By director of United States geological survey. _ _ Veiy general treatment of flood causes and prevention. The only flood specifically mentioned is the Allegheny “oil 6006” oi 1865 (‘Е’). Powell, S. W. ' Drowning the torrent in vegetation. 3,300 W. 1884, (In Popular science monthly, v.26, р.67.) “Т11е extraordinarily disastrous fioods of 1883-84, in the Ohio river, have again called public attention to the close relation which the wooded or unwooded condition of steep hil1­sides in the area drained by streams, bears to the volume of water flowing in them." Presents desirability of a great forest reservation in the Adirondacks. Reservoir system for control of the Ohio river. 2,800 w. ’1908. (In Engineering news, v.59, p.638.) Editorial comment on recent papers of Leighton, Connor and Horton, all printed _in “Engineering news” (v.5_9..p.fi98_, 621, 624, 631). Recognizes the value of reservoirs but calls attention to the necessity also of levees on the Mississippi, and to the advantages of forest preservation as a check on soil erosion and filling of reservoirs by silt. Roberts, Thomas Paschall. Floods and means of their prevention in our western rivers. 5,000 w. 1 map. 1907. (111 Рго- ceedings of the Engineers’ Society of Western Pennsylvania, v.23, р.30б, 365.) Discussion, 20,000 w. 1 diag. _ _ ‚ _ Various plans for protection of Pittsburgh. Recommends raising of streets and buildings in flood section; construc- tion of a concrete wall from 10 to 12 feet below surface of ground to 6006 level; pumping plants 101‘ emptying sewers at 6006 times. The effect of forests, and varidus other topics are discussed by wel1­known local engineers. Roberts, Thomas Paschall. Monongahela river; some of its characteristics and brief sketch of methods undertaken for the improvement of its navigation. 6,ooow. 2dr. 1908. (111 Proceedings of the Engineers’ Society of Western Pennsylvania, v.24, p.194.) Discussion, 2,000 vv. Considers floods. Roberts, W. Milnor. Practical views on the proposed improvement of the Ohio river. 78 p. 1857-58. (111 Journal of the Franklin Institute, v.64, ser.3, v.34, p.23, 73, 145, 217, 289, 354, 361; v.65, ser.3, v.35, p.73.) Rather brief consideration of floods, in final remarks and elsewhere. Two of the later articles are in reply to Ellet. (See reference under Mississippi.) REFERENCES TO FLOOD LITERATURE. 4 I 9 Shawneetown levee disaster. 800 w. 1898. (In Engineering record, v.37, p.446.) Editorial on Hood of April 3, 1898. When crevasse occurred Hood was three feet below crest of levee. Two possible causes of the break are suggested: the ‘Durrowrng of muskrats, and imperfect construction around a drain-pipe passing through levee. United States-Engineer corps _ Ohio river; letter from the secretary of war transmitting, with a letter from the chief of engi- neers, report of a board of engineers on an examination of the Ohio river with a view to obtaining channel depths of6and9feet respectively. ill. 1908. (60th cong. 1st Sess. House Doc. v.17.) Niiriieroiis maps and diagrams, including 29 folding plates. Wines, Frederick Howard. Flood at Shawneetown. 1,800 w. 1898. (In Charities review, v.8, p.175.) Ohio riser crevasse and its disastrous effects at Shawneetown, Ill. Passaic See also Bibliographies and Indexes (Hollister 6.'. Leighton) Flood damage to bridges at Paterson, N. J. 1,5o0w. 8ill. 1903. (In Engineering news, v.5o, 11377.) Passaic river Hood of October, 1903. Two concrete bridges wrecked. See also p.352. Floods in the Passaic valley. 1,000 W. 1903. (In Engineering record, v.48, p.449.) Editorial on the frequent destructive Hoods in this region. Their annual repetition can be prevented only by ех- pensive protection works, which, it is suggested, should be taken in charge by the state of New Jersey. Report of the Passaic River Flood District Commission, 79 p. 16ill. 17 folding pl. 1906. [published 1907.] Favors erection of controlling works at Mountain View, involving the flooding of Pompton basin. _ Includes report of engineer with cost estimates, and such suggestions for legislation as have met with the approval of the commission. Sherrerd, Morris R. Flood control and conservation of water applied to Passaic river. 2,400 w. 1906. (In Engineer- ing record, v.54, p.605.) The same, condensed. 1,300 w. 1907. (In Engineering magazine, v.32, p.79o.) Paper before New Jersey Sanitary Association. Conservancy both for power and water­supply purposes. Investigation prompted by the necessity for Hood control. Favors state expenditure of $11,000,000 to accomplish Hood control and conservation of 200,000,000 gallons of potable water per day, which would at present (1906) be furnished partly to New York city, but eventually marketed entirely among New Jersey cities. Susquehanna Hoyt, John C. & Anderson, Robert H. Notes on the Hood of March, 1904, in the lower Susquehanna river. 1,000 w. 3ill. 1904. (In Engineering news, v.51, p.393.) Effect at various points. Comparison with other Hoods to determine points most frequently subject to ice gorges. Raymond, Charles W. Preliminary examination of the west branch of the Susquehanna river.. .with a view of ascer- taining the best practicable method of confining the waters of said river, in times of great flood, to the general course of its channel. 4,500 w. 1890. (In United States-Engineer department. Annual report. 1891, pt.2, p.11o2.) ' The same, abstract. 2,000 w. (In Engineering record, v.25, p.128.) The same, abstract. 1,800 w. (In Engineering news, v.25, p.152.) Suggested means of prevention are forest preservation, storage reservoirs, and transverse barriers across lilies of diainage to aid in checking flood volumes. Means of control are levees, increase of channel dimensions, removal of causes of temporary obstruction. Raymond, Charles W. & Schermerhorn, L. Y. Proposed Hood protection for Williamsport, Pa. 700 w. 1895. (In Engineering news, v.34, p.309.) Abstract of United States engineers’ report. Recommends removal of present dam and substitution of movable one to be lowered during Hoods; rectification of river section at each of three bridges; dikes for all lower parts of city; rec- tiñcation of mouth of Lycoming creek; removal of islands and boom piers within city limits; an improved sewerage system, and a pumping plant for drainage of low districts at Hood times. Waters, O. P. Flood damage to the York Haven power plant. 700 w. 2 ill. 1904. (In Engineering record, v.49, p.361.) 110 Hydroelectric plant on the Susquehanna river, erected at a cost of $1,500,000, damaged by the worst ice freshet in years. 420 REFERENCES ТО FLOOD LITERATURE. MISCELLANEOUS Eastern United States. Bixby, Gen. William H. River and harbor improvements under the corps of engineers, United States army. 10,000 w. 1910. Pamphlet. Reprint of address delivered before National Rivers and Harbors Congress, held at Washington, D. C., Dec. 8, 1910. Speaks of limitations imposed on Engineer department and the necessity hitherto of restricting the work to navigation interests. Recognizes importance of bank protection, levee construction and reclamation and calls attention to the fact that present and future investigations are to include consideration of water­power developments wherever cost of navigation improvement may be lessened thereby. Allen, Charles Julius. i Annual report upon improvement of Potomac river and its tributaries, of James river and har- bor at Milford Haven, and rivers in Virginia on western shore of Chesapeake bay, protection of Jamestown island. 58 p. 1 map. 1899. (In United States-Engineer department. Report, 1899, pt.2, р.1413.) The same. 60 p. 5maps. 1900. (In same, 1900, pt.2, p.1701.) Ayres, Philip W. Commercial importance of the White mountain forests. 32 p. 1909. (United States-Forestry bureau. Circular 168.) Discusses at some length the influence on water­power and on navigation, claiming that' forest removal increases floods and that for securing uniformity of streain­iiow “forest preservation over wide areas, and especially on steep slopes is the only sure dependence." Fitzgerald, Desmond. Yield of the Sudbury river watershed in the freshet of Feb. 10th­13th, 1886. 3,000 w. 1 fold- ing pl. 1891. (In Transactions of the American Society of Civil Engineers, v.25, p.253.) This watershed is one of the sources of water­supply of the city of Boston. Flood protection in Ithaca, N. Y. 2,000 w. 5 dr. 1 ill. 1 map. 1907. (111 Engineering' record, v­55, p­684­) Describes conditions at Cayuga lake and the work of confining Si\ Mile run to a safe channel. Francis, James B. Distribution of rain­fall during the great storm of October 3 and 4, 1869. 2,000 w. 1 folding map. 7p. of tables. (In Transactions of the American Society of Civil Engineers, v.7, p.224.) Data on a very heavy rain in eastern United States which caused great floods. During this storm the rainfall at Canton, Conn., was 12.35 inches. Hartford, Conn. f Report of the joint special committee of the court of common council on East side flood pro- tection, and that of city engineer Frederick L. Ford upon (1) а general plan for the abatement of the nuisance caused by freshets in the Connecticut river; (2) the improvement of sewerage facili- ties in the Colt meadow district; (3) the future disposal of sewage from the Franklin avenue sew- erage district; submitted to the court of common council on Oct. 12, 1908, Feb. 23 and March 8, 1909. 89 p. ioill. 12 folding pl. 1909. Two methods are applicable: “(1) Completion of the dyking around the unprotected area. (2) Raising of the entire inundated district.” The former scheme is favored in the present report, as has been the case also in previous reports of engineers and committees, extending over almost half a century. Former reports have disagreed as to loca~ tion and height of proposed dike. Present committee looks with disfavor on the scheme for raising the flooded area, on account of the expense and the diliiculty of securing coöperation of the property owners. Report includes careful study of rainfall and stream measurement and gives estimates of cost. Knowles, Morris, & Lehman, George M. Forest reserves in Appalachian mountains; report of special committee attending hearing before House committee on agriculture to the Chamber of Commerce of Pittsburgh. 8p. 1908. Ijlas reference t_o bill “.For acquiring national forests in the southern Appalachian and White mountains.” Authors of this report submitted evidence showrng increasing tendency to flooding of the Pittsburgh region, and in their conclu- sion strongly recommended support of the bill. Myers, E. W. Study of the Southern river floods of May and June, 1901. Ö3,600 w. 6ill. 1902. (In Engineer­ ing news, v.48, р.102.) Causes and effects of iioods in North Carolina and West Virginia. Pennsylvania-Water supply commission. Report. 1905-1908. 1907. Water companies.-Obstructions to streams.-Hydi­ographic features of Pennsylvania.-Deforestation and its eiïects on stream flow.-Floods.--Water power.-1908: Inactive water companies.-Obstructions to streams.-Methods of bank protection.-Rainfall.-Drought.--Floods during 19 08.­Report of the engineer of the commission upon the causes and methods of relief from iioods in Turtle creek, Westmoreland and Allegheny counties. REFEREN CES TO FLOOD LITERATURE. 42 I Report of the New York Water Storage Commission. 1,400 w. 1903. (In Engineering news, v.49, p.115, 183.) Abstract. Commission was appointed in April, 1902, to investigate Hoods and their prevention. Recommends state supervision and control, entrustiiig the execution of the Work to a permanent commission. Favors in general water storage and channel regulation. Riegel, R. M. Paxton creek Hood controlling works, Harrisburg, Pa. 3,800 W. 4 dr. 3ill. 1910. (In En- gineering news, v.63, p.I96.) From “Cornell civil engineer,” Oct., 1909. Stream with drainage area of about 23 sq. mi. Control work begun May. 1908; finished Jan., 1909. Two Hoods have since occurred without causing trouble. Scheme provides protection by diversion to Susquehanna river through large Hood channel, With additional provision of a reseivoir with storage capacity sufficient to carry the Peak of the maximum Hood expected. Construction costs are given. System of protection of Corning, N. Y. from Hoods in the Chemung river. 2,500 W. 9ill. 1897. (In Engineering news, v.38, p.146.) Main feature is a low, sod­covered earth dike, eight feet wide on top with slopes of three to one on the river and two to one on the land side. Seven small streams flow into the river; most of these are led through the dike in closed conduits with Hap valve at end. West Virginia Hood. 500 w. 4 ill. 1901. (In Scientific American, v.85, p.43.) Devastation in Elkhorn valley and Pocahontas coal region, June 22-23, 1901. Zook, M. A. Flood repairs to the Lehigh & Susquehanna division of the Central Railroad of New ~Tersey. 1,000 w. 3ill. 1904. (In Engineering news, v.51, p.97.) Floods in Lehigh valley Dec. 15, 1901, and Feb. 28, 1902, damaged road-bed in many places and wrecked a num- bcr of bridges, notably at East Allentown and Easton. Pa. Western United States. Burton, I. R. Flood prevention and irrigation; twin ideas. 11p. 1903. (In North American review, v.177, p.522.) By United States senator from Kansas (1901-07), considering particularly that section. Can Hoods be prevented? 400 w. 1903. (ln Independent, v.55, pt.2, p.1474.) Editorial on conditions in western United States, favoring dams in ravines, forest protection, and especially the im- mediate establishment of a permanent reservoir system under government control. Clapp, W. B. and others. Flood of March, 1907, in the Sacramento and San Joaquin river basins, California. 50 p. 1 diag. zmaps. 1908. (In Transactions of the American Society of Civil Engineers, v.34, p.99.) Discussion, 31 p., p.367, 460. ‚ The flood problem of the Sacramento valley is a serious one. The authors, and many of those taking part in the discussion favor storage reservoirs. Damage by the March Hoods on the P. C. C. & St. L. 1,100 w. 4ill. 1897. (In Railroad ga- zette, v.29, p.336.) Serious damage to track and to many bridges by sudden rise of Miami and other rivers. Flood at Guthrie, Oklahoma. 1,100 W. 1897. (In Harper’s weekly, v.41, pt.1, p.499, 500.) Sudden and destructive Hood on Cottonwood river. Flood protection along Cherry creek in Denver, Colo. 1,400 w. 3 dr. 1908. (In Engineering record, v.57, p.175.) Tributary of South Platte river. Fall about 30 ft. per mile. _ _ ‚ Describes two continuous reinforced concrete retaining walls erected to form a new channel, with a uniform Width of 80 ft. and a minimum depth of 8 ft. Flood protection in Grand Rapids, Mich. 5,400 W. 2dr. 3ill. 1908. (In Engineering record, v-58, p­495­) Project includes extensive channel and shore improvement _and will create a valuable Water­power. Involves expen~ diture of $1,000,000 for Hood protection with $500,000 additional for sewers. Foote, A. D. Redemption of the great valley of California. 18 p. imap. 2dr. 1910. (In Transactions of the American Society of Civil Engineers, v.66, p.229.) Discussion, B5 p. The same, abstract. 4,000 W. 1 map. (In Engineering news, v.62, p.647.) Scheine combining Hood prevention and land fertilization by basin. irrigation.. Includes Sacramento, San Joaquin, Tulare and Kern valleys, and the bordering foot­hills. Proposes dividing up entire alluvial area of the valleys into 422 М ISCELLANEOUS . basins (10 to 20 miles long and 1 1:0 5 miles wide) by means of dykes parallel to the general land contours. During high water these basins are to be filled to a depth of several feet, thus affording a large storage capacity, securing irrigation and deposition of silt. Drainage is to be effected by channels paralleling the river on either side. Channel openings to be controlled by gates, more complete water distribution secured by movable dams, and inflow of mining waste prevented by debris barriers at intervals along the mountain streams. “Flood capacity of the river and escape channels would be somewhat more than 100,000 cu. ft. per sec. more than was ever required in the valley. . .It will take a number of years to complete the scheme and may require $75,000,000." Galveston flood. 600 w. 1900. (In Engineering news, v.44, p.196.) Considers rebuilding of city and suggests grade raising. Going, Charles B. Causes of floods in Western rivers. 1,800 w. iiill. 1895. (In Engineering magazine, v.8, p 1038.) Compares rivers of Atlantic seaboard with those west of Appalachian mountains. `(loing, Charles B. Effects of floods in Western rivers. 4,000 w. 1892, (In Engineering magazine, v.3, p.795.) Contrast with rivers of eastern United States. Harger, Charles Moreau. Recent floods of the middle West. 1,200 w. 8ill. 1903. (In American monthly review of re- views, v.28, p.74.) Johnston, Thomas T. The great waterway to connect Lake Michigan with the Mississippi river and its influence on floods in the Illinois river. 3,500 w. 10 diag. 1887. (In Journal of the Association of Engineering Societies, v.6, p.182.) Discussion by James A. Seddon. 1,200 W. Kenyon, W. J, Story of the Sacramento flood. 2,000 w. 3ill. 1907. (ln World to­day, v.12, p.632.) Flood in spring of 1907 in double valley of Sacramento and San Joaquin rivers. Popular account, mainly of rescues. VGives proposed schemes to prevent future floods. Land reclamation along the Illinois river. 1,500 w. 1 ill. 1 map. 1905. (In Engineering record, v.52, р.150.) I Methods for flood protection of about 80,000 acres of land several feet below high­water level. Levees, built by boom and bucket dredge, have withstood several floods. Noble, Alfred, and others. Plans for the protection of Galveston from floods. 