DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTI.3 SMITH. IMHKCTWR

WATER-SUPPLY PAPER 241

JRFACE WATER SUPPLY OF THE 

UNITED STATES

1907-8

PART I. NORTH ATLANTIC COAST

PREPARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

H. K. BARROWS AND R. H. BOLSTER

WASHINGTON

GOVERNMENT PRINTING OFFICE

1910
DEPARTMENT OF THE INTERIOR 

UNITED STATES GEOLOGICAL SUEVEY

GEORGE OTIS SMITH, DIBECTOB

WATER-SUPPLY PAPER 241

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1907-8

PAKT I. NORTH ATLANTIC COAST

PREPARED UNDER THE DIRECTION OF M. 0. LEltiHTON

BY

H. K. BARROWS AND R. H. BOLSTER

Water Resources Branch,

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1910
CONTENTS,

Page.

Introduction...__.,......__...._._..................._...-............... 7

Authority for investigations........................................... 7

Scope of investigations................................................ 8

Purposes of the work................................................. 9

Publications ......................................................... 10

Definition of terms ....................................... ........... 13

Convenient equivalents............................................... 14

Explanation of tables................................................. 15

Field methods of measuring stream flow................ .............. 16

Office methods of computing and studying discharge and run-off ........ 21

Accuracy and reliability of field data and comparative results ........... 25

Use of the data....................................................... 26

Cooperation and acknowledgments .................................... 27

Division of work ..................................................... 28

North Atlantic coast drainage ............................................. 29

St. John Kiver drainage basin......................................... 29

Description ...................................................... 29

St. John River at Fort Kent, Me .................................. 30

Fish River at Wallagrass, Me ..................................... 33

Aroostook River at Fort Fairfield, Me ............................. 36

St. Croix River drainage basin ........................................ 40

Description ...................................................... 40

St. Croix River near Woodland, Me ............................... 41

Machias River drainage basin.......................................... 44

Description ...................................................... 44

Machias River at Whitneyville, Me................................ 44

Penobscot River drainage basin........................................ 49

Description ...................................................... 49

River surveys in Penobscot drainage basin ......................... 51

West Branch of Penobscot River at Millinocket, Me ................ 52

Penobscot River at West Enfield, Me.............................. 56

East Branch of Penobscot River at Grindstone, Me................. 59

Mattawamkeag River at Mattawamkeag, Me ....................... 62

Piscataquis River near Foxcroft, Me............................... 65

Kenduskeag Stream near Bangor, Me.............................. 67

Phillips Lake and outlets in Holden and Dedham, Me .............. 68

Miscellaneous measurements ...................................... 73

Kennebec River drainage basin ....................................... 74

Description ...................................................... 74

River surveys in Kennebec drainage basin ......................... 77

Moose River near Rockwood, Me.................................. 77

Moosehead Lake at east outlet, Me ................................ 80

Kennebec River at The Forks, Me................................. 82

Kennebec River at Bingham, Me.................................. 85

Kennebec River near North Anson, Me...........-.-..........:.-. 87

Kennebec River at Madison, Me ..---.....-................-...-.- 89

. Kennebec River at Waterville, Me ................................ 90

Roach River at Roach River, Me .................................. 93

Dead River near The Forks, Me................................... 95

Carrabassett River near North Anson, Me.......................... 97

Sandy River near Madison, Me......--.-..............-.-......--. 99

Sebasticook River at Pittsfield, Me ................................ 102

3
4 CONTENTS.

North Atlantic coast drainage Continued. Page. 

Kennebec Eiver drainage basin Continued.