2,200 w. 1 dr. imap. 1902. (In Engi- neering news, v.47, p.344.) Abstract of committee report. Recommends a concrete sea~viall more than three miles long. It is also proposed to raise level of city eight to twelve feet. Olesen, J. Y. Flood protection in the Kansas river valley at Kansas City. 3,000 w. 3 diag. 1 map. 1909. (In Engineering news, ‘1.62, р.82.) Watershed is 60,000 sq. mi., and channel at mouth can carry only 0.1 in. run-off per day from this area or 150,000 cu. ft. per sec. without danger of overflow. A drainage district has been established and will follow substantially the protective measures recommended by a board of army engineers in 1904, as follows: (1) Banks for a distance of 17,- 000 ft. above mouth to be protected by solid concrete walls, 30 ft. high above mean low water, resting on piles driven to bed rock; (2) Width between top of walls, 734 ft.; (3) River bed to be dredged free of all solid obstructions, 15 ft. below low water, thus allowing silt to be carried out by scour at high velocity of flood water; (4) А11 bridges limited to two piers 300 ft. c. to c.; (5) Above the 17,000 ft. limit earth embankments protected by riprap; (6) Levee and bank revetment along right bank of the Missouri. Report of the commission of engineers on the rectification of the Sacramento and San Joaquin rivers. 7,500 w. 1 map. 1905. (In Engineering news, v.53, p.250.) Expert report to the River Improvement and Drainage Association of California. Includes discussion of rejected propositions and outlines plan proposed by present commission. Gives estimates. About 1,700 square miles will be pro- tected froni floods. Robinson, A. F. Floods on the Santa Fe system. 600 W. 7 ill. 1904. (ln Railway age, v.38, p.85o.) Some remarkable results. lllustrates a masonry abutment weighing more than 600 tons which was carried 150 feet down stream without upsetting or cracking the masonry. Robinson, H. F. Report of the flood on the Zuni river, Sept. 6, 1909. 1,000 w. 1 map. 1 table. 1910. (In Engi- neering news, v.64, p.2o3.) Partial failure of Zuni dam, through undermining by passage of water beneath a lava cap Iwhich extended under spill- way. Resulted in settling of from 4 to 9 feet and leakage of 5,000 cu. ft. per sec. Drainage area above dam il 650 sq. mi. at elevations varying from 6,300 ft. at reservoir to 9,200 ft. on mountain tops. REFERENCES ТО FLOOD LITERATURE. 423. Stevens, John C. Water powers of the Cascade range; pt.1, southern Washington. 94 р. 3diag. 21 pl. 1910. (United States geological survey. Water supply paper 253.) Considers at some length the variations in stream flow and more briefly conditions affecting stream flow, and floods. United States-Engineer corps. Sacramento river, California; reports of examination and survey of Sacramento river, California, from its mouth to Feather river. 19p. 1908. (60th cong. 2d sess. House Doc. v.24.) Brief report with 26 maps. Includes estimates of cost of improvements. United States-Engineer corps. San Joaquin river, Stockton channel, etc., from San Francisco bay to Stockton, Cal.; reports of examination and survey. 18p. 1908. (60th cong. 2d sess. House Doc. v.25.) Brief report with 17 maps. Includes estimates of cost of projects for improvement of navigation. Whistler, John T. The Heppner disaster. 1,800 W. 1903. (In Engineering news, 1.50, р.53.) From report to United States geological survey. Sudden flood of June 14, 1903, at Heppner, Oregon, on Willow creek. In author’s opinion “the great destructive- ness of these so~called ‘cloud-bursts’ is due more to the rugged character 01 the topography, and the almost utter ab- sence oflvegetation, than to the unusual rainfall.” Other Rivers Breithaupt, W. H. Grand river, Ontario peninsula; effect of deforestation and swamp drainage. 2,000 w. 1 diag. zill. 1 map. 1905. (In Transactions of the Canadian Society of Civil Engineers, v.19, p.302.) Discussion, 400 W. “It is clear that precipitation in the peninsula is not materially affected by deforestation. . .The run­oiï is, how- ever, very directly affected.. . .The flow regulation of the river by means of large storage basins is for the present hardly practicable from an economical view point, and will not here be further considered.” Favors reforestation and leaving of swamps and marshes undrained. Campbell, R. E. Forests of Canada in relation to the water supply. 10 p. 1909. (In Official proceedings of the National Irrigation Congress, v.17, p.Io2.) Deals with a district in which the rivers and streams are subject to sudden floods, often disastrous. As a mo\e to- wards control of flood waters an examination is [1909] being made of possible reseri oir sites on some of the mam streams. Claims that forests “have a. . .beneñcial regulative effect on the stream flow.” Conway, G. R. G. Recent Hoods at Monterey, N. L., Mexico. 2,200 w. 1 diag. 1 dr. 5 ill. 2rnaps. 1909. (111 Engineering news, v.62, p.315.) Description of a disastrous flood with records of rainfall and run-oiï. Crowell, I. Foster. Characteristics of the Ravine du Sud in the island of Hayti, and plan for averting its overflow. 10,800 W. 1ill. 3 folding pl. 1891. (In Transactions of the American Society of Civil Engineers, V24, p­470~) . Discussion, 2,500 w. 1 diag. (In same, v.25, p. 343.) _ “The word ravine is here to be taken in its French si niûcance, implying a raging torrent, and not merely as а term of topographical configuration.” Recommends an artiflcia channel to lead flood waters to sea. Garriott, E. B. Storms, Hoods and cold waves of the year [1897]. 2,800 w. 1898. (In United `States--Weather bureau. Report, 1898, p.27.) The same. (In United States-Department of agriculture. Annual report, 1898, p.208.) Gives brief information on the most important floods of the year in the United States. Lewis, Samuel J. The Monterey flood and San Luisito bridge. 1,800 w. 4ill. 1 map. 1909. (In Mining and sci- entiñc press, v.99, p.494.) Flood in Santa Catarina river, Aug. 27, 1909. Drainage area is 2,000,000 acres, probably less than 10 per cent being covered with soil and vegetation. Conditions of rainfall and run-ofi~ are easily determined, but were not consid- ered in construction of the bridge destroyed in this flood. O’Hara, Thomas. Flood on Bluefields river banana lands. 500 W. 1896. (In United States consular reports. Sept. 1896, v.52, no.192, p.2o7.) Letter from British vice-consul at Bluefields, Nicaragua, to British consul at San Juan del Norte, sent by O’Hara. 424 FOREIGN R1vERs. Sluice box and flood gate construction; Fraser valley reclamation, British Columbia. 1,100 W. 1 ill. 1897. (In Engineering news, v.38, р.55.) Replacing others destroyed by floods. Traill, W. E. Nature on the rampage. 1,000 W. 1907. (In Canadian magazine, v.29, p.294.) Describes w1'iter’s impressions during ice flood at Hudson Bay Company’s post on Peace river, Canada, 1888. FOREIGN RIVERS. FLOODS AND METHODS OF FLOOD RELIEF. British Bateman, John Frederic. Flood Water of rivers. 900 W. 1863. (In Minutes of proceedings of the Institution of Civil Engineers, v.22, p.362.) Data on several English rivers. Bazalgette, Edward. Victoria, Albert and Chelsea embankments of the river Thames. 11,500 W. 2 folding pl. 1878. (In Minutes of proceedings of the Institution of Civil Engineers, v.54, p.1.) Discussion, 13,000 W. History and description of Thames improvement works, not limited to those indicated in title. Holds that increased flood and tide heights and consequent overflows are not due to embanknients. This view is supported by discussion. Broome, Jeremy. Floods. 1,800 W. 18 ill. 1897. (In Strand magazine, v.13, р.441.) Popular description of a number of Hoods, mostly in England and West Indies. England-Royal commission on canals and waterways. Report (ist-4th), 1906-11. v.i­i2. 1. Minutes of evidence and appendices thereto accompanying the first report. 470-I-111 p. 1906. Map of the canal systems and naiigable rivers of England and Wales. 2. Ireland. 321­l-54 p. 1907. Map of the canal systems and navigable rivers of Ireland. S 1 За England and Wales and Scotland. 643-i-217 p. 1908. Map of the canal systems and navigable rivers of cot an . 4. Returns, comprising the history, the extent., the capital of and the traffic and works on the canals and inland navigations of the United Kingdom. 510 p. 1908. Tables showing length, number of locks, number of tunnels, etc., in respect of each canal or navigation in England, Ireland, Scotland and Wales. 5. England and Wales and Scotland. 388-l-79 p. 1909. d (àl Foreign inquiry; report on the waterways of France, Belgium, Germany and Holland. 223 p. Numerous maps an ta es. Final report, England and Wales and Scotland. 237+29 p. 1909. 8. Appendices to the fourth and final report, England and Wales and Scotland. 24’? р. 1910. 9. Reports. . .on the cost of improving canal routes. 214 p. 1910. Includes statistical surveys of canal routes and many drawings showing longitudinal sections of canal routes. _ 10. Reports on the water supplies of canal routes. 241 р. 1911. Numerous diagrams, longitudinal sections and plans of routes showing existing canals, proposed alterations, sources of water­supply, reservoirs, streams and pump- ing stations and particulars of the catchment areas and rainfall stations. 11. Final report on the canals and inland navigations of Ireland. 91 p. 1911. Discusses history and present conditions, reasons for non­iniprovement by private enterprise, question of extensions and improvements, recommendations as to improvement and control. 12. Appendices to the final report on the canals and inland navigations of Ireland. 37 p. 1911. _ Exhaustive study of the waterways of the United Kingdom, and of considerable interest even though not dealing directly with Hood pre\ ention. Flood and its lessons. 2,500 W. (In Chamber’s journal, v.32, n.s. v.12, p.81.) Experiences and Hood conditions in England. Urges river and stream improvement and more attention to general drainage. Floods. 2,400 W. 1884. (In Nineteenth century, v.15, р.94.) Deals with conditions 111 England and duties of conservancy boards. Considers it “desirable to restrict floods within such limits as are possible without immoderate or disproportionate outlay.” Floods on English rivers. 1,500 W. 1903. (In Spectator, v.91, p.383.) “Present year (1903) has seen more Hoods than any recorded period of the same length.” Deals with their causes and phenomena. Forbes, Urquhart A. Prevention of Hoods, 3,000 W. 1881. (In Macmillan’s magazine, v.43, p.321.) Considers English rivers. Mentions several schemes for organization and supervision of work, favoring that proposed by Mr. Magniac­-to establish small boards for local work, larger boards representing the county, and a General Conserv- ancy Board to have charge of the whole. Does not deal with methods. Gloyne, R. M. Construction of the most recent Hood prevention works in Eastbourne. 2,500 W. 1897. (In Builder, v.72, p.532.) Author is the borough engineer. Describes works being constructed under his supervision to prevent the flooding of parts of the city. Mainly the abandonment of old sewerage systems and construction of a modern high-level system of greater capacity. REFERENCES ТО FLOOD LITERATURE. 425 Greaves, Charles. On evaporation and on percolation. 13,000 W. 3il1. 1876. (In Minutes of proceedings of the Institution of Civil Engineers, v.45, p.19.) ° Appendix, 20 p. Tables of rainfall, percolation and evaporation. Discussion, 30,000 W. p. 48. Considers also paper by Symons, Includes causes of floods and storage of flood water, with reference to conditions in England. Jacob, Arthur. ' Conservancy of rivers; the valley of the Irwell. 16p. I folding pl. 1881. (In Minutes of pro- ceedings of the Institution of Civil Engineers, v.67, p.233.) Discussion and correspondence, 82 p. 3 ill. p.249. Considers also paper by Wheeler. Defines river conservancy in its broadest sense, but deals with only one phase-ilood abatement. Lauder, Sir Thomas Dick. Account of the great floods of August, 1829, in the province of Moray and adjoining districts. 25 р. 1830. (In Westminster review, v.13, p.350.) Review of book with above title, published by Adam Black, Edinburgh, 1830. 418 р. Management of rivers, 1,100 w. 1880. (In Engineer, London, ‘1.50, р.445.) Editorial plea for more efficient regulation of English rivers. Partial reference to iiood prevention. Prevention of floods. 1,500 w. 1880. ( In Engineer, London, v. 50, p.388.) The same. (In Van Nostrand’s engineering magazine, v.24, p.131.) Editoria] outline of plans for organization and administration of the work in England. Symons, George James. On the floods in England and Wales during 1875, and on water economy. 8,000 w, 1 ill. 6 rain- fall maps. (In Minutes of proceedings of the Institution of Civil Engineers, v.45, p.1.) Appendix, 4 p. Rainfall tables. Discussion, 30,000 w. p.48. Considers also paper by Greaves. “The number as well as the volume of the floods of 187 5 hai ing been extremely unusual, the author has been led to believe that a brief record of their causes and effects, together with some remarks on other great floods of the past and present centuries, might be acceptable.” Wheeler, William Henry. Conservancy of rivers; the eastern Midland district of England. 32 p. 1 folding pl. 1881. (In Minutes of proceedings of the Institution of Civil Engineers, v.67, p.2o1.) Discussion and correspondence, 82 p. 3 ill. p.249. Considers also paper by Jacob. _ _ . Rivers here dealt with are typical of the drainage systems of fiat districts of permeable strata, discharging into sandy estuaries; with small rainfall and no mountain torrents. Points to the advantage of a comprehensive general scheme of flood control over local attempts. Cause of Floods, p.217, 250. French See also Flood Prediction. Belgrand, E. Note sur le groupe de pluies du 21 au 24 juin 1875; crue de la Garonne; désastres de Toulouse. 4,5o0w. 1876. (In Comptes rendus des séances de l’Académie des sciences, v.81, p.1o17, 1082, 1168.) The saine, condensed translation. `300 W. (In Minutes of proceedings of the Institution of Civil Engineers, v.44, p.261.) Floods of the Garonne and other rivers in France. Belgrand, E. Note sur les crues de la Seine et de ses affluents. 5,000 w. 1872. (In Comptes rendus des séances de l’Académie des sciences, v.75, р.1584, 1675.) Extract from his book, “La Seine; études hydrologiques.” Belgrand, E. La Seine; études hydrologiques. 1,500 w. 1873. (In Comptes rendus des séances de l’Académie des Sciences, v.76, р.1172.) Review of his book with above title, which deals in part with floods. Belgrand, E. Sur la crue de la Seine de février-mars 1876. 1,000 w. 1876. (In Comptes rendus des séances de l’Académie des sciences, v.82, p.596.) The saine, condensed translation. 200 w. (In Minutes of proceedings of the Institution of Civil Engineers, v.44, p.262.) Causes and comparison with floods of other French rivers. 426 FOREIGN RIVERS. Belgrand, E. Sur la crue de la Seine et sur les moyens de préserver Paris des débordements du fleuve. 2,000 W. 1876. (In Comptes rendus des séances de l’Académie des sciences, v.82, p.Io86.) The saine, condensed translation. 500 W. (In Minutes of proceedings of the Institution of Civil Engineers, v.46, p.299.) Points out advisability of raising quays and of cutting off, in flood time, all connection between river and present sewers, removing sewage either by pumping or by discharging further down the river. Belgrand, E. Sur la crue de la Seine, le 23 janvier 1873. 300 W. 1873. (In Comptes rendus des séances de l’Académie des sciences, v.76, p.I89.) Measurements and observation. Belgrand, E. Sur le débit de la Seine et sur la crue du I7 mars I876. 300 W. 1876. (In Comptes rendus des séances de l’Académie des sciences, v.82, p.659.) The same, translated. (In Minutes of proceedings of the Institution of Civil Engineers, v.45, p.3o8.) Comparison with other Seine Hoods. Possibility of accurate ñood prediction. Belgrand, E. & Lemoine, G. ‘ Etude de la grande crue de la Seine en mars 1876. 12,000 W. 1877. (In Annales des ponts et chaussées, mémoires, ser.5, v.I3, р.435.) The saine, condensed translation. 400 W. (In Minutes of proceedings of the Institution of Civil Engineers, v. 50, p.22I.) Greatest since 1807. Below Paris slight damage was done. '1`his is attributed to absence of embankments and to the ample Warnings 31‘ еп Ьу the Hydrological department. Dumas, A. Crue de la Seine, de janvier, 1910. 9,000 w. 4diag. 2dr. Ioill. `gmaps. 1910. (In Génie civil, v.56, р.257.) Reviews history of the 6006 and gives measurements of recent and former ñoods. Dumas, A. Eiïets de la crue de la Seine du 28 janvier 1910 dans Paris et sa banlieue. 7,500 W. 5diag. 4dr. Ioill. zmaps. 1910. (In Génie civil, v56, р.397.) Descripti\e article dealing with temporary and permanent eiïects. Dumas, A. Rapport de la commission chargée de rechercher les causes des inondations et les moyens d’en empêcher le retour. 7,000 W. zdiag. I map. 1910. (In Génie civil, v.56, p.283.) Review of an extensive report, embodying 20 questions to be referred to experts, either members of the commission or sub-committees. Engineering features of the recent iioods in Paris. 4,500 W. I diag. I dr. 6ill. Imap. 1910. (In Engineering news, v.63, р.327.) Causes, effects and descriptive data. Editorial, 400 w., p.343. Floods in the Seine. 3,500 W. I map. 1910. (In Engineering, v.89, p. 149.) Comparison of recent and former floods. Conditions and causes oí fiood of Jan., 1910. Great Paris flood. 500 W. 14 ill. 1910. (In Scientific American supplement, v.69, р.129.) Descriptive article reprinted from “New York Sun.” Harcourt, Leveson Francis Vernon­. River Seine. 48p. 4 folding р1. 1886. (In Minutes of proceedings of the Institution of Civil Engineers, v.84, p.2Io.) ’ Discussion and correspondence, 102 p. 9 ill. Includes rainfall, floods of the Seine and prediction of floods. Jollois. Mémoire sur les crues de la Loire supérieure. 25 р. 1880. (In Annales des ponts et chaussées, mémoires, ser.6, ‘т, 11273.) Tables, 22 р. Describes upper Loire and its branches, rainfall and flood calculation. Divides floods of this region into four types, describing each. REFERENCES TO FLOOD LITERATURE. M., P. W. S. Floods in France. 4,500 w. 1876. (In Leisure hour, v.25, р.б8.) Value of Hood prediction; causes and prevention of Hoods. Miller, Warren H. Fighting the Paris Hood. 2,900 W. 4ill. 1910. (In Engineering record, v.61, p.24o.) Description of the Hood of Jan., 1910, the most destructive in the history of Paris and the highest since 1658. Briefly outlines precautionary measures during Hood stage. Moore, Barrington. Checking Hoods in the French Alps. 2,300 w. 9ill. 1910. (In American forestry, v.16, p.199.) tain ls)1<(:)fî)<Í:i‘Si'bes and illustrates work of barrage construction in mountain streams, and of gradual reforestation of moun- Paris Hood. 600 w. 1910. (In Engineering news, v.63, p.133.) Discussion of Hood of Jan., 1910. Paris Hoods and their prevention. 400 w. 1910. (ln Scientific American supplement, v.69, p.217.) Popular review of proposed work. Proposed structures to prevent future damage from Hoods at Paris. 400w. 1910. (ln Engi- neering news, v.64, p.91.) Abstract of report of the commission of engineers appointed following the Hood of Jan., 1910. _ Proposes a thorough study of entire drainage area of the Seine; treatment of Seine channel and banks through Paris; raising of certain quay walls two feet above Hood height of 1910; construction of sewer valves; thorough waterproofing of subways; and con- struction of by­pass canal to carry part of Hood water around the city. Reforestation is discussed and considered advisable. Roberts, Thomas P. Floods inthe river Seine; remarks on proposed means to mitigate Hood conditions at Paris. 20 р. 1 шар. 1910. (In Proceedings of the Engineers’ Society of Western Pennsylvania, v.26, p.25.) With discussion. Considers soil conditions and other features of the Seine basin, giving some comparison with American streams. Of- fers suggestions for ameliorating Hood conditions, but makes no definite reconimendations. Mentions raising level of city, deepening and straightening of channel, etc. Das Seine­Hochwasser in Paris von Januar 1910. 2,000 w. 2diag. imap. ztables. 1910. (ln Zeitschrift des österreichischen ingenieur-und architekten vereins, v.62, p.174.) Description and comparison with other Seine Hoods. Soper, George A. Water supply, sewerage and subways of Paris in relation to the present Hoods. 6,000 W. 8dr. 4 ill. 1910. (In Engineering news, ‘1.63, р.144.) Considers hydrology of the Seine, subterranean structures, population and city plan, dual water-supply, sewers, sewage farms, subways and danger of epidemic. Editorial, 600 w., p.133. German See also Ice and its Eñects Beyerhaus, Eduard. Der Rhein von Strassburg bis zur holländischen grenze in technischer und wirthschaft- licher beziehung. 128 p. 7folding pl. 1902. Describes the regulation work dcne on the Rhine and the various harbors established. Statistical information con- cerning freight handled, number of vessels employed, etc., is given, together with a discussion of the influence of the river on the industrial life of the district. Numerous maps and plans are included. Intze, O. Talsperrenanlagen in Rheinland und Westfalen, Schlesien und Böhmen. 48 p. 4dr. i3ill. lI904?l Pamphlet describing exhibit of Königlich preussischen ministeriums der öffentlichen arbeiten, at St. Louis Exposi- tion, 1904. Deals with work since 1889. Jasmund, R. Die arbeiten der Rheinstrombauverwaltung, 1851-1900; denkschrift anlässlich des 50 jährigen bestehens der Rheinstrombauverwaltung und bericht über die verwendung der seit 1880 zur regulier- ung des Rheinstroms bewilligten ausserordentlichen geldmittel; nach amtlichen materialien bearbeitet. 242 p. 234 ill. [1901.] Detailed description of the Rhine regulation work as carricd_ out in 1851-1900. Contains numerous maps, plans, photographs, etc., showing the condition of the river at various times and places, methods and machinery used. Costs of various portions of the work are given. Keller, Hermann, ed. Memel-, Pregel- und Weichselstrom; ihre stromgebiete und ihre wichtigsten nebenñiísse; eine 428 FOREIGN RIVERS. hydrographische, wasserwirthschaftliche und wasserrechtliche darstellung; im auftrage des preus- sischen wasser-ausschusses hrsg. 6v. 1899. Reimer. v.1. Stromgebiete und gewässer. v.2. Memel- und Pregelstroni. v.3. Weichselstrom in Schlesien und Polen. v.4. Weichselstrom in Preussen. v.5. Tabellenband. v.6. Kartenbeilagen. _ _ _ Very complete study of physical and economic conditions in the drainage basins of these rivers. Statistical, meteor- oîogical and hydrographie data are tabulated and numerous large hy drographic, geological and economic charts are in- c uded. Keller, Hermann, ed. Weser und Ems; ihre stromgebiete und ihre wichtigsten nebenfliisse; eine hydrographische was- serwirthschaftliclie und` wasserrechtliche darstellung; im auftrage des preussischen wasser-ausschusses hrsg. 6v. 1901. Reimer. v 1 Stromgebiete und gewìisser. v 2 Quell- und nebenfliisse der Weser (ohne Aller). v.3. Die Weser von Münden bis Geestemünde. v 4. Die Aller und die Ems. v.5. Tabellenband. v.6. Kartenbeilagen. Thorough study of hydrographie conditions in their drainage basins and of their effect on the industrial development of the region. Statistical data of a hydrographie and meteorological nature are tabulated and good geological and hydro- graphic maps and charts are included. Maillet, Edmund. Etude hydrologique du Rhin allemand et du Main, les crues et leur prévision. 22 р. imap. 1903. (In Annales des ponts et chaussées, mémoires, ser.8, ‘по, р.200.) Abstract of a 430 p. folio report which iniestigates in detail the fiood conditions in these two river valleys. Rolofî, P. Statistische nachweisungen über ausgefiihrte wasserbauten des preussischen staates. 136 p. Ill. 1907. “Umgeaibeiteter und erweiterter abdruck aus der Zeitschrift für bauwesen, jahrgarig 1900, 1901 und 1904.” _ Tabulated statistics showing the cost of much of the construction work carried out since 1890. Includes river reg- ulation, harbors, dikes, retaining walls, locks, weirs, highways, bridges, aqueducts, siplion _aqueducts, inverted siphons, safety gates, etc. Total cost and detailed cost of the main portions of each work are given, with brief descriptions and sketches showing their exact character. Sympher, Arthur Leo. Die neuen wasserwirtschaftlichen gesetze in Preussen; im auftrage des preussischen herrn min- isters der öffentlichen arbeiten für den X. Internationalen Schiffahrt-Kongress in Mailand zusam- mengestellt. I08p. 1905. Gives the text of five Prussian laws passed in 1904 and 1905, relating to the improvement of internal waterways and the prevention of floods, with brief explanations of the conditions which have existed and which these laws are intended to modify. Italian Adams, Frank D. Embankments of the river Po. 1,500 W. 1896. (In Science, v.26, 11.5. v.3, p.759.) Criticizes Lyell’s statement that river­bed has risen till it is higher than plains on either side. Danger from Po fioods is minimized by irrigating ditches and by system of secondary enibankments. Asta, D. On the prevention of floods in rivers. 1,500 w. 1883. (In Minutes of proceedings of the Insti- tution of Civil Engineers, v.76, p.395.) Abstract from “Il Politecnico,” 1883, p.470. . Discusses various methods. Considers it inadvisable to abandon the existing systems of embankments on Italian rivers and deems the maintenance and improvement of these embaiikmeiits the best solution. Barilari. Survey of the course of the Po. 1,600 W. 1877. (In Minutes of proceedings of the Institution of Civil Engineers, v.49, р.330.) Abstract from “Giornale del genio civile,” ‘214, р.611. Work of commission appointed following the great floods of 1872. _ Artificial banks were considered inapplicable and the object sought was reduction of flood volumes, от: at least_ an arrest of their increase. Involves investigation of: forest conditions; construction of storage basins; diversion of tribu- taries; channel rectification and improvement of mouths of river. Gallìzia, P. _ . Floods of the river Po in the nineteenth century. 1,000 W. 1878. (In Minutes of proceedings of the Institution of Civil Engineers, v.54, p.3o0.) _ Abstract from “Giornale del genio civile,” v.16, p.3, 41, 125. _ _ _ _ 1 Original gives very full data on floods and flood measurements. Relief is anticipated through passa_ge_0f forest aw and through scour to be secured by the construction of discharge channels as far as possible into the Adriatic. REFERENCES TO FLOOD LITERATURE. 429 Pareto, R. On the works proper to prevent the inundations of the Tiber in the city of Rome. 2,000 w. 1877. (In Minutes of proceedings of the Institution of Civil Engineers, v.49, p.334.) ‘ Abstract from “Giornale del genio civile,” v.­14, p.84, 97, 175, 209, 258. Favorable and unfavorable features of the following plans: reforestation of river banks; storage reservoirs; total devia»- tion of 'll‘)ibe1i;; partial deviation of Tiber; limitation of the How of river admitted to city; rectification of channel; addi» tions to an ‘з. Report of the Commission for preventing inundation from the Tiber in the city of Rome. 300 w. 1877. (In Minutes of proceedings of the Institution of Civil Engineers, v.49, p.333.) Abstract from “Giornale del genio civile,” v.14, p.37 9, 419. ‘ Details of 19 submitted plans. Recommends channel regulation above and within the city. Shelford, William. On rivers flowing into tideless seas, illustrated by the river Tiber. 9,000 w. 4diag. 1885. (In Minutes of proceedings of the Institution of Civil Engineers, v.82, p.2.) Discussion and correspondence, 50 p. 4 ill. Has a section on protection of Rome from inundation. L, Vescovali, Angelo. Hydrometric observations on the river Tiber. 1.200 w. 1875. (In Minutes of proceedings of the Institution of Civil Engineers, v.43, p.356.) Abstract from “Giornale del genio civile,” June, July, August, 1875, 80 p. 6 pl. Comparison of various floods. Shows how deepening and straightening of channel will lead to great reduction of flood-level. Miscellaneous Boyle, Richard Vicars. ‘ On the flood of September 16th, 1878, in the Rokugo river. 300 W. 1881. (In Minutes of pro- ceedings of the Institution of Civil Engineers, v.68, p.228.) Appendix to paper on Rokugo river bridge (Tokio­Yokohama railway) which withstood this Hood. Davis, W. M. Gohna landslip. 300 w. 1897. (In Science, v.28, n. s. v.5, p.437.) In 1893 an immense landslide in the Himalayas dammed a narrow valley and caused formation of a lake. During rainy season of following year this natural dam failed. In anticipation of the Hood, bridges were dismantled and tele- graphic service established with lower valley. Loss was therefore very light. De la Brosse, R. Note sur le régime de la Theiss et les digues de Szegedin. 37 p. ioill. 1890. (In Annales des ponts et chaussées, mémoires, ser.6, v.20, p.512.) Describes plains of Hungary and construction of protective works for the town of Szegedin. Gohna landslip and flood. 4,000 w. 1896. (In Engineer, London, v.81, p.413.) Gonda, B. On the means for protecting the county of Torontál (Hungary) from the inundations by the rivers Theiss and Mafos. 300 w. 1876. (In Minutes of proceedings of the Institution of Civil En- gineers, v.46, p.296.) Abstract from “Journal of the Hungarian Society of Engineers and Architects,” v.6, p.27 6. Embankments have several times been partly or wholly destroyed. Besides strengthening these, the Theiss is to be connected to several canal systems and some channel improvements made. Gordon, Robert. Hydraulic work in the Irawadi delta. 31 p. 3diag. 1893. (In Minutes of proceedings of the Institution of Civil Engineers, ‘ы 13, p.276.) Appendixes, 6 p. Tables of discharge, Hood heights, etc. Extensive embankments and their effect on Hoods. а Howden, Andrew Cassels. Floods in the Nerbudda valley, with remarks on monsoon floods in India generally. 5,000 w. 1 folding pl. 1868. (In Minutes of proceedings of the Institution of Civil Engineers, v.27, p.218.) Discussion, 23,000 w. p.229. Considers also paper by O’Connell. (See reference under General.) Effect of various natural "Hood­regulators”-lakes, swamps, glaciers, p.230, 243; cracks and fissures in dry earth, p.247; forests, p.255. Kohut, Moriz. Die Oppa-regulierung in Jägerndorf. 1,600 w. 1 dr. 1 map. 1901. (In Zeitschrift des Öster- reichischen Ingenieur­und Architekten­Vereines, v.53, pt.2. p. 640.) Dike protection for a Bohemian town. ‘ 430 FOREIGN RIVERS. Lauda, Ernst. Das generelle regierungsprojekt für die ergänzung der hochwassershutzmassnahmen in der Wiener Donaustromstrecke. 7,500W. 17 diag. 1 dr. 2tables. 1910. (In Zeitschrift des Öster- reichischen Ingenieur-und Architekten­Vereines, V62, p.437.) Lauda, Ernst. Schutz von Wien gegen die hochwasser der Donau. 7,500 W. 5diag. 5ill. 11 tables. 1910. (In Zeitschrift des Österreichischen Ingenieur-und Architekten­Vereines, v.62, p.457.) Lauda, Ernst. Schutz von Wien gegen die hochwassergefahren der Donau. 2,o00w. 5diag. 1 table. 1910. (In Zeitschrift des Österreichischen Ingenieur-und Architekten­Vereines, v.62, p.772.) List, G. H. Flood damages, N. W. R., India. 1,800 W. 5 ill. 1906. (In Engineer, London, v.I01, p.336.) Flood in July, 1892, caused by a rainfall of 11 inches in six days. Bridges, track and retaining walls on the North-Western railway were washed out. Morrison, G. James. On the breach in the embankment of the Yellow river. 5,700 W. 3 ill. 2maps. 1893. (In En- gineering, v.55, p.263, 295.) Flood of 1887. Methods of repairing a large break. Nile Hoods and monsoon rains. 1,300 W. 1900. (In Nature, v.62, p.391.) Attempts to trace a connection between the extent of the Nile floods and the abundance or deficiency of те monsoon rainfall in India. Makes a plea for further scientific research in the hope of finding some means of dealing with this prob- lem. Prout, I-I. G. Modern miracle. 800 W. 3diag. 1897. (In McClure’s magazine, ‘но, р.45.) Describes landslide and flood at Gohna, India, on a branch of the Ganges, 1893-94. Ritter von Wex, Gustav. Ueber die Donau-regulierung bei Wien. 9,000 W. 1876. (In Zeitschrift rdes Österreichischen Ingenieur-und Architekten­Vereines, v.28, p.77.) The same, condensed translation. (In Minutes of proceedings of the Institution of Civil Engi- neers, v.46, p.294.) Effect of iioods caused principally by ice jams. Singer, Max. Uber Flussregime und Thalsperrenbau in den Ostalpen. 16,500 W. zdiag, 6dr. 6ill. 1909. (ln Zeitschrift des Österreichischen Ingenieur-und Architekten­Vereines, v.61, p.797, 813.) Some mountain torrents of Switzerland. 2,800 W. 25 diag. and ill. 1900. (In Engineer, London, v.88, p.106, 118, 159, 168, 188, 189, 192.) Problems of regulation and control. These streams are dangerous by reason of the suddenness of their floods. Starling, William. Regulation of the Yellow river. 4,000 W. 2 dr. 17ill. 1900. (In Engineering magazine, v.2o, р‚з7з‚) Concludes that regulation is entirely feasible, though the work thus far has not been intelligently done. “Sometimes the dikes are superiiuously high and strong, sometimes they are altogether insuliicient. They are always neglected. The river is suffered to get dangerously close to them, by bank erosion. The slopes are not protected by grass. . .and they are cut up by travel.” W.aldv0gel, Anton. Wien von den hochiiuten der Donau dauernd bedroht. 9,000 W. 12 diag. 4dr. 6i1l. 6maps. 1910. (In Zeitschrift des Österreichischen Ingenieur-und Architekten­Vereines, v. 62, p.497, 765.) Discussion, 20,000 w. 7 dr. 1 map. Outlines history of Danube ñoods, shows Vienna’s danger and discusses protective measures. Walzel, A. Ueber die in Vorjahre von der Oesterr. Nordwestbahn getroffenen massnahmen gegen eine ueberfluthung des bahndammes zwischen Bisamberg 'und Stockerau. 4,500 W. 4ill. imap. (ln Zeitschrift des Österreichischen Ingenieur-und Architekten­Vereines, v.52, p.173.) Describes effective precautions taken. REFERENCES то FLooD LITERATURE. 431 Williams, Cyrus John Richard. ` Floods in the Brisbane river [Australia], and a system of predicting their heights and times. 2,800w. 2diag. Imap. 1899. (In Minutes of proceedings of the Institution of Civil Engineers, v.136, p.268.) The same, condensed. 1,800 W. (In Engineering record, ‘1.40, р.3б5.) Appendix, 4 p. In wet weather the observers send telegraphic reports daily, and with increased frequency until hourly reports are sent during dangerously high water. From these readings hydrographs are plotted and heights predicted for any point in advance of the maximum stage. Appendix compares observed heights of various Hoods with results computed by author’s system. GENERAL Belpaire, Théodore. On the advance of Hoods and on the inHuence of works of river improvement. 1,200 W. 1881. (In Minutes of proceedings of the Institution of Civil Engineers, v.66, p.405.) Considers effect of rectification on hypothetical river of small size. Concludes that works of improvement accelerate propagation of the Hoods as long as discharge is less than that which causes overflow of improved channel. Davis, Arthur P. National irrigation and Hood control. 1,600 W. 1908. (In Engineering record, v.58, p.554.) By chief engineer United States reclamation service. Gives brief data on 27 projects in course of construction, 20‘ of which provide Hood storage. Flamant, and others. Préservation des basses régions contre l’envahissenient des eaux. 30 p. 1909. (In Annales des ponts et chaussées, mémoires, septembre-octobre, 1909, ser.8, v.41, p.91.) Report at Eleventh International Congress of Navigation, St. Petersburg, 1908. Discusses at some length the reports gf lêvaìssay for Austria­Hungary, Ockerson for the United States, Troté for France, Rytel for Russia and a general report y o ovnine. Floods. 450 W. 1906. (In Nelson’s encyclopaedia, v.5, р.76.) Floods through the failure of natural barriers. 1,500 w. 1889. (In Engineering news, v.22,p.81.) Calls attention to dangers of this sort and gives two instances of Vermont lakes which broke through their banks and caused sudden Hoods of considerable proportions. Francis, _lames B. ~ On the effect of a rapidly increasing supply of water to a stream on the How below the point of supply. 3,000 W. 1889. (In Transactions of the American Society of Civil Engineers, ‘1.21, р.558.) Godbey, A. Н. Great disasters and horrors in the world’s history. 612 p. 111. 1890. Includes Johnstown Hood, Hoods in southern United States, in Holland, China and Japan. Description only. Holliday, Alex R. Control of Hood Water at a small reservoir. 600 W. 2dr. 1908. (In Engineering news, ‘ибо, р.152.) ‚ .. Methods applicable to diversion of storm water on small scale. Hutton, William R. On the determination of the Hood discharge of rivers and of the backwater caused by contrac- tions. 30p. 5pl. 1881. (In Transactions of the American Society of Civil Engineers, ‘мы, p.211.) Discussion. As proof of the variation in expert evidence on this subject author goes at length into the ‘.‘Elmira. crossing case,” where the N. Y. L. 8; W. R. R. sought to cross the N. Y. L E. За W. at Chemung, necessitating high embankments across the Chemung valley. La Brosse, R. de. . Dispositions à donner aux barrages des rivieres à grandes variations de débit et eventuellement à fort charriage de glaces, de manière à menager les intérêts de la navigation et de l’industrie. 36 p. 1909. (In Annales des ponts et chaussées, mémoires, mai-juin, 1909, ser.8, v.39, p.129.) Report at Eleventh International Congress of Navigation at St. Petersburg, 1908. Discusses seven reports on the above subject, including one for the United States by Maj. W. L. Sibert. Liability of city confining Hood Waters within banks of stream. 150 W. 1910. (In Engineering news, v.64, p.485.) Note from “Case and comment,” Oct., 1910. Recent Iowa decision (Walters v. Marshalltown, 120 N. W. 1046) holding that a municipality having raised a street grade so as to confine Hood water of a stream to the channel, is not liable for damage thereby inflicted upon lower riparian property. 432 GENERAL. Lyell, Sir Charles. Floods. 3,200 w. 1892. (In his Principles of geology, ed.11, rev., v.1, p.344.) Brief description of floods in Scotland, ltaly and United States. Newell, F. H. Hydrography of the arid regions. 159 p. 106 diag. 4ill. 3maps. 1892. (In United States- Geological survey. Annual report, ‘мы, pt.2, p.213.) Arid regions of the United States. Includes (p.227) relative amount of flood waters; time of floods; intensity of floods; rainfall and river flow. O’Connell, Peter Pierce Lyons. On the relation of the fresh-water floods of rivers to the areas and physical features of their basins, and on a method of classifying rivers and streams with reference to the magnitude of their floods. 5,000 w. 2 folding pl. 1868. (In Minutes of proceedings of the Institution of Civil Engi- neers, v.27, р.204.) Appendix 3p. Table of physical features of certain rivers. Discussion, 23,000 iv. p.229. Considers also paper by Howden. (See Howden, under Foreign river floods, Miscel- laneous.) Pollak, Ignaz. Ueber flussregulierungen. 6,800 w. 6 diag. 1900. (In Zeitschrift des Österreichischen Ingenieur- und Architekten-Vereines, v. 52, p.477.) Channel rectification alone is inadequate for prevention of floods. Preliminary report of the Inland Waterways Commission. 4,800 w. 1908. (In Engineering news, vso, 11-247.) Condensed form of presidents message and report of commission. Prevention of floods. 1,500 w. 1880. (ln Engineer, London, v.5o, p.351.) Editorial. Presents urgency of river improvement for the mitigation of floods. River Engineering. 13,000 w. 22 dr. 1886. (In Encyclopaedia Britannica, v.2o, p. 571.) Includes floods, their classification, causes, extent oi’ prevention and the various methods. Salisbury, Rollin D. Work of running water. 60p. Ill. 1907. (In his Physiography, p.114.) A few illustrations of floods. Vauthier, I... L. De l’influence des travaux de régularisation sur le régime des rivières, notamment en ce qui touche les inondations. 53 p. 1901. (In Annales des ponts et chaussées, mémoires, ser.8, v.1, 2 tri- mestre, p.108.) Paper at Eighth International Congress of Navigation. APPENDIX No. 8. RECEIPTS AND EXPENDITURES. As stated elsewhere in this report, one of the ñrst problems that confronted the Commission was the raising of sufficient funds to defray the expense of the investiga- tions. The Chamber of Commerce, the parent of the Commission, contributed $1,000 as a preliminary fund. Various methods of raising the required fund were suggested and dis- cussed, and at a meeting of the Finance Committee, held May 3, 1909, it was decided to make a request of property owners in the flood district to contribute on the basis of one mill on each dollar of the assessed valuation of their property, including buildings. These valuations were procured from the City Assessor’s office, and the Commission at once proceeded to solicit contributions on the above basis. The amount contributed on this basis is shown in the financial statement as receipts “From Property Owners in Flood District,” and the names of the contributors will be found in Appendix No. 9 under “Property Contributors.” After the Commission had made some progress it was apparent that many individuals and business concerns not owning property in the flood district, but indirectly affected by floods, were willing to aid the cause. From this source the receipts under the heading “General Contributions” were received. The names of those contributing in this way will be found in Appendix No. 9, under “General Contributors.” It was later decided, in order that the Commission might have a large and representa- tive organization of men particularly interested in the work, to increase the membership and to request those who became members to contribute $2 50 each. The receipts from those who contributed and became members are shown in the financial statement as “Membership Contributions,” and the names of such contributors are given in Appendix N 0. 9 under “Membership Contributors.” The City of Pittsburgh and the County of Allegheny have also contributed very gen- erously to the Commission, as shown in the financial statement, and as noted at the be- ginning of this report under “History and Objects of the Commission.” The following is a brief summary of the receipts and expenditures of the Commission from November 2, 1908, to February 1, 1912. RECEIPTS. Chamber of Commerce . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 1,000.00 From property owners in flood district . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 55,380.07 General contributions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,600.00 Membership contributions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6,990.00 City of Pittsburgh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 51‚455.53 County of Allegheny . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 7,500.00 Interest earned . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 191.01 Total receipts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $124,11б.61 Balance on hand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 13,532.84 Total expenditures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1 10,583.77 434 RECEIPTS AND EXPENDITURES. EXPENDITURES. ENGINEERING. OFFICE EXPENSE Clerical services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. $ 1,831.78 Rent, maintenance, supplies and furniture . . . . . . . . . . . . . . . . . . . . . .. 1,820.95 Stationery and printing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 350.82 Postage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 200.58 INvEsr1cA'r10Ns Engineering supplies (field and office) . . . . . . . . . . . . . . . . . . . . . . . . ._ 765.82 Field equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 879.48 Drafting equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 221.55 'i‘Municipa1ity investigations: City Surveys, including drafting, etc . . . . . . . . . . . . . . . . . . . . . .. 8,241.00 Forestry investigations : Examination of forest conditions on Allegheny and Monon- gahela Basins by the U, S. Department of Agriculture. . . . 1,500.00 Stream investigations: Appropriated to Water Supply Commission of Pennsylvania for establishing and maintaining stream gaging stations.. .. $ 630.93 Gaging stations maintained by Flood Commissision . . . . . . . . . . . . .. 606.00 Hydrography (Held­and office) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2,625.91 ———— 3,862.84 tReservoir investigations: Field surveys, drafting, estimates, etc. (salaries, subsistence, and traveling expenses) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 38,385.04 ‘i’General engineering: Salary and traveling expenses of Engineer in Charge and salary of Principal Assistant Engineer . . . . . . . . . . . . . . . . . .. 9,214.64 iWork on Engineers’ Report, salaries (since March 1, 1911) . . . .. 10,096.29 *Publication of report . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ORGANIZATION. OFFICE EXPENSE Clerical services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1,831.78 Rent, maintenance, supplies and furniture . . . . . . . . . . . . . . . . . . . . . .. 2,056.75 Stationery and printing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 350.82 Postage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .‘ . . . . . . . . . . . . . . . . . . . . . . 200.58 FINANCING AND ORGANIZATION Salaries of Executive Director and Executive Secretary and ex- penses of Executive Director While financing the work; also expenses for luncheons, stereopticon lectures, printing, special stenographic and clerical Work, and all other expenses incident thereto . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22,281.42 CoNs'rRUC'rIvI«: CAMPAIGN Salaries and expenses of Executive Director and Executive Secre- tary; also expense incurred in sending committees to Wash- ington, D. C., Harrisburg, Pa., Charleston, W,Va., Annapolis, Md., and other points, in the interest of legislation . . . . . . . . .. 6,491.63 Total . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. NOTES: Actual survey work began July, 1909, and ended September, 1910. 77‚37О‹79 33.21298 $110,583.77 The items under the headings “Office Expense” have been divided about equally between “Еп- gineering” and “Organization” TT he salary of the Engineer in Charge 'has been apportioned among these items. *The County of Allegheny has agreed to appropriate $10,000 in 1912 to cover the cost of print- ing and publishing this report. APPENDIX No. 9. CONTRIBUTORS TO FLOOD COMMISSION FUND. December 2, 1908, to February 1, 1912. Adams Co., S. Jarvis Adderton, I. W. Alexander Heirs, George American Bridge Co. American Foundry Co. American Locomotive Co. American Reduction Co. American Sheet & Tin Plate Co. American Steel & Wire Co. Anderson, H. C. Anthes, Carrie B. Arbuckles & Company ’ Arbuthnot Estate, Charles Arbuthnot, Stephenson C0. Arbuthnot, W. S. Armour & Company. Armstrong Cork Co. Arrott Estate, james W. Atlantic Refining Co. Baltimore & Ohio R. R. Co. Bank of Pittsburgh. Barrett Manufacturing Co. Beckert, W. C. Bennett, W. B. Best Manufacturing Co.« Blackburn, 'VV. W. Boggs & Buhl Braun Bros. & Co. Braun, C. A. Brereton, Amelia M. Brown & Со., Inc. Buhl, Henry, jr. Butler, Ralph Byers Co., A. M. Byers, J. F. Carbon Steel Co. Carlin’s Sons Co., Thomas Carlin', W. J. Carnegie Steel Co. Chaplin­Fulton Mfg. Co. Clapp, Mrs. M. S. A. PROPERTY CONTRIBUTORS. Cohn, Ruth Colonial­Annex Hotel Commonwealth Real Estate Co. Commonwealth Trust Co. Cox, R. W. Craig, Joseph W. Crucible Steel C0. of America. Dalzell, `lohn Damascus Bronze Co. Davis, F. G. Davis, Harry Denny, Matilda VV. Dickey, S. C Dilworth­Porter Co. Duff & Sons, P. Eagle Paint & Varnish C0. Eisenbeis, G. W. Elkins, George Elkins. George P. Entress, I. F. Fite, John Fitzsimmons, A. Fitzsimmons, J. A. & D. F ollansbee Bros. Co. Fox, L. A. Frauenheiin, A. A. Frick, H. C. F urey, W. H. Garrison Foundry Co., A. Given, Irene H. Given, I. L. Gloeckler, Bernard Gregg, Bessie Denny Gwinner, Edward Hacke Estate, Paul H. Hanna, ~Iennie A. Harbison-Walker Refractories Co. Hatheway, L. A. Heinz, H. D. Heinz Co., H. J. Heppenstall Forge & Knife Co. CONTRIBUTORS TO FLOOD COMMISSION FUND. PROPERTY CONTRIBUTORS.-(Continued.) Heyl & Patterson, Inc. Horne Co., Joseph Hostetter, D. Herbert Imhofï, J. D. Ingham, Н. В. Irwin, Mary M. Jackson, Mary L. & Mrs. Anna M. J. Bissel Jeffares, J. N. Jenkins, Thomas C. Jones & Laughlin Steel С0. Keith, B. F. Kerr, Robert М. 81 Edward Snodgrass Kinnear, J. W. Knight, F. H. Koehrer, John Lake Carriers Oil Co. Landes, W. Cr, Lang Shoe Co., H. J. Lappan Mfg. Co., The James Lawrence, W. W. Logan­Gregg Hardware Co. Long, Elizabeth Lutz & Schramm Co. Mackintosh, Hemphill Co. Mackintosh Estate, W. S. Maffett, Eliza Malsch, Ferdinand Marvin, S. S. Mellon, R. & А. W. & R. B. Mellor, Charles C., Estate Mellor Company, C. C. Methodist Book Concern M. E. Church Union Moorehead, A. S. McCai“`ferty, E. D. McCague, George E. McCormick Co., J. S. McCullough-Dalzell Crucible Co. McCune Estate, J. H. McHenry, О. Р. National Bank of Western Pennsylvania National Casket Co. National Tube Co. Nicola, F. F. Nicola & Shenk Obernauer Co., H. Oil Well Supply Co. Oliver Iron & Steel Co. Orr, William M. Patterson, R. W. Pennsylvania Lines, East & West Pennsylvania Salt Manufacturing Co. Peoples National Bank Phipps, Henry Pittsburgh Block & Mfg. Co. Pittsburgh Brewing Co. Pittsburgh Club, The Pittsburgh Clay Pot Co. Pittsburgh Cold Rolled Steel Co. Pittsburgh Dry Goods Co. Pittsburgh Forge & Iron Co. Pittsburgh Gage & Supply Co. Pittsburgh Hyde & Tallow Co. Pittsburgh & Lake Erie R. R. Co. Pittsburgh Life & Trust Co. Pittsburgh Piping & Equipment Co. Pool, S. N. Pore, William Porter, J. C. Prager, Edith Pusey, G. W. Richards & Company Riggs, G. A. Riter­Conley Manufacturing Co. Roberts, Sadie Rodd, M. W. Rodgers Sand Co. Rodgers, William B. Safe'Deposit & Trust Co. Saint, J. J. Saulman, Laura Sawyer & Sister, S. E. Schauer, Jacob Schauer, J. Schenck, F. E. Schenley Estate, Mary E. Scott, James Seaman­Sleeth Co. Seibert, C. A. Severance, F. W., Trustee Simon’s Sons, M. Simpson, George L. Slater, J. L. Smith Wooden Ware Co., L. H. Stadtfeld, Joseph Standard Ice Co. CONTRIBUTORS TO FLOOD COM MISSION FUND. PROPERTY CONTRIBUTORS.-(Continued.) Standard Sanitary Mfg. Co. Stanton, William Stevenson, W. H. Stifel Co., Charles F. Stove & Range Co. of Pittsburgh Strange, A. Swift & Company Thaw Estate Titzel, Louis B. Trask, M. H. Union American Cigar Co. Union National Bank U. S. Plate Glass Co. Vilsack, A. A. & A. J. Vilsack Estate, Leopold Walsh, J. L. Waverly Oil Works Co. Way, William A. & ~lohn W. Werner, Oswald West & С0., C. Western Electric Co. Westinghouse Air Brake Co. Weyman, B. F. Whitcomb, E. P. Whitney, F. D. Willock, S. M. Young, Samuel Zug Iron 82: Steel Co. GENERAL CONTRIBUTORS. Aaron, Marcus Black, D. P. Brackenridge, H. M. Carnegie, Andrew Crutchfield & Woolfolk Hall, William M. Kier Fire Brick Co. Logan, Col. Albert I. National Biscuit Co. Pittsburgh Plate Glass C0. Pittsburgh Provision & Packing Co. Porter Company, H. К. Rauh, Marcus Western Pennsylvania Paper Co. Winter, Emil MEMBERSHIP CONTRIBUTORS. Allegheny Plate Glass Co. Alling & Cory Co. Craig, Samuel G. Equitable Meter C0. Firth Sterling Steel Co. Haines & Sons Co., I. B. Heinz, Frederick Heinz, Howard Lockhart Iron & Steel Co. May Drug Co. Meyer Jonasson & Со. Mueller, Sebastian McClintic-Marshall Construction C0. McConway & Torley Co. McCreery & Company Otis Elevator Co. Pickering, M. H. C0. Pittsburgh Plate Glass Co. Pittsburgh Steel Co. Rauh Bros. & Со. Robinson, William H. Rosenbaum Company Spang, Chalfant & Co., Inc. Standard Underground Cable Co. United Engineering & Foundry C0. Waverly Oil Works Co. Woodwell & Co., Joseph ACKNOWLEDGMENTS. Acknowledgments are due the followinglfor furnishing data used in the preparation «of certain parts of this report and for coöperation in furthering the work: to the De- partment of State, for special Consular Reports relating to methods of stream regulation in foreign countries; to the United States Geological Survey, for certain stream-flow data and the use of current meters; to the United States Forest Service, in coöpera- tion with the Pennsylvania Department of Forestry, for the valuable field study made of the forest conditions; to the United States Weather Bureau, for rainfall and river stage records; to the U. S. Engineer office, for certain maps and records; to the Water Supply Commission of Pennsylvania, for much stream-fiow data and for valuable co- operation in the operation of a number of the gaging stations ; to the departments of the 'City of Pittsburgh, for maps of parts of the city and other information; to the Carnegie Library of Pittsburgh, for many researches and the preparation of Appendix No. 7; to the following railroads: Pennsylvania (lines east and west), Baltimore & Ohio, Pitts- burgh & Lake Erie and Wabash; to the Carnegie Steel Company, Jones and Laughlin Steel Company, Pressed Steel Car Company, Crucible Steel Company of America, Ameri- can Bridge Company, American Sheet and Tin Plate Company, Republic Iron Works, and National Tube Company, for maps of their properties in Pittsburgh and the immediate vicinity; to the James W. Arrott Estate and the Union National Bank for assisting in the work by making liberal reductions in office rent; to the Frank Wilbur Main & Corn- pany, Certified Public Accountants, for auditing the accounts of the Flood Commission; and to numerous other corporations and individuals who kindly furnished information »during the progress of the work. The Engineer in Charge makes mention of valuable services rendered as follows: Principal Assistant Engineer Kenneth C. Grant in office studies for and preparation of some of the important parts of the report, and in contributing data relative to foreign methods of river regulation, collected during a trip abroad; Assistant Engineer F. E. Field, in connection with studies of Hood control by reservoirs and various estimates of cost; Assistant Engineers E. L. Sch iiidt and F. W. Lyon, for efficient work both in field and office, the former assisting with many of the important details; Assistant Engineer “Ё P. Slifer, for assistance in the design of the peak reduction diagrams and in certain river computations; Hydrographer H. P. Drake, stream-How measurements and compu- tations; John Bradbury, draftsman ; and other assistants in both field and office, particu- larly upon the former work, which was continued during a winter of almost unprece- Vdented severity. Acidity. Filter beds, action upon. . . . . Monongahela River . . . . . . . 248, Newcomer, Lt. Col. H. C., letter of, regarding damage by . . . . . . . . . . . . Objections to . . . . . Reduction of, by dilution. Sourcesof............... Treatment for Acknowledgments Alexander, D. S., report recommending im- proved river boats. . . . . . . . . . INDEX. 251 250 248 248 249 248 249 438* 242 Allegheny Basin, (see Allegheny and Monon- gahela Basins.) Allegheny County, contributions of .............7,io,433*, Allegheny Mountains . . . . . . . . . . . AlleghenyRiver. . . .. .. (See also Allegheny and Monongahela Basins.) Bridges, clearances under, (Table No. 45). Channel, erosion of. . . . . . Channel, slope and character of. Course and slope. . . Discharge at Aspinwall. Discharge at Freeport. . . . . . . . . Discharge at Kittanning. . 25, 220, 223, Discharge at Pittsburgh. . . . . . . 25, 434* 17 30 î Allegheny and Monongahela Basins. Coal . . . . . Coal mines. Developments . . . . . . . . . . Discharge, (See also App. No. 3, p. 80*). Diversion of drainage . . . . . . . . . Drainage. . . . . . . . . . . . . . . Drainage and wooded areas, (Table No. 3). Erosion, extent of . . . Floods on, (see also Floods). . . Forest conditions . . . . 21, Gaging stations. . . . . Geology . . . . . . . . Glaciated area. . . . . . . 20, Industrial developments. . . . . . . . . . Locations, areas, etc. Lunibering operations on. . . . . . Oil and gas. . . . . . . . . . Population. . . . . . . . . . . . . . Precipitation, (see also Precipitation) . 24, Rocks. . . . . . . . . . . . . Soils. . . . . . , Storage possibilities. Temperature. . . . Topography. . . . . . . 16, Transportation, railroad. . . Transportation, water. . . . . . . . Tributaries. . . . 18, Wooded areas, (Table No. 3) . Allier River, studies for reservoirs on . Anderson, George H., paper before Na- tional Board of Trade . . . . . 1, Appalachian forest reserve movement Appalachian national forest bill ..3,5,6,9,385*, Aspinwall. Discharge of Allegheny River at Filtration works at. . . . . . . . . . Hardness of Allegheny River at, (Plate 88 ). . Austria, reservoirs in . . . . . Avonmore, Pa. Discharge of Kiskiminetas River at . . . . . Floods, reduction of, by reservoirs. Low­water flow, increase of, by reservoirs. Ballaud, experiments of, ori relation of forests to run­off . . . Bear creek, description of . . . . . _ . Beaver Run, reservoir on . Bench marks, (see Surveys). Bever Valley darn, Germany ~ ­ « - - - Big Pine Creek, description of Big Sewickley Creek, description of . . Black Lick Creek. 345“F 379* Discharge at Red House. . . . . . . . . . Distances, elevations and slopes, (Table No. 5) Elevation towns and railroads above water. . Forest conditions on headwaters. Floods, reduction of, by reservoirs. Floods, time of movement, (Plate 52) Floods at Pittsburgh, relation to . . . . . _ Hardness in 1909, (Plate 88). . . . . . . Hardness in 1909, reduction of, by reservoirs. Headwaters, description of, above Kinzua Creek Herr Island, proposed changes at . . . . . . Loire River, comparison with. - . . . . . Low­water How, increase by reservoirs . 223, 234, Maximum and minimum discharge of, and of tributaries, (Table No. 50). . . . . . . Navigation, extent of . . . . . . . . . 27, Population of towns along, (Table No. 6). . Pumpage from, for boiler supply. . . . . . Pumpage from, for domestic supply. . Reservoir possibilities, (above Kinzua Creek) . Reservoir project, No. 1, with map . . . . . Reservoir project, No. 2, with map . . . . . Reservoir project, No. 3, with map . . . . . Reservoir sites on . . . . . . Six Mile Island, proposed changes at. . . . . Sixth Street bridge, clearances under. . . . . Slope and general course. . . . . . . . . . Slopes, distances and elevations, (Table No. 5) Stage, increase of, by reservoirs, (Plate 86) . . Time of movement of Hoods on, (Plate 52), . Towns, populations and distances, (Table No. 6) Tributaries. . . . . . . . . . . . . . Tributaries, drainage and wooded areas of. . Valley, physical features of. . . . . . . . . Wall, location of, along. . *Appendix. Description of . . . . . . . . . . . . . . Discharge at Black Lick. . . . . . . . . . Flood crests, actual and computed, comparison of................. Forest conditions. Reservoir project, with map 390* 82* 249 244 340* 108* 220 224 40* 142' 140 324* 333* 141 148 85 120"r 158 27* 86» 440 INDEX. Blackwater River, forest conditions . . 36* Chamber of Commerce of Pittsburgh. Boats. Coal, for carrying. . . . . . . . . . . . 231 Improvements in types recommended . . . 242 Packet.................232 TOW. I C I C I I О Ó I I O О О О О О Bohemia, reservoirs on Oder and Elbe Rivers...............34o* Brackenridge, H. M., member of Hood committee Bridges. Approaches, effect of floods at. . . . . . . 70 Clearances, increase in, by reservoirs. . . . . 240 Obstruction caused by. . . . . . . . . . . 64 Olmsted, Frederick Law, report by. . . . . 241 Sixth Street, clarances under. . . . . . . . 242 Symons, Col. Thomas W., report by. . . . . 241 U. S. Engineers, increase in clearances recom- mended by . . . . . . . . 240, 242 Brilliant Pumping Station, conditions i907flood.............69 Brokenstraw Creek. Description of . . . . . . . . . . 144 Discharge at Youngsville. . . . . . 195* Forest conditions. . . . . . . . . . . . . 17* Brooks, A. B., information regarding forest conditions furnished by . . 3* Brunot Island. Dredging at. . . . . . . . . 198, 209, 214 Floods, area covered by. . . . . . . . . 67 Land reclaimed by Wall. . . . . 210, 213 Wall, location of, at. . . . . . . . . 208, 213 Buckhannon River. Description of. . . . . . . . . . . 129 Forest conditions on. . . . . . . . 33* Reservoir project, with map. . . . . . 129 Budapest, Hood protection Works on Danubeat 332* Buiïalo Creek Description of. . . . . . . . . . . . . 83 Reservoir project, with map . . . . . . . . 83 Buffalo Creek, (W. Va.) description of 152 Burton, Senator, extract from speech on Appalachian National Forest . . д 0 e о п I a о о о I u о с 3 California, redemption of Great Valley of, by A. D. Foote . . . . . . 368* Canada, reservoirs on Ottawa Rive 347* Canals................ 28 Casselman River Description of. . . . . . . . . . . . 117 Discharge at Confluence. . . . . . . . 254* Forest conditions on. . . . . . . . . . 30* Reservoir project N0. 1, with map. . . . 118 Reservoir project No. 2, 991111 map. . . . . 119 Reservoir project No. 3, with map. . . ._ 119 Reservoir project No. 4, with map. . . . . . 120 Reservoir project Ко. 5, with inap. . . . _ . 120 Cattaraugus County, N, Y., forest con- ditionsin............15* 1'Appendii1. Anderson, George H., Secretary, paper before National Board of Trade. . . . . . . 379* Conservation Congress, resolution regarding. 5 Contributions. . . . . . . . . 6, 7, 433* Flood Committee, appointment and work of . 6 Forest movement, activities in. . . . . . . 5 Forests, national, conference in Washington ui'g­ ing acquiring of, by committee from. 385* Newlands Bill, endoised by. . . . . . . . 4 Storage of flood waters, inaugurated by . . . 1 Weeks Bill endorsed by. . . . . . 4, 5, 385* Chautauqua Lake. . . . . . . . . . . 21,145 Forest conditions around. . . . . . . . . 17 * Cheat River. Description of. . . . . . . . . 121 Discharge at Uneva. . . . . . . . 267* Forest conditions on lower river. . . . . 36* Reservoir project No. 1, with map. . . . 123 Reservoir project Ко. 2, 991111 шар. . . . . . 124 Water power possibilities on. . . . . . 126, 253 Chemung River, report on floods at El- mira, N. Y. . . . 370* Chestnut Ridge . . . . . . . 17 Chittenden, H. M. Forests and reservoirs, relation to sti‘eani­iiow. 360* Floods, control of, by reservoirs. . . . . . . 351* 01110 River, relation of, to Mississippi floods. 352* Reservoir sites available on 01110 Basin. . . . 353* Reservoir sites iii Wyoming and Colorado, report on . . . . 2, З51*, 864* Civic Commission, report of. . . . . . . 241 Clapp, W. B., Sacramento and San Joaquin Basins, Hoods and methods ofrelief..............366* Clarion River. Description of. . . . . . . . . . . 92 Discharge at Clarion. . . . . . . 141* Forest conditions on. . . . . . . 21* Reservoir project No. 1, with map. . . . . . 93 Reservoir project No. 2. . . . . . . 94 Reservoir project No. 3, with inap. . 95 Reservoir project No. 4, with map. . . 96 Water power available on. . . . 253 I O О О O I I I C О C Í I O I I Ó C Boats used for carrying . 231 Mines..................248 Monongahela River, movement on, of . . . 231 Ohio River, nioienieiit on, of 231 Ohio Valley . . . . . . . . 41 Conemaugh River. Description of. . . . . . . . . . 139 Floods, references to literature on . . . . . . 408* Forest conditions. 26* Conewaiigo Creek. Description of. . . . . . . . . 144 Discharge at Frewsburg 200* Forest conditions on . . . . . . . . . . . 17* Conneaut Lake . . . . . . . _ . 21, 99 Conneaut Lake Creek, description of . . 142 Connecticut River, Hoods and methods of Q I I I I I I I I I O Q O U INDEX. 44I Connellsville, Pa. I Discharge of Youghiogheny River at. . . . . Low­water How, increase of, by reservoirs. . . Connor, Capt. Wm. D., regulation of Ohio River by reservoirs . . . . . Contequil, experiments on relation of forests to run­off . . . . . . . . . Contributions . . . . . . . 6, 7,10, 4ss*, Contributors to Flood Commission Fund Cost of Hood relief compared with bene- fits of, (Table No. 2) . . . . . . Cost of surveys, (see Surveys) . . . . Cowanshannock Creek, description of. . Crooked Creek. Description of . . . . . . . . . . . . . . Discharge at Hileman’s Farm . . . . Forest conditions on . . . . . . . . . . . Reservoir project, with map . . . . Cussewago Creek. Description of . . . . . . . Discharge at Meadville . . . . Reservoir project, with map . . . . . . . Damage by Hoods, (see Flood Damage). . . Damages at reservoir sites, estimates of, (see also Reservoir Projects) . . . . Dams. Cross-sections of, (Plate 15). . . . . . . Gates................... Navigation dams, effect on Hoods at Pittsburgh Navigation dams, effect on dredging . Obstruction caused by . . . . . . . . . . Danube, Hood protection works on . . . Deckers Creek, description of. . . . . . Deforestation, effect of developments . . Demontzey, computations of amount erosion Developments. Deforestation caused by. . . . . . . . . . Industrial . . . . . . . . . . . . . . . . . Ohio Basin . . . . . . . . . . . . . . . . Population, Allegheny and Monongahela Basins Population, Ohio Basin . . . . . . . . . . Population, Tables of . . 34, 38, Raiiroads . . . . . . . . . . . . . . . . Water transportation . . . . . . . . . . . Diagrams. Discharge curves for three dams at Pittsburgh Effectiveness, in order of greatest, 43 projects. . Effectiveness, in order of greatest, 28 projects. . Effectiveness, in order of greatest, 17 projects. Effectiveness, in order of lowest cost per unit of, 43 projects........ Flood crests, actual and computed . . . . . . Floods, possible maximum at Pittsburgh, graph- ical estimate of . . . . . . . . . . . . Peak reduction, analysis of . . . . . . . . . Peak reduction, construction of. . . . . . . о О О Q t C *AppendiX. Diagrams.-(Continued.) 217* Peak reduction, 43 projects . . . . . 162 227 Peak reduction, 17 projects . . . . . 181 Peak reduction studies . . . . . . . 158 Reservoirs, main features, graphical summary. 178 357* Stage, increase of, at Pittsburgh, by reservoirs . 238 Time of movement . . . . . . . . 158 м“ Didier, Paul, member of Engineering Committee 8 434* _ Discharge, (see Stream-How Data, also ‘К’ 435 under name of stream). Drainage, Allegheny and Monongahela 15 Bas'rns............. 17 330* Dredging . . . . . . . . . _ . . 197, 209,213 140 Brunot Island . . . . . 198, 209, 213 Costof.................201 Floods, reduction of, by . . . . . . . . . 199 87 Grades, description of . . . . . . . . . 197 130* Herr Island . . . . . . . . 215 25* Navigation dams, effect of, on. . . . . . . 201 87 Profiles of grades, (Plate 84) . . . . . . . 200 Quantities.................201 Six Mile Island . . . . . . . . . . . . 216 102 . . 180.. Dry Fork, forest conditions on 35* 102 Dunkard Creek. 62 Description of . . . . . . . . . . . . . . 151 Discharge at Bobtowii . . . . . . 265* East Sandy Creek. 77 Description of . . . . . . . . . . . . 96 Forest conditions on . . . . . . . . . . 21* 78 Reservoir project No. 1, with map . . . 97 77 Reservoir project No. 2, with map . . . 97 46 Ebermayer, Prof., experiments of, on re- 201 duction of evaporation by humus 39* 64 Eder River, reservoir on . . . . . . 335* 332* _ Effectiveness. 151 Cost per unit of, comparison on basis of. 175 ‚е Diagram, 17 projects . . . . . . . . . . . 176 7 Diagram, 28 projects . . . . . . . . . . . 176 Diagram, 43 projects . . . . . . . . . . . 174 41* Reservoirs, studies of relative effectiveness . . 17 3 Elbe River, reservoirs on, in Bohemia . 342* 7* Elk Creek. 30 Description of . . . . . . . . . . . . 132 41 Discharge near Clarksburg . . . . . . . . 305* 30 Reservoir project, with map . . . . . . 132 Í; Elk Water River, forest conditions on 34* 29 Ellet, Charles, Ir., regulation of Ohio 26 . . River by reservoirs . . . . . . . . 349* Elmira, N. Y., Hoods and methods of 239 reliefat............ .37o* 174 176 Encroachments. 176 Effect of, on Hoods at Pittsburgh . . . . . . 46 Pittsburgh, rivers at . . . . . . . . . . . 63 174 . . . . . 160 Engineering News., oditorial advocating reservoirs .....358* Е: English, Н. D. W., Hood committee ap- 0 о о о o о о Q О Q a я 6 442 INDEX. Enterprise, W. Va. Flood Protection _ _ _ _ _ _ _ _ _ _ _ _ 197 Discharge of West Fork at _ _ _ . _ _ _ _ 298* Danube, works on _ _ _ _ _ _ _ _ _ _ _ 332* Floods, reduction of, by reservoirs _ _ _ _ _ 221 Dredging _ _ _ _ _ _ _ _ . _ _ . _ _ _ 197 Low­water dow, increase of, by reservoirs. _ _ 226 Foreign countries, in _ . _ _ _ _ _ _ _ . . 332* _ Methods of _ _ _ _ _ . _ _ _ _ _ _ _ _ _ 72 Erosion ~ ° ’ ° ° ° ° ’ ° ‘ ’ ’ ’ ’ ° ' 32’ 36 Prevention, combination with _ _ _ _ _ . . 74 Allegheny and Monongahela Basins, extent of, on 4* Demontzey, computation of amount of . . . . 41* Flood Re1ief_ Foreign C0U»`11t1`ieS, effect in ~ ­ ­ ­ » - - - 41* Cost and benefits compared, (Table No. 2) _ _ 15 ForQStS, effeßíi Of, On ­ ­ ­ ­ - - - - - - 40* Cost of various schemes . . . . . . . . . . 211 НЩШ1$‚ Prevention by - ~ - - - - - - ~ ­ 5* Foreign countries, methods in . . _ _ _ . _ 332* Run­oif and, factors influencing. _ _ _ . _ . 4* Methods of _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 72 _ Methods of, references to literature _ _ _ _ _ 407* Estlglaîíîêès ____ reservoir Sites 77 Paris, methods proposed after dood of 1910 ­ Dams, features of design for estimate purposes 77 ’ ’ ° ‘ ° ‘ ' ’ ' ' ' ' ° ­ ~ ° ~332*» 346* Unitprices........._.....77 F10OdS_ Wall ~ ­ ­ ­ ­ ~ ­ ~ ­ ­ ~ ° ° ° ’ ‘ ' ' ' ‘ 202 Allegheny River, flood of 1865 along _ _ . _ 25 EVapOratiOn_ Allegheny River, reduction of doods in, by res- Ebermayer, Prof., experiments of _ . . _ _ . 39* €I’V0ÍI`S ­ ­ ~ - ­ ­ ~ ~ - - ­ - - ~ ~ 220 Forests, relation of, to . . . . . . . . . . З9* Allegheny and Monongahela Basins _ _ _ _ _ 44 Monongahela _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 233 Allegheny River, relation of, to doods at Pitts- _ _ burgh.._.__......_.....60 Expenditures, recelpts and - - - ’ ­ ‘ ’ ’ 433* Area aiîected by, at Pittsburgh _ _ _ _ 62, 67, 70 А’ Р . ‘ d ‘ ° f fl ­ Fetœfman, W. va. _ ‘::.r_0fî’. ‘т’ foils ‘ту Discharge of Tygart Valley River at _ __ __ _ . 2:5‘ Causes _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 45 L0W­WaÍ«€I’ HOW, lncrease Of’ by reSe1‘0nb° ' ‘ 2 Chittenden, H. M., action of ieserxoirs in con- Filtration System, Pittsburgh. Érolling ­ ­ ­ ~ ­ _­ ­ ­ ­ ­ ‚ - - . . . 351* Acidity action of upon filter beds 251 Chlttenden’ Н‘ M» relatlon Of ÍOFQSÈS and 165- , , I о 1 u . _ Clogging of filters, troubles with, causes of. _ 251 ervolrs to ° ° ‘ - ­ ­ - - - ~ - - ~ ~ ­ _­ 360* Description and cost _ _ _ _ _ 249 Clapp, W. B., Sacramento and San Joaquin Basins, causes and control of, in _ _ . . 366* Comparison of, in Ohio and Susquehanna Rivers 48 Finleys Ьа1<е _ _ _ . _ _ _ _ _ _ _ _ _ _ 99 Conemaugh River, references to literature on _ 408* Connecticut River, report on methods of relief _ 377* Connor, Capt. Wm. D., control of doods by Reservoirs, benefits of, to _ _ _ _ _ _ _ . 251 Flood Commission of Pittsburgh. Contributions _ _ _ _ _ . _ _ 6, 7,10,4ЗЗ*, 434* reservoirs . _ . _ _ _ _ . _ . _ _ _ . 357* Contributors, list of _ _ _ _ _ _ . _ _ _ _ 435* Description of _ Engineering Committee, preliminary report of 8 Feb_ 6 1884 48 Funds, raising of . . . _ . _ _ _ _ . _ 7, 435* Ред 18’ 1891 _ _ _ . I i ' . ° ’ ° 49 Legislation _ _ . _ _ _ _ _ _ _ . _ _ _ . 9 Feb_ 24’ 1897 _ . I . . i 49 с - а я - о в а C n в ц 6 24, ц . . - . . . Reservoirs advocated by ~ 4 Nov. 27’ 1900 . . ’ i . . . 51 Work, brief summary of _ _ _ _ _ _ _ _ _ . ‘ 7 APL 21: 1901 _ _ _ _ _ _ _ _ 52 Flood Committee Mar. 1, 1902 _ _ _ _ . _ _ _ _ _ _ . 52 Appointment of _ _ _ _ _ _ _ _ _ _ 6 Mar. 1, 1903 _ _ _ _ . _ _ _ _ _ _ _ 53 Kelly, A. J., Jr., letter of, urging appointment of 388* Jan' 23’ 1904 ’ ’ ‘ ’ ’ ' ‘ ‘ ‘ ‘ ' ‘ 54 Lehman, George M., letter of, urging appoint- Mar' 4’ 1904 ’ ' ' ‘ ' ' ’ ' ‘ ’ ' ' 55 mentof..._.._......__388* Ma"­22’1905­«~~“'­­~­­55 Report От. _ _ _ _ _ _ _ _ 6 Mar. 15, 1907 _ _ _ . _ _ . _ _ _ _ _ 56 Results of investigation of 7 î{eb‘ ЁЁ’ 1908 ' ‘ ‘ ' ' ‘ ‘ ’ ‘ ' ' ‘ 57 ar. , 1908 _ _ 58 F100d Damage ­ ­ ~ ­ - - - - - - - 62 Dredging, reduction by _ _ _ _ _ _ _ _ 199 Í? l1t\11’€ galïìagî, _efäßlflìate Of ­ ­ - ~ ­ ­ ­ ­ Ellet, Charles, Jr., control of Ohio floods by ron an S ее 111 US ГУ - - - ~ ­ ­ ­ ~ ~ ­ reservoirs. _ _ _ _ _ _ _ _ _ _ _ _ _ _ 349* 0l_1i0 River ­ ­ ­ - - - - ~_ ­ ­ ­ - - ~ 3, 71 Elmira, N. Y., report on methods of relief at 370* Plttsbllrgh, floods Of, Table 50- 28) ­ ~ » ­ - 66 Enterprise, W. Va., reduction in reservoirs. . . 221 gag- ig» Foote, A. D., control of, in Great Valley of е - ‚ ‚ California. _ . _ _ . _ _ _ . . . . . . 368* R__ll_4__a;_a_î_(_l_;____1£_)_(;__8__________g__ _ 71 Fo1àt5y)­three projects, reduction by, (Table No. о о в 0 п с с ц о с о в g о с I 0 9 I I в с о о о с в о Whee1ing,_W_ Va. _ _ _ _ _ _ _ _ _ . _ _ 71 Hartford, Conn., report on methods of relief at 377* Flood Damage Investigations _ _ _ _ _ _ 64 ice’ effect fof’ îefïfîäcâs tg literáture ’ ’ ‘ ’ 403* ncrease o , a 1 s их‘; . . . . . . . . 46 Flood Prediction, references to literature on 399* Kansas City, M0-, report on methods of relief at 373* _ Kittanning, Pa., reduction by reservoirs _ _ _ 220 F100d Prevention _ _ _ _ _ _ _ _ _ _ _ . 156 Kiskiminetas River, reduction of doods in, by Foreign countries _ _ _ _ . _ _ _ _ _ _ _ 332* reservoirs . . . . . . . . . . . . . . . . 220 Methods of. _ _ _ _ _ _ _ _ _ _ . . . . 72 Kiskiminetas River, relation to doods at Pitts- Protection, combination with _ . _ . . . 74 burgh . _ _ _ . . _ _ . . . . . . . 60 Reforestation _ . _ . . _ _ _ _ _ _ _ _ . 73 Leighton, M. O., control of doods by reservoirs 354* Reservoirs, by _ _ _ _ ’_ ’_ _ _ _ _ . 73, 156 Literature, references to, (App. No. 7) _ _ _ 397* ` *Appendix. 1NDEx. 443 Floods.-( Continued.) Forest Conditions.-( Continued.) Lock No. 4, Pa., reduction of floods at, by res- Clarion River. . . . . . . . . . . . . . . 21* ervoirs . . . . . . . . . . . . . . . . 221 Conclusions as to. . . . . . . . . . . . . 13* Mississippi River, references to literature on . 409* Conemaugh River. . . . . . . . . . . . . 26* Missouri River, references to literature on . . 416* Conewango Creek. . . . . . . . . . . . . 17* Monongahela River, reduction of floods, by res- Crooked Creek. . . . . . . . . . . . . . 25* ervoirs.................221 DryFork................35* Monongahela River, relation of, to floods at East Sandy Creek- ­ ­ ­ ­ - - r ­ - ­ ~ ­ 21* Pittsburgh . . . . . . . _ . . _ ‚ . _ 60 Elk Water River. . . . . . . . . . . . . 34* Monthly distribution of, at Pittsburgh. _ . . 45 Forest C0unty~ ­ ­ ­ ­ ­ ­ ~ ­ ­ ‚ — - ‚ 18* Navigation, benefits to, of reduction in height of 240 French CI‘€€k­ ­ - ­ ­ - - - ~ ­ ~ ­ - - - 20* Newcomer, Lt. Col. H. C., control of fioods by HiCk0I’y Creek. ‚ - ­ ‚ - . . . . ‚ — ‚ . 20* reservoirs. . . . . . . . . . . . . . . 359* Kinzua C1'€€k­ - - - - - - r ­ ­ ~ - - ~ ­ 16* Ohio River, references to literature on . . . . 397* Kiskïmînetas River- ­ ­ - - - - ~ ­ ­ ­ ­ - 25* Overflow, extent of, in various iioods. . . . . 67 Laurel Hill C1’eek­ ­ ­ - - - - - - - - - - 31* Passaic River, references to literature. 419* Loyalhanna C1’eek~ ­ - - - - ­ ~ ~ - - - - 28* Passaic River, report on ñoods and methods of Mahoning C1`€ek~ - - - - - 24* relief. . . , , , _ _ ‚ _ ‚ ‚ _ ‚ _ _ 377* Map showing, construction of. . . . . . . . 3* Peak reduction diagrams, construction of . . . 158 Middle FOTR RîV€1`­ ~ ­ - - . ‚ — . . . . 33* Pook reduction diagrams, 43 projects. . . . 161 Mill Creek, W. Va- ‚ - — — ‚ ‚ ‚ . — . 34* Peak reduction diagrams, 17 projects. . . . 180 Monongahela River, 10W€l` Til/61'- ­ - - - - - 37* Peak reduction studies. . . . . . . . . . 158 Oil Creek. - - - ‚ ‚ - . ‚ — . . . . . . 17* Pittsburgh, possible maximum at. . . . . 46, 193 Red Bank Creek- - - - . ‚ - — . . . . . 23* Pittsburgh, table of íioods at, (Table No. 11). 44 Reforestation. . . . . . . . . . . . . . . 12* Precipitation and gagings, comparison of actual Sandy Creek. . . . . . . . . . . . . . . 21* and estimated crests. . . . . . . . . . . 158 Shavers Fork River. . . . . . . . . . . . 34* Profile 1907 fiood, along opposite banks . . . . 68 Stonä7 Creek» ­ ~ - - - - - - - - 26* Rainfall causing, isohydral maps showing (see Tionesta C1`ook­ ­ - - - - - - - - - - - - 15* “Мощь, description Of") Tygart Valley River. . . . . . . . . . . . 32* Rainfall causing, table or . . . . . . . . 159 Tygart Valley River, On headwaterS­ - - - - ‚ 33* Real estate at Pittsburgh, decrease in valuation Venango County’ ’ ‘ ' ’ ‘ ' ' ° ' ' ' ‘ ’ 18* о‘, by_ _ _ _ _ _ _ _ _ 12_ 65 Warren County. . . . . . . . . . . . . . 18* Reservoirs, prevention by. . . . . . . . . 156 West Fork River’ ° ° ’ ' ’ ’ ’ ’ ‘ ’ ’ ‘ 31* Roberts, T. P., methods of relief at Pittsburgh. 353* Youghiogheny River’ headwaters' ’ ’ ’ ‘ ’ ’ 29* RobortS_ W_ Mi1nor_ control of Ohio floods by Youghiogheny River, lower river. . . . . . . 31’ reservoirs . . . . . . . . . . . . . . . 349* FOI’€St COVCI’. Rochester, N. Y.,report on methods of relief at . 376* Areas Of, (Table N0. 3) ­ ‚ — - . . . 22 Seventeen Selected Projects, reduction by, _ Ballaud, experiments of, on relation to run­off. 40* . . . . . . . . . . . . . . 192, 222 Contequil, experiments of, on relation to run­o1T. 40* Susquehanna River, comparison with Ohio at Distribution of' ­ ~ ­ ~ ­ ­ ­ ­ ~ ­ ­ ­ ~ 11* Wheeling . . . . . , _ _ _ ‚ ‚ _ _ _ ‚ 48 Drainage, effect on. . . . . . . . . . . . 40* Susquehanna River, references to literature on Erosion, effect 011- - ~ ~ ­ ­ ­ ­ ­ ­ - ‹ ~ 40* goodS in _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 419* Evaporation, relation to. . . . . . . . . . 39* Swensson, Emil. methods of relief. . . . . . 362* Filtering action on Water' ­ ° ­ ­ - - ~ ­ - 41* ’lime of collection. . . . . . . . . . . . . 157 Humidity’ темно“ to' ’ ° ° ° ‘ ’ ‘ ’ ’ ‘ 39* Time of movement _ _ _ _ _ _ _ _ _ _ 157 Influence of, conditions affecting. . . . . . . 41* West Fork, reduction of floods in, by reservoirs 221 Moscow, exporïnlonts at» on relatlon to Snow' м“ melt1ng............... Ney, experiments of, on relation to run-off. . . 40* Precipitation, relation of, to. . . . . . . . 38* 219 Stream-flow, investigations of relation to. . . 38* West Newton, Pa., reduction of Hoods at, by reserioirs. . . . . . . . . . . . . . . 221 Wheeling, W. Va., reduction of floods at, by reservoirs. . . . . . . . . . . . . . . Williamsport, Pa., report on methods of relief at. 37 0* swamps: @Hoot on' ­ ‘ ’ ‘ ’ ’ ’ ° ’ ‘ ° 40* Youghiogheny River, reduction of floods in, by '1`€mP€f2t\11`€, relation to~ ° ’ ’ ‘ ’ 38* reservoirs. . . . . . . . . . . . . . ’221 Wood lots- ­ - - - ° ’ ’ ’ ’ ’ ' ' ‘ 11* Youghiogheny River, relation to floods at Pitts- Forest Reserve Movement, Арра1ас111ап . . 1 burgh................. 60 FOreStTypeS_ Basswood................ 10* Foote, A. D., redemption of Great Valley of Beech 10, Ca1if0rr1ia,pap@r0f1­.­..-­-­368* ваты.‘ .° Í f Í ÍÍ.......... io* Forest COnditiOnS_ Brush. . . . . . . . . . . . . . . . . 11* Chestnut. . . . . . . . . . . . . . . . 9* Allegheny and Monongahela Basins. . . . 21, 3* HardwO0ds_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 9* Allegheny River, headwaters. . . . . . . . 14* Hem1Ock_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 9» Areas of forest cover, (Table No. 3). . . . . 22 HumuS_ relation to development од _ _ _ _ 8‘ Black Lick Creek. . . . . . . . . . . . . 27* Maple_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ los Blackwater River. . . . . . . . . . . . . 36* Oak_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 9» Brokenstraw Creek. . . . . . . . . . . . 17* Sp__uce_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ lo* Buckhannon River. . . . . . . . . . . . . 33* White Pine_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1,0» Casselman River. . . . . . . . _ . . . . 30* _ ‚ Cattaraugus County, N. Y. . . . . . . . . 15* Forests, Chautauqua Lake. . . . . . . . . . . . . 17* Chittonden_ H_ M_, paper on relation of, to Cheat River, lower part. . . . . . . . . . 36* Stream_f1oW_ _ _ _ ‚ _ ‚ ‚ , . . 360* *Appendix. 444 INDEX. Forests.-( Continued.) Influence of, references to literature on. . . . Weeks Bill, report oi Committee of Chamber of Commerce 011 conference at Washington. . Williamsport, Pa., eiiect upon floods, discussion in report. . . . . . . . . . . . . . . . France. Reservoirs in. . . . . . . . . . . . . . Reservoirs. studies for. in. . . . . . . . . Freeport, Pa., increase of low­water How, byreservoirs French Creek. Description of. . . . . . . . . . . . . . Discharge at Carlton. . . . . . . . . . . Forest conditions on. . . . . . . . . . . . Reservoir project, with map. О с I I I 0 D Frizell, J, P., paper on reservoirs, extracts from Funds for Work of Commission . . . . .6,7,10,433*, Furens Dam, France. . . . . . . . . . . . Gaging Stations, (see also Stream-How Data). Establishment, methodsI of . . . . . . . . . . Map showing, (Plate 92). . . . . Table of, (Table No. 48). . . . . . . . . Weather Bureau, (Table No. 52). . . . . . Garonne River, studies for reservoirs on , , Gates................... Genesee River, control of, by reservoirs Geneva Lake, effect of, on ñow of Rhone. , Geology, Allegheny and Monongahela Basins............ George Creek, description oi. . . . . . Germany, reservoirs in . . . . . . Glaciated Area . . . . . . . . . GlassHouseBar ... . . . . . . . 20, Glatzer Neisse, reservoir on . . . . . Great Valley Creek, description of . . . . . Guthrie, Mayor George W. . . . . . . . . Hall, William L., address before Chamber of Commerce of Pittsburgh. . . . . . . Harbor, Pittsburgh . . . . . . . . . . . . Harbor Lines, Pittsburgh . . . . . . . Hardness. Allegheny River in 1909, (Plate 88). Causesof............. Objections to. . . . . . . . . . . . . Reservoirs, reduction by means of. . . . Soap, saving in, by reduction oí. . . . . Hartford, Conn., 00005 and methods of re- liefat Heinz, Н. J., member of Flood Committee . Henry, Prof., experiments on effect of humus onrun-off Herr Island. Dredging at. . . . . . . . . . . . . . . . Floods, area covered by. . . . . . . . Land reclaimed at. . . . . . . Wall, location of, at. . . . . . . 400* 385* 371* 346* 344* 223 98 169* 20* 99 380* 434* 346* 80* 82* 81* 319* 845* 20 77 376* 345* 19 333* 7* 209 336* 147 63 63 244 243 244 243 245 877* 41* 215 *Appendix. 215 214 Hickory Creek. Description of. . . . . . . . . . . . . . 143 Forest conditions 011. . . . . . . . . . . . 20* Hudson River, control of, by reservoirs . 377* Huffel, experiments on effect of humus on run-off.............. 41* Humidity, relation of forest cover to ‚ ‚ . . 39* Humus, Development of, relation of forest types to. . 9* Erosion, prevention of, by. . . . . . . . . 4* Formation of, conditions affecting. . . . . . 5* Henry, Prof., experiments on eiïect of, on run­off 41* Huíïel, experiments of effect on run­off. . . . 41* Ice. EIl’ectof.............32,36 Interruption of navigation by, Ohio River. . 40 Literature on eiïect 01, references to. . . . . 403* Indian Creek, description of , . . . . . . . 149 Industrial Developments . . . . . . . _ . . 30 Inland Waterways Commission “Findings,” report, 1908. . . . . . . . . 74 “P.ecommcndations,” report, 1908. . . . . . 74 Interceptor, (see Sevvers). Investigations. Flooddamage....... . 64 Resultsof............... 11 Irrigation, reservoirs for, extracts from pa- per of I. P. Frizell. . . 381* Irrigation Movement. . . . . . . . . . . 1 Islands, channel revisions at . .13, 208, 213 Jacobs Creek, description of . . . . . . . . 148 Kansas City, Mo., Hoods and methods of re- liefat ...............373* Kaw River, control of 00005 on, by reser- voirs . . . 374* Kelly, А. I., Ir. Flood committee, letter urging appointment of . 388* Flood committee, member of . . . 6 Kennedy, Julian, member of Engineer- Q I O О О I O O 8 Kerspetal, reservoir in . . . . . . . 333* Kinzua Creek. Description of . . . . . . . . . . . . . . 106 Discharge at Dewdrop . . . . . . . . . 204* Forest conditions on . . . . . . . . . 16* Reservoir project, with map . . . . . . . . 107 Kiskiminetas River. Description of . . . . . . . . 139 Discharge at Avonmore . . . . . . . . . 108* Floods, reduction oí, by reservoirs . . . . . 220 Floods at Pittsburgh, relation to . . . . . . 60 Forest conditions on. . . . . . . . . . . 25* Low-water flow, increase of, by reservoirs. . . 224 Pumpage for industrial supply. . . . . . . 247 Reagents, saving in, by dilution. . . . . . . 247 Kittanning. Discharge of Allegheny River at. . . . . 25, 84* Floods, reduction of, by reservoirs. . . . . . 220 Low­Water ñow, increase of, by reservoirs. . . 223 I NDEX. 445 Knowles, Morris. Engineering Committee, member of . . . . . 8 Flood Committee, member of . . . . . . . 6 Flood relief, discussion of paper of T. P. Roberts . . . . . . . . . . . . . . . 353* Weeks Bill, report on conference in support of 385* Land reclaimed by wall . . . 210 Laurel Hill Creek. Description of . . . . . . . . . . . . . 115 Discharge at Confluence . . . . . . . . . . 243* Forest conditions on . . . . . . . . . . 31* Reservoir project, with map . . . . . . . . 116 LaurelRidge.............. 17 Legislation. Flood Commission, obtained by . . . . . 9 Newlands Bill. . . . . . . . . . . . . 4, 391* Lehman, George M. Engineering Committee, member of . . . 8 Flood Committee, letter urging appointment of 388* Flood Committee, member of . . . . . . . 6 Resolution by . . . . . . . . . . . 6 West Fork River, report on improvement of . 37 2* Leighton, M. O., regulation of Ohio River by reservoirs . . 354* Levees, references to literature on . . . 403* Levels, (see Surveys). Lingese Valley Dam . . . . . . . . 333* Little Brokenstraw Creek, reservoir site ОП . . . . . . . . . . . 144 Little Sandy Creek. Description of . . . . . . . . . . 91 Reservoir project, with map . . . . . . 91 Lock No. 4, Ра. Discharge at . . . . . . . . . . . 25, 209* Floods, reduction of, by reservoirs . . . . . 221 Lockages, Monongahela River . . . 232 Logan, Albert I. Flood Committee, member of . . . . . . . 6 Resolution for appointment of Flood Committee 6 Loire River. Allegheny River, comparison with . . . . . 346* Reservoirs, studies for, on . . . . . . . . . 345* Long, S. C., member of Engineering Committee............8 Low-water flow, increase by reservoirs . 222, 236 Avonmore, Pa. . . . . . . . . . . . 224 Connellsville, Pa. . . . . . . . . . . 227 Enterprise, W. Va. . . . . . . . . . . 226 Fetterman, W. Va. . . . . . . . . . . 226 Freeport, Pa. . . . . . . . . . . . . 223 Kittanning, Pa. . . . . . . . . . 223 Pittsburgh, Allegheny River . . . 224, 236 Pittsburgh, Monongahela River. . . .225, 236 Pittsbi_irgh, Ohio River . . . . . . . . . . 236 West Newton, Pa. . . . . . . . . . . . . 227 Wheeling, W. Va. . . . . . . . . . . . . 227 Loyalhanna Creek. Description of . . . . . . . . . . . . . . 84 Discharge at New Alexandria . . . . . . . 117* Forest conditions on . . . . . . . . . . . 28* Reservoir project, with map . . . . . . . . 84 *Appendix. Lumbering operations on Allegheny and Monongahela Basins ~ ­ - ~ ­ - - Lyons, comparison with flood conditions atPittsburgh Magee, Mayor I/Villiam A. . . . . . . . Mahoning Creek. Description of . . . . . . Discharge at Furnace Bridge Forest conditions on . . . . . Reservoir project No. 1, with map Reservoir project No. 2, with map Maintenance and operation of reservoirs l\/Ialapane, reservoir on . . . . . Maps, (See also list of maps and dia- grams in Preface) Cost of making. . . . . . . . . . . . Pittsburgh. . . . . . . . . . . . . . . Reservoir sites. . . . . . . . . . . . . . U. S. Geological Survey, area covered by . . Marienheide, reservoir near . . . . Market Street gage, zero of Marklissa Reservoir MauerReservoir Merrill, Maj. William E., paper on im- provement of Ohio River Middle Fork River. Descriptionof. . . Forest conditions on Reservoir project No. Reservoir project No. 1, with map . . . 2,withmap . . . . . Milan, International Congress of Hydro- graphic Engineers at . . . . . . Mill Creek, W. Va., forest conditions on Mississippi Reservoir System . 9,47*, 379*, Mississippi River, references to litera- ture onfloods in. . . . . . . Missouri River, references to literature onfl0odsin............ Monongahela Basin, (see Allegheny and Monongahela Basins). Monongahela River. . . . . . . . Bridges, clearances under, (Table No. 46) Channel, slope and character of . . . . . . . Discharge at Lock No. 4. . 25, 221, Discharge at Pittsburgh, minimum. 25, 225, Distances, elevations and slopes, (Table No. 7) Drainage areas of tributaries, (Table No. 3) ‚ Erosion of channel . . . . . . . . . . ‚ Evaporation . . . . . . . . . . Floods, reduction by reservoirs . . . . . ‚ ‚ Floods at Pittsburgh, relation to . . . . . . Forest conditions on lower river . . . . . . General course and slope . . . . . . — . Hardness in 1909, (Plate 89) . . . . Hardness in 1909, reduction of, by reservoirs . Lockages . . . . . . . . Low~water flow, increase of, by reservoirs . . 7* . 345* 88 . 135* 24* 89 90 336* 330* 320* 321* 321* . 333* 68 839* 339* . 350* 130 33* . 131 132 38* 34* 382* 409* 416* 225 4.46 I NDEX_ Monongahela River.-( Continued.) Navigation.-­( Continued.) Merrill, Maj. Wm. E., improvement on Ohio, by reservoirs _ _ _ _ _ _ _ _ _ _ _ _ _ 350* Morris, Elwood, improvement on Ohio, by reser- voirs. _ _ _ _ _ _ _ _ _ _ _ _ _ 350* Newcomer, Lt. Col. H. C., improvement on Ohio, by reservoirs _ 359* Oder River, extent on _ _ _ _ 336* Ohio, cost of slackwater project _ _ _ _ 235 Pittsburgh, extent above and belo“ _ _ 27, 40, 231 Powell, Maj. Chas. F., improvement on West Fork and Monongahela Rivers, by reservoirs Reservoirs for purposes of, (see Reservoirs) Reservoirs, relation of, to. _ _ _ _ _ Roberts, W. Milnor, improvement on Ohio, by resertoirs _ _ _ _ _ _ _ _ _ _ _ _ _ Tonnage, Monongahela and Ohio Rixers Wall, relation of, to _ _ _ _ _ _ _ _ _202, Youghiogheny River, proposed slackwater project Neckar River, reservoirs on _ _ _ New York State Water Supply Commis- sion, investigations and plans for reservoirs _ _ _ Newcomer, Lt. Col. H. C. Flood Committee, member of _ _ _ _ _ _ Letter of, regarding acidity of Monongahela Reservoirs, paper on flood control in Ohio Basin Newlands Bill. 372* 231 349* 231 217 234 334* 377* 248 359* *Appendix Low-water stage, increase of, by reservoirs _ 236 Maximum and minimum discharge of, and of tributaries, (Table l\'o. 51) _ _ _ _ _ _ 319* Navigation, extent of _ _ _ _ _ _ _ _ _ 27, 231 Navigation, troubles due to water shortage 232 Physical features of valley _ _ _ _ _ 35 Pumpage from _ _ _ __ _ _ _ _ _ 233 Punipage from, for domestic supp1„\_ 246 Pumpage from, for Industrial supply. _ _ 247 Reagents, saving in, by dilution _ _ _ _ 247 Time of movement of floods. _ _ _ _ _ 157 Tonnage___________ 231 Towns, population and distances _ _ 38 Tributaries _ _ _ _ _ _ _ _ 18, 23 Wall, location of, along _ _ _ _ _ _ _ _ 208 Wooded areas, (Table No. 3) _ _ _ _ _ _ _ 23 Morris, Elwood, regulation of Ohio River by reservoirs _ 350’ Morrow, Controller E. S. _ _ _ _ _ _ Morse, E. K. Engineering Committee, member of 8 Flood Committee, member of _ _ _ _ _ _ 6 Flood relief, discussion of paper of T. P. Roberts _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 354* Letter to, from Lt. Col. H. C. Newcomer, re- garding acidity _ _ _ _ _ _ _ _ _ _ _ 248 l\/àloscow, experiments on relation of for- ests to snoW­melting _ _ _ _ _ _ _ 40* Mountain Systems, Allegheny and Mo- nongahela Basins _ _ _ _ _ _ _ _ _ 17 Msta River, reservoirs at headwaters inRussia _.___._._832* Nancy, observations on relation of stream-flow to run­off at _ _ _ _ 39* National Board of Trade. Anderson, George H., paper of, before _ 37 9* Resolution adopted by, (1898) _ _ _ _ _ _ 1 National Irrigation Association, reser- voirs advocated by . _ _ _ 2 'National Irrigation Movement _ _ _ 1 National Storage Reservoir Movement . 1 National Waterways Commission. Pittsburgh, visit to _ _ _ _ _ _ _ _ _ _ _ 9 Wilkins, W. G., paper before _ 363* Navigation. Boats, improvement in type recommended 242 Boats, types of. _ _ _ _ _ _ _ _ _ 231 Chittenden, H. M., relation of reservoirs to 361* Connor, Capt. Wm. D., improvement on Ohio, by reservoirs _ _ _ _ _ _ _ _ _ _ _ _ 357* Dams, eiîect on dredging _ _ _ _ _ _ 201 Ellet, Charles, Jr., improvement on Ohio, by reservoirs _ _ _ _ _ _ _ _ _ _ _ _ 349* Floods, benefits of reduction in, to _ _ _ _ _ 240 Frizell, J. P., extracts from paper of, on res- ervoirs for _ _ _ _ _ _ _ _ _ _ _ _ _ 382* Lehman, George M., improvement on West Fork and Monongahela Rivers, by reservoirs 372* Leighton, M. O., improvement on Ohio, by res- ervoirs _ _ _ _ _ _ _ _ . _ _ _ _ _ _ 354* Locks, lifts on Allegheny River _ _ _ 34 Locks, lifts on Monongahela River _ _ _ _ _ 38 Losses clue to low water on Monongahela River. 234 Losses due to low water on Ohio River. 235 Chamber of Commerce endorses _ 4 Purpose of 4 Reprint of _ _ _ _ _ _ _ _ _ 391* Ney, experiments on relation of forests to run­oi’f 40* North Branch French Creek. Description of _ _ _ _ _ 103 Discharge at Kimmeytown 183* Reservoir project, with map 103 North Branch Red Bank Creek. Description of. _ _ _ _ 92 Reservoir project. _ _ _ _ _ _ _ _ _ _ _ _ 92 Oder River. Navigation on, extent of. _ _ _ _ _ _ _ _ _ 336* Reservoirs on tributaries ot. _ 336*, 340* Ohio Pyle, water power available at _ 115, 253 OhioRiver._.___.___._.___ 39 Arca of basin. _ _ _ _ _ _ _ _ _ _ _ 16, 39 Basin, location and general features. 39 Brunot Island (see). Channel._______.___._.__ 39 Chittenden, H. M_, regulation. of, by reser\oirs_ 362* Coal, extent of deposits. _ _ _ _ _ _ _ _ _ 41 Connor, Capt. Wm. D., regulation by reservoirs. 357* Discharge. _ _ _ _ _ _ _ 40, 219, 228, 306* Ellet, Charles, Jr., regulation by reservoirs. _ _ 349* Flood damage along. _ _ _ _ _ 3, 13, 71 Floods, reduction in, at Wheeling. _ 219 Floods in, references to literature on. _ _ _ _ 416* General course. _ _ _ _ _ _ _ _ _ _ _ 39 Improvement of, references to literature on. _ 416* Leighton, M. O., regulation by reservoirs. _ _ 354* Low-Water flow, increase of, by reservoirs. 227, 236 Merrill, Maj. Wm. E., report on improvement of. 350* Morris, Elwood, regulation by reservoirs. _ 350* Navigation, benefits of increased flow. _ 236 Navigation, extent of, on. 40, 231 INDEX. Ohio River.-(Continued.) Population. Navigation, losses due to low water. . 235 Allegheny River, towns on, (Table No. 6). Newcomer, Lt. Col. H. C., regulation by reser­ Allegheny and Monongahela Basins. . . . . voirs. . . . . ‚ . . . . . . . . . 359* Monongahela River, towns on, (Table No. ). Population. . . . . . . . . . . . 41 Ohio Basin. . . . . . . . . . . . . . Pumpage from, for domestic supply. . 246 Ohio River, towns on, (Table No. 10). . . . Pumpage from, for industrial supply. . . 248 Pittsburgh. . . . . . . . . . . . . . . Reagents, saving in, by dilution. . . . . 248 . . Resources of valley. . . . . . . . . . . 41 Potato Creek’ descrlptlon of ' ' Roberts, W. Milner, regulation by reservoirs. . 349* Powell, Maj. Charles F., report on improve- Tonnage. . . . . . . . . . . . . . . 231 Í Towns, distances and population. 42 ment O West Fork ° ° ’ ' ' ' ' ' ' Tributaries. . . . . . . . . . 41 Precipitation . . . . . . . . . . . . . . Valley, general features of. . . . 39 Allegheny and Monongahela Basins . . 24, Wall, location of, falong. . . 208 Annual. . . . . . . . . . . . . . . 431‘, Wheeling, W. Va., Hood damage. 71 Causes of . _ _ _ . Daily, max1'mum. _ O11 Creek’ Data, uses of. . Description of. . . . . . . 143 Distribution of. . . . . . . . . . . . . Discharge at Rouseville. 186* Flood waves constructed from, comparison with Forest conditions ori. . . . . 17* gagingS_ _ _ _ _ _ _ _ _ _ _ _ _ _ Olean Creek, description of . . . . . . 147 ЕЩЁ’ 1898 to 1908’ (Plate 53)’ (See also isoliydral maps). . . . . . . . . . . . . Olmsted, Frederick- Law, report on Alle- Forests. relation Of, t0- ­ — — . . . . . . . ghefly bridges _ _ _ _ _ _ _ _ _ _ _ _ 241 Isohydral maps, (see list of maps and diagrams) Meanannual............... Oswayo Creek, description of . . . . . 146 Monthly distribution. . _ _ _ . . Nancy, experiments at. Ottawa River, reservoir system on . . . _ . 347* Ohio Вазы. _ _ _ _ _ _ _ _ _ _ _ Papers and Reports, Previous (App. No.6) ­ 349* Records, length of. . . . . . . . . 42“, _ _ Records use of, in peak reduction stud' . . Paris, methods of relief proposed after Seasonaî diStributi0n_ les Hood of 1910 . . . . . 9,32*, 346* snowfall, distribution of. . _ _ ` Snowfall, relation of, to run~ofI. Passaic River Snowfall, winter of 1909-10. Floods and methods of relief. . . . 377* Бош?“ Of’ ‘ ' ° ’ ' ' ‘ ' ' ’ ‘ ‘ — ‘ ‘ Floods in, references to literature on. . . . 419* Statlons’ table Of’ (Table bo' 47)' ’ ‘ ° - Tables of monthly and annual, (see p. 78* for Pinchot, Gifford, address before Chamber of ir1deX)­ ­ - - - - - - - - — - ‚ Commerce of Plttsburgh ‘ ‘ ‘ ‘ ‘ ’ ‘ 5 Prevention, (see Flood Prevention) . 72, Pittsburgh. Profiles. Allegheny River, increase of low-water How, by Dredging grades and reduction Of high Water - reservoirs. . . . . . . . . _ _ 224, 236 Flood cf 1907, along opposite banks. Area affected by Hoods. . . 65, 67, 70 Índex mal), (See a150) Area of. . . . . . . . . . . . . . . . 62 ­ ~ Chamber of Commerce, (see Chamber of Com- Protectlon’ (See Flood Protectlon) ’ ' ' 72’ merce of Pittsburgh). Pymatuning Swamp _ _ _ _ _ _ _ _ _ Civic Commission, report of. . . . . . . 241 _ ‚ Contributions to Flood Commission. . . . 7, 453* Quemahonmg Creek: reservo“ on ­ ­ ­ - Developments. . . . . . . . . . . . 62 Rai1I.OadS_ gnlcroachments on rivei's. 2:: Development of. . . . . . . . . . . . . . Fîlrâtlân syste1_lf_1°__‘ ‘_’ _í___1‘N' ‘2è ’ 66 Floods, damage by. . . . . . . . . . . . . Ё‘; ЁШаЁЁЬОТОО S О ’ ( а е О’ )' Floods, extent coverd by. . . . . . . . . Ка; 15’ 908 Height abcve water, Allegheny River. . . . Mir: 2?): :_l_908 Height above water, Monongahela River. . . Flood proñle, 1907, along 0PP0Sîte banks- 68 Rainfall, (see also Precipitation). Floods, extent of overHow. . . . . . . . 67 вещью!) between r|m-0ff and, _ _ _ _ _ _ _ Floods, possible maximum. . . . . . . 46, 193 _ _ d, _ Harbor. . . . . . . . . . . . . . . . . 63 Reagents’ ванна ш’ by llutlon ­ Lyons, comparison with Hood conditions at. 345* Real EState_ decrease in Value by Hoods at Monongahela River, increase of low-water How, Pittsbur h by reservoirs. . . . . . . . . . . 225, 236 g ’ ° ’ ° ‘ ‘ ’ ' ‘ ‘ 12’ Peak reduction at, (see Floods). . . 158 Receipts and expenditures _ _ _ _ _ _ _ _ Population. . . . . . . . . . . . . . . . 62 Real estate, decrease in valuation, by Hoods . 12, 65 Red Bank Creek Stage, low-water, increase of, by reservoirs. . 236 Description Of, _ _ _ _ _ _ _ _ _ _ _ _ _ Surveys, (see Surveys). 320* Discharge at St. Charles. . . . . . . . .-. Tonnage» ~ ~ - - - - ­ ­ ­ ­ - 63 Forest conditions on. . . . . . . . . . . . Topography, (see also Frontispiece) . . . 62 _ _ Waterways connected with . . . . . . 63, 231 Redstone Creek, d€SCI°lpt1OIl Of ‚ . . . „ ‚ *Appendix. 372” 42* 43* 78* 42* 44* 42* 43."~ 158 159‘ 39* 43* 44* 39* 78* 157 44* 45* 45* 45'“ 42* 78* 46* 156 200 ier 9.9 140 315* 247 65 433" 141 139* 23* 149 448 INDEX. Reforestation . . . . . . . _ . . . . . 73, 12* Areas that should be replanted. . . . . . . . 12* Bohemia, expenditures for, in. . . . . . 342* Mahoning Creek No. 1, with map. . . . . . 89 Methods Of. ­ ­ ­ ­ ~ ~ ­ - ‚ ‚ ‚ . . — ‚ 12* Mahoning Creek No. 2, with map. . . . . . 90 Plantltlons. manaaenielit Of- ­ - - — . ‚ . 12* Middle Fork River No. 1, with map. . . . . 131 R\1f1­0fï,inf111enceup0n~ - ‚ - ‚ — — ‚ ‚ ‚ 6*‚ 12* Middle Fork River N0. 2, with шар. . . . . 132 TYPGS adapted f01‘~ - - - - - - - - - - 12*, 13* North Branch French Creek, with map. . . . 103 Red HOuSe_ discharge of Allegheny at _ 96* North Branch Red Bank Creek. . . . . . . 92 Sandy Creek, with map. . . . . . . . . . 127 Shavers Fork River No. 1, with map. . . . . 125 Reservoir Projects.-(Continued.) Loyalhanna Creek, with map. . . . . . . . 84 Reichenberg, reservoirs near . . . . . . . 340* Reports 349* Shavers Fork River N0. 2, with map. . . . . 125 Alexander, D. S., recommending improved river Sugar Creek' ° _' ' ' ° ' ’ ` ' ’ ' ` ° ' 101 b0___ts_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 242 Teters Creek, with map. . . . . . . . . . 128 Chittenden, Lt. Col. H. M., on reservoir sites in Tlonesta Crçîek’ with шар’ ’ ` ' ’ ' ' ’ ' 105 West Fork river, with map. . . . . . . . . 134 Wyoming and Colorado. . . . . . . . . Civic Commission, Pittsburgh, on raising Alle- gheny bridges. . . . . . . . . . . . . . 241 Elmira, N. Y., on methods of flood relief at. . 37 0* Engineering Committee, preliiriinary report of. . 8 Flood Committee. . . . . . . . . . . . . 6 Forest Service, report of. . . . . . . . . 3* Youghiogheny River N0. 1, with map. . . . . 111 Youghiogheny River No. 2, with map. . . . . 112 Youghioglieiiy River No. 3, with map. . . . . 113 Youghiogheiiy River No. 4, with map. . . . . 114 Youghiogheiiy River No. 5, with map. . . . . 114 Reservoirs, (see also Reservoir Projects). Hartford, Conn., on methods of flood relief at. . 377* Allegheny Ri, e1._ favorable Sites on _ _ _ _ 80 Kansas City, Mo., on methods of flood relief at. 37 3* Allegheny Идут.’ increase of 10W_Wate1, HOW Leighton, M. 0., оп relation of storage reser- by _ ‚ _ ‚ ‚ ‚ _ _ ‚ ‚ ‘‚ _ _ , 223, 236 VOÍPS to flood PTQVGYIÜOII and navigation in Allegheny River, reduction of flood heights Ohioltiiei'..............354* by„„_,_„„_..,__220 M€1`1`Í11, Maj- W- E-, ОП Í¥11P1`0V€m€I1l1 Of 0hí0 Allier Riicr, studies on, foi'. . . . . . . . . 345* River. . . . . . . . . . . . . . . 350* Anderson, George H., paper of, before National New York State Water Supply Commission, on Boaid of Trade. . . . . . . . . . . . . 379* regulation of rivers by reservoirs. . . . 37 7* Austria. . . . . . . . . . . . . . . . 340* Olmsted, F. L., on raising Allegheny bridges. 241 Benefits of . . . . . . . . . . . . . . . . 73 Passaic River, on methods of flood relief. 377* Bohemia, Oder and Elbe Rivers . . 340* Powell, Maj. C. F., on slackwater project on Bridges, increase in clearances under, by . 240 West Fork. . . . . . . . . . . . . . 372* Chamber of Commerce of Pittsburgh, inaugu- Previous Papers and, (App. No. 6). . . . 349* fated by ­ ­ - - - - ~ - ~ ­ - - - - - 1 Rochester, N. Y., on methods of flood relief at. 376* Chittenden, Н- М-‚ relation to St1“€am‘ñ0W 351* Syiiioiis, Col. T. W., on raising Allegheny biidges 241 Chittenden, H- Mo report ОП Sites in Wyoming Weeks Bill, report of committee on confeience and Colorado' ° ° ‘ ' ‘ ‘ ‘ _' 2’ 3519?’ 364* at Washington _ _ _ _ _ _ _ _ _ _ _ 385* Connecticut River, control of floods in, _by 378* West Fork RiVe,._ on Slackwater project 0n_ 372* Connor, Capt. Wm. D., regulation of Ohio by 357* Williamsport, Pa., on methods of fiood relief at. 37 0* Constitutlonal Power to Construct ­ ­ ‘ - - 3 Dams, cross-sections of, (Plate 15) . . . . . 78 Effectiveness, relative, table showing . . . . 176 Effectiveness, studies of . . . . . . . . . . 173 Elbe River in Bohemia . . . . . . . . 342* Ellet, Charles, Jr., regulation of Ohio by . 349* Engineering News, editorial advocating . . . 358* Reservoir Movement, national storage , ‚ _ 1 Reservoir Projects. Allegheny River No. 1, with map. . . . . . . 80 Allegheny River No. 2, with map. . . . . . . 81 Allegheny River No. 3, with map. . . . . . . 82 Europe experience in _ _ _ _ _ _ _ _ _ 73 33.2* Black Llck Clïeek’ with map’ ° ’ ’ ’ ' ' ' 86 Excess above flood control capacity, uses and Buckhannon River, with map. . . . . . . . 129 amount Од _ _ _ _ _ _ _ _ _ _ _ _ _ _ 76 Buffalo Creek’ “пи map' ’ ‘ ‘ ‘ ' ' ‘ ' ° 83 Filter beds, improvement in working of, by di- Capacities and costs, (Table No. 34 . . . . . 138 шпон _ _ _ _ _ _ _ _ _ _ _ _ _ 251 Flood prevention by . . . . . . . . . . . 156 Flood reduction at Pittsburgh by. 174, 192 Foote, A. D., control of floods in Great Valley of California, by . . . . . . . . . . . 369* Casselman River No. 1, with map. . . . . . 118 Casselman River No. 2, with map. . . . . . 119 Casselman River No. 3, with map. . . . . . 119 Casselman River No. 4, with map. . . . . . 120 Casselman River No. 5, with map. . . . . . 120 1,-1.anCe_ _ _ _ _ _ _ 346* ‘Cheat River NO’ 1’ “Ты! шар‘ ' ° ' ' ' ‘ ’ 123 Frizell, J. P., extracts from paper by . . . 3807* Cheat вне!‘ N0' 2’ mth map* ‘ ' ' ' ' ’ ° 124 Furens River France . . . . . . . . . . . 346* Clarion River NO’ 1’ with map’ ‘ ‘ ° ‘ ’ ° 93 Garonne River, studies on . . . . . . . . . 345* eClarion River No. 2. . . . _ . . . . . . . 94 Gates _ _ _ _ _ _ _ _ _ _ _ _ 77 'clarlon Rlver NO' 3’ with map' ° ’ ° ' ’ ‘ 95 Genesee River, control of floods in, by . 37 6*, 37 7 * ‘Clarion River No. 4, with map. . . . . . . 96 Germany _ _ _ _ _ _ _ _ _ _ _ _ _ _ 333* "Cost, tabulated Summary’ (Table N0' 33) ° ° ‘ 137 Görlitze Neisse, near Reichenberg . . . . . 340* `Cr0O1‘ed Стек’ mth фар‘ ‘ ‘ ° ° ' ° ’ ' ' 87 Hardness, reduction of, by . . . . . . . . 243 `Cu5Se“ag0 Creek’ mth map' ° ‘ ’ ‘ ’ ’ ' 102 Hartford, Conn., control of floods at, by . . . 378* .East Sandy Creek No. 1, with map. . . . . . 97 _ _ Hudson River, control of, by . . . . . . 377* .‘East Sandy Creek No. 2, with map. . . . . . 97 Irrigation, reservoirs for, extracts from paper Elk Creek, with map. . . . . . . . . . . 132 of _1_ Р. Frizeu _ _ _ _ _ _ _ _ _ 381* I Ffench Creek’ with map' ’ ‘ ' ' ' ’ ' ' ' 99 Kansas City, Mo., control of floods at, by . . 37 4* Kmzua Creek’ та‘ шар’ ’ ‘ ‘ ‘ ' ' ’ ° ‘ 107 Kaw River, control of floods in, by . . . 37 4* Laurel Hill Creek, with map. . . . . . . . 116 Little Sandy Creek, with map. . . . . . . . 91 Kiskimiiietas River, increase of low-water flow by I O I I С O D O О I О C д О I I О I *Appendix. INDEX. 449 Reservoirs.-(Continued.) Lehman, George M., report on improvement of West Fork and Monongahela Rivers by. . 37 2* Leighton, M. O., regulation of Ohio by . . . 354* Literature, references to . . . . . 405* Little Brokenstraw Creek, site on . . 144 Loire River, studies on, for . . . . . . . . 345* Low water, eiïect on . . . . . . . . . . 222 Low water, extent of improvement of, by . . 230 Low­water flow, increase of, by. . . . . . . 228 Maintenance and operation . . . . . . . . . 154 Manipulation of . . . . . . . . . . . . . 179 Maps of sites. . . . . . . . . . . . . 321* Merrill, Maj. Wm. E., regulation of Ohio by . 350* Mississippi River . . . . . . . . . . . 347* Monongahela River, increase of low-water flow, by...............225,236 Monongahela River, reduction of Hood heights on,by...............221 Morris, Elwood, regulation of Ohio by . . 350* National Irrigation Association, advocated by 2 National policy . . . . . . . . . . . . . 3 Navigation, relation to, of . . . . . . . . . 231 Neckar River in Wurttemberg . . . . . . . 334* New York State Water Supply Commission, pro- posed by. . . ...........377* Newcomer, Lieut. Col. H. C., regulation of Ohioby...............359* Ohio River, increase of low-water How of, by ................227,236 Ohio River, reduction of Hood heights on, by . 219 Ottawa River, on . . . . . . . . . . . 347* Pittsburgh, increase of stage at, by . . 236 Powell, Maj. Chas. F., report on improvement of West Fork and Monongahela Rivers, by. 37 2* Reichenberg, near . . . . . . . . . . . 340* Reports and papers upon . 73, 349* Rhone River, studies on, for . . . . 344* River and Harbor act, 1896, providing for re- porton...............2 Roberts, W. Milnor, regulation of Ohio by . 349* Rochester, N. Y., control of Hoods at, by . 376* Ruhr River, on. . . . . . . . . . 333* Rur River, on tributary of, (Urft). 334* Russia, Volga and Msta Rivers . . . . . . . 332* Sacramento and San Joaquin Basins, control of Hoods in, by . . . . . . 368* Sanitation, relation to . . . . 243 Seventeen selected projects . . . . . . . . 176 Seventeen selected projects, explanation of dia- grams.................180 Seventeen selected projects, increase of low- water How by. . . . . 223, 236 Seventeen selected projects, map showing, . 17 8 Seventeen selected projects, reduction of Hoods by. .192,222 Sewage, dilution of, by. . . 243 Sewers, reduction of backwater in, 252 Sites, selection of . 76 Spain.. .. 346* Studies for, in France 344* Summary of main features . . . . . 79 Summary of main featuies, (analysis of Plate 71). . . . . . . . . . . . . 177 Summary of main features, graphical, (Plate 71) 178 Summary of main features, (Table No. 1) . 14 Surveys, (see Surveys) . . . ъ . . . . . 320* Table of important features, Allegheny Basin 108 Table of important features, Monongahela Basin 136 Telephone connection between . . . . 154 Ternay River, France 346* *Appendix. Reservoirs.­­(Continued.) Tygart Valley River, increase of low-water How of, by Urft River, on Var River, on Volga River, on . . . . . . Water power, relation to, of . . . . Water supply, estimated value to, of Water supply, relation to . . . . . Weiseritz River . . . . . . . . Weser River, Eder tributary . . . . . . . . West Fork River, increase of low-water How by 226 334* 346* 332* 253 252 243 335* 835* 226 West Fork River, reduction of Hood heights by. 221 Williamsport, Pa., control of Hoods at, by . . 370* Youghiogheny River, increase of low~water flow by.................227 Youghiogheny River, reduction of Hood heights by.................221 Resolutions. Chamber of Commerce, advocating National ForeStReserve............. 5 Chamber of Commerce, endorsing Newlands l>'ill 4 Flood committee, recommending appointment of 6 Lehman, George M., recommending appointment of Hood committee . . . . . . . . 6 Logan, Albert J., recommending appointment of Hood committee . . _ . . . . . 6 R0dgers,W.B.............. 5 Results of Investigations, findings and recommendations 11 Rhone River, studies for reservoirs on . 344* River and Harbor Act, 1896, examina- tion of river regulating works provided for . . . . . 2 Roberts, T. P., methods of flood relief at Pittsburgh . . 353* Roberts, W. Milnor, regulation of Ohio River by reservoirs . . . . . . . . 349* Rochester, N. Y.,. floods and methods of relief at . . . . . 376* Rbck, data for estimate of foundation f0rwall........... 202 Rocks, Allegheny and Monongahela Basins............ 6* Rodgers, Capt. W. B. Flood committee, member of 6 Resolution presented by . . . 5 Ruhr River, reservoirs on basin of . . 333* Run­off. Erosion and, factors inñuencing . . . . . 4* Relation between rainfall and 815* Rur River, reservoir on Urft tributary 334* Russia, reservoirs on Volga and Msta Rivers.......... .332* Sacramento and San Joaquin Basins, Hoods and methods of relief, paper by W. B. Clapp . . . .. . 366* 450 INDEX. 5 Sandy Creek, (Allegheny Basin), de- scription of . . . . . . . . . . . 142 Sandy Creek, (Monongahela asin), Forest conditions on . . . . . . . 21* Reservoir project, with map. 127 SandyLake............ 142 Sanitation. Literature, references to . . . . . . . '. 406* Reservoirs, relation of, to 243 Saone River, effect of natural storage on HOW Of. .. .. . ... . . .. . 345* Savage Mountain _ . . . . _ _ . . . . 17 Seepage, prevention of . . . . . . . . 203 Seine, methods of iiood relief proposed at Paris after Hood of 1910 332*, 346* Seventeen Selected Projects~ 176 Floods, reduction ot, by. . . . . . . 192, 222 Lo\v­\vater flo“, increase of, by. 223, 236 Map showing. . . . . . . . . . . . . . 178 Peak reduction diagiaiiis, eiiplaiiatioii ot. . . . 180 Sewage, dilution by means of reservoirs 243 Sewers. Backwater in, reduction of, by reseivoirs . . 252 Wall, consideration in design of 202 Wall, relation ol, to. 218 Shade Creek, description of 140 Shavers Fork River. Description of . . 122 Discharge at Paisons . 283* Forest conditions on . . . . . . . 34* Reservoir project No. 1, with map 125 Reservoir project No. 2, with map 125 Shaw, John E., extract from address of, on Ohio River 235 Sheet Piling. ’ Seepage, prevention of, by 203 Types of . . . . . . . . . . . . . . . 204 Shepherd, A. B., member of Engineer- ing Committee . . _ . . . . _ 8 Silesia, reservoirs in . 336* Six Mile Island. Dredging at . . . . . . 216 Land reclaimed at . . . . . . . . . 216 Wall, location of, at . . . . . . 208, 216 Sixth Street bridge, clearances under . 242 Slackwater, (see Navigation). Snow, effect of forests on melting of . . 40* Snowfall . . . . . . . . . 24., 5* Run-off, relation to . . . . . . . . . . 45, 45* Winter Of 1909-10 . 47, 45* Soap, saving in, by reduction of hard- IICSS . . . . . . . . . . . . . . 245 Soils, Allegheny and Monongahela Basins , 6* Spain, reservoirs in . . . . 346’ Stony Creek. Description of. . . . . . . _ . 139 Forest conditions on . 26* *Appendix l Í ( ? Storage, (see Reservoirs). Storage Reservoirs, (see Reservoirs). Stream-How, (App. No, 3) ‚ _ ‚ ‚ ‚ ‚ ‚ 80* Chittenden, H. M., forests and reservoirs, rela- tion of, to. . . . . . . . . . . . . . . 860* Forests, investigations of relation to. . . . . 38* Future Work. . . . . . . . . . . . 194, 81* Methods of study. . . . . . . . . . . . . 80 Stream­How Data. Allegheny River at Aspinwall. 82* Allegheny River at Kittanning. 84* Allegheny River at Red House. 96* Black Lick Creek at Black Lick. . 120* Brokenstraw Creek at Youngsviile. . . . . . 195* Casselman River at Confluence. . . . . . . 254* Cheat River at Uneva. . . . . . . . . . . 267* Clarion River at Clarion. . . . . . . 141* Conevvango Creek at Frewsburg. . . . . . . 200* Crooked Creek at Hilenian’s Farm. . . . . . 130* Cussewago Creek at Meadville . . . . 180* Discharge, niaxinium and minimum, Allegheny River and tributaries, (Table No. 50). . . 318* Discharge, maximum and minimum, Mononga- hela River and tributaries, (Table No. 51). 319* Dunkard Creek at Bobtown. . . . . . . . . 265* Elk Creek near Clarksburg. . . . . . . . . 305* French Creek at Carlton. . . . . . . . . 169* Kinzua Creek at Dewdrop . . . . . . . . 204* Kiskíminetas River at Avonmore. . . . . . . 108* Laurel Hill Creek at Confiuence. . . . . . . 243* Loyallianiia Creek at New Alexandria. . . . . 117* Mahoning Creek at Furnace Bridge. . . . . . 135* Monongahela River at Lock No. 4. . . . . . 209* North Branch Fiench Creek at Kiinmeytown. . 183* Ohio River at Wheeling. . . . . . . . . . 306* Oil Creek at Rouseville. . . . . . . . . . 186* Red Bank Creek at St. Charles. . . . . . . 139* Shavers Fork River at Parsons . . . . . . 283* Sugar Creek at Wyattville. . . . . . . . . 17 7* Tioiiesta Creek at Nebraska. . . . 190* Turtle Creek at East Pittsburgh. . . . . . . 210* Tjgart Valley River at Belington. . . . . . 291* Tygart Valley River at Fetterman. . . 284* West Fork River at Enterprise. . . . . . . 298* Youghiogheny River at Coiiliuence. . . . . 223* Yougliioglieny River at Connellsville. . . . . 217* Youghioglieny River at Friendsville. _ . 234* Sugar Creek. Description of. . . . . 100 Discharge at Wyattville. 17 7* Reservoir project. . 101 Surveys. Bench mark No. 100, P. R. R. . . . . . . 323* Bench marks . . . . . . . . . . . . . . 324* City. . . . . . . . 320* Costs, city maps. . . . . . . . . . . . . . 330* Costs, city surveys. . . . . . 330* Costs, ñood damage investigations. . . . . . 330* Costs, reservoir suiveys and maps. . . . . . 330* Leveling, city. . . . . . . . . . . . . 322* Levels, checks. . . . . . . . . 327* Levels, description of lines. . . _ . . . . . 323* Levels, relation of, to other lines . . . . . . 322* Maps, city. . . . . . . . . i . 321* Maps, reservoir sites. . . . . . . . 322* Precise levels from coast, lines of. . . . . . 322* Reservoirs. . . . . . . . . . . . . . 76, 321* . . 320* Soundings. . . . . . . . . . INDEX. 451 Susquehanna Riv'er. Comparison With.Ohio at Wheeling. References to Hood literature. . . . . . Report on Hoods on W. Branch at Williams- port,Pa. Swensson, Emil. Engineering Committee, member of. . . . . Flood prevention and protection, paper on. Flood relief, discussion of paper of T. P. Rob- erts.............’. Symons, Thomas W., report on Alle- gheny bridges Tables. Bench marks. . . . . . Bridges, Allegheny River, clearance under. Bridges, Monongahela River, clearance under. Cost and benefits of Hood relief, comparison of . Costs, city surveys, mapping and damage in- vestigations. . . . . . . . . . . . . Costs of all engineering woik to Mar. 1, 1911. Costs, reservoir surveys and maps. . . . Discharge, maximum and minimum, Allegheny River and tributaries. . . . . . . . Discharge, maximum and minimum, Mononga- hela River and tributaries. . . . . . . Distances, elevations and slopes, Allegheny . . Distances, elevations and slopes, Monongahela Drainage areas of tributaries. Duration of Hoods. . . . . . . . . Effectiveness, relative, of rese1'voirs. Flood damage, Pittsburgh, Hoods of. Mar. 15, 1907 Feb. 16, 1908 Mar. 20, 1908 Flood reductions, 43 projects. . . . Flood reductions, 17 projects. . . . 192, Flood relief, cost of various schemes of . . Floods at Pittsburgh. . . . . . . Floods at Pittsburgh, increase of. . . Floods at Pittsburgh, monthly distribution. Gage heights at river stations, Hoods of 48 319* 370* 241 324* 241 241 15 330* 331* 330* 174 222 211 44 46 45 Tables.-(Continued.) Reservoirs, important features, Monongahela Basiii............. .. Reservoirs, summary of main features 14, Seventeen selected projects, (on Plate 69). . . Temperature, Allegheny and Monongahela Basins Towns on Allegheny River, population and dis- tances. . . . . . Towns on Monongahela River, population and distances. . . . . . . . . . . . . . . Towns on Ohio River, population and distances. Wall, cost of various schemes. . . . . . . . Wall in combination with reservoirs, main fea- tures................. Weather Bureau gagiiig stations. . . . . . . Wooded areas. . . . . . . . . . . . . Taft, President, conference with Flood Commission . Temperature. Alleglieiiy and Monongahela Basins.. . . Forests, relation of, to. . . . . 38*, Ten Mile Creek, description of . . . . . Ten Mile Creek, (of W. Fork River), description of Terminal Moraine . . . . . . . . . . . . Ternay Dam, France Teters Creek. Description of. . . . . . . . Reservoir project, with inap. . Theiss, George W., figures from ad- dressof Three Fork Creek, description of . . . Tionesta Creek. Description of. . . . . . . . Discharge at Nebraska. . . . . Forest conditions on. . . . Reservoir project, with map. . Tonnage. Railroad. . . . . . . . . . . . . . . . River. . . . . 28, 63, and Mononga- 16, Topography, Allegheny hela Basins Towboats ... Transportation. Railroad. . . . . . Water, rivers and canals. Turtle Creek. Description of. . . . . . . . Discharge at East Pittsburgh. Tygart Valley River. Description of. . . . . . Discharge at Belington. Discharge at Fettermaii. Forest conditions on. . . . Forest conditions on headwaters. . Low­water How, increase of, by reseivoiis. Time of movement of Hoods on . . Water power, possible development ot, on. UnitPrices Urft River, reservoir on . . . . . . . . . 136 176 26 34 38 211 13 319* 22 390* 25 39* 150 154 20 346* 128 128 235 154 104 190"r 18* 105 Feb. 6, 1884 . Feb. 18, 1891 . Feb. 24, 1897 . . . . . . . . . . . Mar. 24, 1898 . . . . . . . . . . . Nov. 27, 1900 . . . . . . . . . . . . Apr. 21, 1901 . . . . . . . . .» . . . Mar. 1, 1902 . . . . . . . . . . . . Mai'. 1, 1903 . . . . . . . . . . . . Jan. 23,1904. . . . . . . . . Mar. 4, 1904 . . . . . . . . . . . . Mar. 22, 1905 . . . . . . . . . . . . Mar. 15, 1907 . . . . . . . . . . . Feb. 16, 1908 . . . . . . . . . . . Mar. 20, 1908 . . . . . . . . . . Саши; stations. . . . . . . . . . . . . Iiidustiial plants affected by Hoods at various stages................ Low-vsater How, increase of, by reservoirs. 228, Ohio Rit er, principal tributaries. . . . . Precipitation, annual. . . . . . I’recipitatioii, Hoods 1898-1908. . . . Precipitation, maximum daily. . . . . . Rainfall and run­off, relation between. . . Rainfall stations. . . . . . . . . . Reservoir projects, capacities and costs Reservoir projects, summary of cost Reservoirs, important features, Allegheny Basin *Appendix. 68 237 41 78‘ 159 45* 315* 78* 138 137 108 63 231 6* 232 29 26 147 210* 152 291* 284* 32* 33* 226 157 253 77 334* 452 INDEX. Var River, dam on, near Riom ‚ _ 346* Vienna. Danube, flood protection works on. . . . . 332* Wien River at, storage reservoirs on. . . . 343* Volga River, reservoirs at headwaters in Russia Vosges Mountains, experiments in, on relation of forests to run-oiî . 40* Wall. . . . ..............2o2 Brimot Island, land reclaimed at. 212, 213 Brunot Island, location at. . . . . 206, 213 Combination of locations. . . . . . . .' . . 213 Cost, final summary of . . . . . . . . 211, 217 Cost of various locations, (Table No. 38) . 211 Design of. . . ............202 Dredging only, with . . . . . . 205, 209 Dredging, relation of, to 197, 208 Excavation . . . . . . . . . . . . . . . 203 Fill behind wall . . . . . . . . 203, 205 Foundation . . . . . . . . . . . . . . . 202 Herr Island, land reclaiined at . . . . . 212, 215 Herr Island, location at. . . . 208, 214 Land reclaimed by. . . . . _ . . 210 Location . . . . . . . . . . . . . . .204, 207 Natural bank line, location along . . . . . . 204 Reservoirs and dredging, with . . . . . 207, 210 Reservoirs, in combination with, niaiii features . 13 Reservoirs only, with . . . . . . . . . 207 Reservoirs or dredging, without . 205 Seepage . . . . . . . . . 203 Sewers, relation to, of. . . . . . 202, 218 Six Mile Island, land reclaimed at . 208, 216 Six Mile Island, location at . . . . . . 208, 216 Standard cross­section, location along. . 207 \/Varren, Gen. G. K., report on Miss- issippi reservoirs. . _ . . . . . . 347* WaterPower..............253 Cheat River . . . . . . . . . . .126, 253 Chittenden, H. M., revenue from 362* Clarion River . . . . . . . . . . . . . . 253 Connor, Capt. Wm. D., relation of reservoirs to 357* Europe, charges for, in . . . . . . . . 341* Europe, reservoirs for, in, (see Reseivoiis) Frizell, J. P., extracts from paper on leser- voirs for . . . . . . . . '. . . . 383* New York State, amount available in . . 377* Newcomer, Lt. Col. H. C., revenue from . . . 359* Ohio Pyle . . . . . . . . . . . . .115, 253 Reservoirs, relation of, to . . . . . 253 Tygart Valley River . . . . . . . . . . . 253 Youghiogheny River . . . . . . . . 115, 253 Water­softening plants. method of oper- ation and cost... . . . . _ . 247 Water Supply. , Allegheny River, pumpage for boiler supply . 247 Allegheny River, pumpage for domestic supply . 245 Flood of 1907, danger of damage by . . . 69 Kìskiminetas River, pumpage for industrial supply.............. 247 Monongahela River, pumpage for domestic supply 246 Monongahela River, pumpage for industrial supply 247 Ohio River, pumpage for domestic supply . 246 Ohio River, punipage for industrial supply. . . 248 Pittsburgh Filtration System . . . . . . 249 Reservoirs, estimated value of, to . . . 252 Reservoirs, relation of, to . . 243 Water­softening plants . . . . . . . . . . 247 West Fork River, punipage from. . . . 246 Youghiogheny River, pumpage from * Appendix. 'u'N'|v.: 611‘ Waterways, (see Navigation). Weather Bureau, U. S. Gaging stations, (Table No. Prediction of iioods Weeks Appalachian National Forest Bill. Chamber of Commerce endorses . 4, 5, Flood Commission, conference of, with President Taft, urging restoration of unexpended appro- 52) . 319* 70 385* priation . 390* Weiseritz River, reservoirs on 335* Weser River, reservoir on Eder tributary 335* West Fork River. Description of . . . 133 Discharge at Enterprise . . .298* Floods, reduction of, by reservoirs . 221 Forest conditions on . . . . . . . . 31* Lehman, Geo. M., report on improvement of . 372* Low-water flow, increase of, by reservoirs 226 Powell, Maj. Chas. F., report on improvement of . 372* Pumpage from . _ . . 246 Reservoir project. with map . 134 Time of nio\einent of iioods on . . 156 West Newton, Pa. Floods, reduction of, by reservoirs . 221 Low­\\ater iiow, increase oi, by reservoirs. 227 Wheeling, W. Va. Discharge of Ohio at . 306* Flood damage at . . . . . . . 71 Floods, reduction of, by reservoirs 219 Lowwater flow, increase of, by reservoirs. 227 Whiteley Creek, description of. 150 Wien River, reservoirs for Hood con- tro1,0n...............343* Wilkins, W. G. Engineering committee, member of . . . . . 8 National Waterways Commission, paper before, by . . . . . . . . . . . Williamsport, Ра., Hoods and methods . 363* of relief at . . _ . . 370* Wupper River, reservoirs on basin of . . 333* Wurttemberg, reservoirs on Neckar River ‚ ‚ _ 334* Youghiogheny River. Description of . . . . 109 Discharge at Confluence . . . . . . 223* Discharge at Connellsville . . . . . . 217* Discharge at Friendsville . . . . . . . . . 234* Floods, reduction of, by reservoirs 221 Floods at Pittsburgh, relation to . . . 60 Forest conditions on headwaters 29* Forest conditions on lower river. . . . . . 31* Low­water flow, increase of, by reservoirs . . 227 Navigation. . . . . . . . . . . 27, 234 Pumpage from . . . . . . . . . 246 Reservoir project No. 1, with map . . . 111 Reservoir project No. 2, with map . . . 112 Reservoir project No. 3, with map . 113 Reservoir project No. 4, with map . . 114 Reservoir project No. 5, with map . . 114 Time of movement of floods on . 156 Water power, possible development of, on . 115, Zon, Raphael, paper on forests and iinioHiGtA“'ñ0W ~ ~ JUN 19 1912 253 38* PRESS or MURDOCH-KERK Co. PITTSBURGH, PA. ‚ИОИОМ OMA YMBHOB ‚ЗИКЗАЭ ЗЭАИМЯО 42° ' 141111 4I'50‘ \ 1 S '.l‘.A'l‘ 41’ BEAVER FALLS 40'BO' HTQI( 40’ \ I к *QC* ‚ ,Y v " Ж \ ‹ 3l'30' l0‘!O' PHILI PI ‘I ‘S0’ Name of Stream fleservo/'r Number Sg МЛ“ Drainage Area _»__­_2____­­- ÉLLEQHENZ //580 adm/y_Q¿ I8 Э ‚ё го ,E1 8§ I67 #wml--«wa» " 4272 / Ä 3652 X I [fis/fl'/n/’n¢1§§ / 8 7 Z Lara//la/:Qa __2_Z8___ Х 277 4/4 X ‘HL ~_____l_5 м‘ л /02 8 /0l _.___Z2__ 7 /I5 9 x ‘Д! H ._'z 9 A lO79 4 `,_£ür_§4ady ll х /04 ШЩМ I2 /QQ 96 „ l frencñ Щ. Dam MORE TSBUPG e/77929 ‘Ч LEXANDRI I тщ @rn ' am I4 х /226 _ ЛЕгШЕаЕЕ/г ÍZ7 Qdm /5 Х 216 “TT Z/onega 4. Z Z _ I5 ‘ш l05 I 7 Х 477 Lea; 2/ ‘ы Z 2 Х Qi 40’ ao' Qam /Yo/ 55 l78 .JL 36‘ /QS Т tl/ Тш ‘_—_ШШ__—Ё_Ъ.—___ЗЗ— Ш ПЛ Ш 33 M_ 504 9 zu M/'¢_idß_Eqr/1 /52 П’ _ /41 V- "_£,un'M._2u_1ï ' isz Ш __m~.§L£oL/L____H____ßL „- ‚ X 3@ в /20 157 4? Х Included /`n Scvenleen Mos! Effect/'ve /’rrybcts and ral/roads in FLOOD COMMISSION P|TTsBuRGH,PENNA. MAP SHOWING LOCATION OF PROPOSED RESERVOIR SITES ALLEGHENY ANO MONONGAHELA RIVER OFIAINAGE BASIN MARCH ­­ 191! SCALE. IN MILES I0 I5 20 ‘Z5 §“[T1‘1;?"""` г’ """! ' ^ I ŕ'"I"' 7’ 78’ S0' 39°!O' Noles: Shaded portion indicates area covered b IlY 5‘ Geological Survey quadranglcs. fie/minder ofmap campi/ed from best available data. Shaded por!/'an on /arge map indicates drs/n- age area contra//ed, T/7/'s map reduced from /arge scale map com- piled by F/ood Commission shnwi/ig st/-canas detail 39’ S¢'B0' nu man uuu v«u\.M\.ru.nr: Ь ALLEGHENY AND MONONGAHELA DRAINAGE BASINS. RESERVOIR SITES I vf 7 I, :VI/CASTLE › L R mf R E N C E \\-/'FT' В LJ Т` /I Ay BUTLER г‘ Í: '¿.:".‘¢‘ hk* *.‘I.‘\:Íy. ­ ч ‚ - ,.­\ ‹ ‹ V _.‚_ *ugr t 40°C@ ` Щ LEGEN D CLEA/?¿`D WOODEÜ ` ё I///ïâ//V F0/‘?E5`7 5/ÍDLY 50/?/VÉÜ 57/I7`£ /‘O/7557 /‘?£5`£/?V.cÍ5 Q M//(ed oa/rs and c/resŕ/mf н Hem/ack and /rafzfn/oods WP I/I//7/'/e p/ne ВВ 56809, 6/rc/1,fr1a,o/e and 0a,s~,5’w00r/ 5 5,0/'ucc goô I А /Isae/1 and f/‘re C/fe/vy 11,19, ‹ YP Ye//pw ,Daß/¿2/‘ Br 5/'us/7 E ¿_/'oded areas fvofffû’ FOREST MAF’ OF TI-I Е V\/ATERSH EDS OFTHE ф. ALLEGH ENY AND MONONGAH ELA RIVERS RR ERA R ED Fo R ¿fo о’ ТНЕ FLOOD COMMISSION OF PITTSBURGH BY THE FOREST SERVICE, LIS. DEPARTIVI ENT OFAGFIICU LTU RE HENRY STGR/\\/ES, FORESTER AND TI­IE PENNSYLVANIA DEPARTMENT OF FORESTRY ROBERT s.COI\II..r¢r ‚ . 1....! .fc...' ‚ , . ._ iro. . . . ‚ .L ...„L...,..L.....,., 1. ‚ - rn» )...... . . . ~v..f.û`­~P...I. 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