Cobbosseecontee Stream at Gardiner, Me........................... 103

Miscellaneous measurements ...................................... 106

Androscoggin Eiver drainage basin .................................... 107

Description ...................................................... 107

River surveys in Androscoggin drainage basin...................... 108

 Androscoggin River at Shelburne, N. H............................ 108

Androscoggin River at Rumford Falls, Me.......................... 110

Androscoggin River at Dixfield, Me................................ 112

Miscellaneous measurements . .................................... 115

Presumpscot River drainage basin..................................... 115

Description ...................................................... 115

Presumpscot River at outlet of Sebago Lake, Me.................... 116

Saco River drainage basin............................................. 118

Description ................................................. .... 118

Saco River near Center Conway, N. H............................. 119

Saco River at West Buxton, Me ................................... 122

Merrimac River drainage basin........................................ 124

Description...................................................... 124

Pemigewasset River at Plymouth, N. H............................ 126

Merrimac River at Franklin Junction, N. H........................ 129

Merrimac River at Garvins Falls. N. H...............I............ 131

Merrimac River at Lawrence, Mass................................ 134

Contoocook River at AVest Hopkinton, N. H....................... 139

South Branch of Nashua River at Clinton, Mass.................... 140

Sudbury River at Framingham and Lake Cochituate at Cochituate,

Mas:).......................................................... 142

Connecticut River drainage basin...................................... 144

Description...-.-.-.-..--.-....--...----....-...-................ 144

Connecticut River at Orford, N. H................................ 146

Connecticut River at Sunderland, Mass............................ 148

Connecticut River at Hartford, Conn.............................. 151

Israel River (below South Branch) near Jefferson Highlands, N. H. 153

Ammonoosuc River at Bretton Woods, N. H....................... 154

Zealand River near Twin Mountain, N. H......................... 155

Ashuelot River at Hinsdale, N. H............ ............. ....... 156

Millers River near Farley Station, Mass............................ 160

Ware River near Ware, Mass...................................... 160

Quaboag River at West Warren, Mass. ........................... 162

Westfield Little River near Blandford, Mass....................... 163

Housatonic River drainage basin...................................... 169

Description...................................................... 169

Housatonic River at Gaylordsville, Conn.......................... 169

Hudson River drainage basin......................................... 172

Description...-.-..---....-.....-....-.-...-...---.-.-........... 172

Stations on main stream .......................................... 175

Hudson River at Northcreek, W. Y............................ 175

Hudson River at Thurman, N. Y............................... 178

Hudson River at Fort Edward, N. Y .......................... 180

Hudson River at Mechanicville, N. Y.......................... 183

Champlain Canal and Glens Falls Feeder, N. Y................ 185

Indian Lake Reservoir at Indian Lake, N. Y................... 189

Schrooii River basin.._...... ____..._............._. ............ 191

Description.................................................. 191

Schroon Lake near Pottersville, N. Y.......................... 192

Schroon River at Riverbank, N. Y............................ 192
CONTENTS. 5

North ^t.antic coast drainage Continued. Page. 

Hudson River drainage basin Continued.

feacandaga River basin...... ....__......._...-_..--..--....-..... 195

Description.................................................. 195

Sacandaga River at Wells, N. Y...... ........................ 196

Sacandaga River at Northville, N. Y........................... 198

Sacandaga River near Hadley, X. Y........................... 201

Battenkill River at Battenville, N. Y.............................. 204

Fish Creek at Burgoyne, N. Y.................................... 205

Hoosic River basin............................................... 206

Description.................................................. 206

Hoosic River at Buskirk, X. Y................................ 207

Mohawk River basin............................................. 210

Description........-...-...-...-....-..-.-.-..-.-..-..-.-..-. 210

Mohawk River at Little Falls, N. Y........................... 211

Mohawk River at Dunsbach Ferry, X. Y...................... 212

West Canada Creek at Twin Rock Bridge, N. Y................ 214

West Canada Creek at Kast Bridge, N. Y........... .......... 216

East Canada Creek at Dolgeville, N. Y ........................ 218

Schoharie Creek at Prattsville, N. Y........................... 220

Kinderhook Creek at Rossman, X. Y.............................. 223

Catskill Creek at South Cairo, X. Y............................... 226

Esopus Creek basin............................................... 227

Description .................................................. 227

Esopus Creek near Olivebridge, X'. Y .......................... 227

Esopus Creek at Kingston, X. Y............................... 230

Rondout Creek at Rosendale, X. Y................................ 233

Miscellaneous measurements...................................... 236

Passaic River drainage basin .......................................... 237

Description .............., ...................................... 237

Passaic River near Chatham, X. J.................................. 237

Ramapo River near Mahwah, X. J................................. 240

Raritan River drainage basin.......................................... 241

Description ...................................................... 241

Raritan River at Finderne, X. J.................................... 241

Raritan River at Boundbrook, N. J................................. 243

Delaware River drainage basin ........................................ 246

Description ...................................................... 246

East Branch of Delaware River at Hancock, X. Y.................. 247

Delaware River at Port Jervis, X. Y.......-..-..-....-.-..-...--.. 250

Delaware River at Riegelsville, X. J.--.---..-...---....-........-. 256

Delaware River at Lambertville, N. J.............................. 260

West Branch of Delaware River at Hancock, X. Y.................. 261

Paulins Kill at Columbia, X. J.................................... 265

Musconetcong River near Bloomsbury, X. J........................ 267

Tohickon Creek at Point Pleasant, Pa.............................. 268

Xeshaminy Creek below the forks, Pennsylvania...--...-.-.-..-.-. 270

Schuylkill River near Philadelphia, Pa -----.--..---...---.--..---- 272

Perkiomen Creek near Frederick, Pa .............................. 274

Miscellaneous measurements -.....-.-.---...--...--...--.-. ...... 277

Susquehanna River drainage basin .................................... 278

Description .... -...........--..-.-.--...---..-----.......-.-..--. 278

Stations on main stream ....-.......--...----...-.....-...---.---- 279

Susquehanna River at Colliersville, X. Y ....-...--........-.-- 279

Susquehanna River at Binghamton, X. Y...................... 282

Susquehanna River at Wysox, Pa ............................. 284
6 CONTENTS.

North Atlantic coast drainage Continued. Page. 

Susquehanna Kiver drainage basin Continued. 

Stations on main stream Continued.

Susquehanna River at Wilkes-Barre, Pa........................ 286

Susquehanna River at Danville, Pa ............................ 289

Susquehanna River at Harrisburg, Pa ......................... 292

Susquehanna River near McCall Ferry, Pa..................... 295

Chenango River basin ............................................ 297

Description .................................................. 297

Chenango River near Greene, N. Y............................ 298

Chenango River at Binghamton, N. Y ......................... 298

Chemung River basin ............................................ 302

Description .................................................. 302

Chemung River at Chemung, N. Y ............................ 302

West Branch: Susquehanna basin ................................. 306

Description .................................................. 306

West Branch of Susquehanna River at Williamsport, Pa ........ 307

Juniata River basin .............................................. 310

Description .................................................. 310

Juniata River at Newport, Pa ................................. 311

Broad Creek at Mill Green, Md ................................... 314

Deer Creek near Charchville, Md ................................. 316

Miscellaneous measurements ...................................... 319

Gunpowder River drainage basin...................................... 319

Description ...................................................... 319

Gunpowder Falls at Glencoe, Md.................................. 319

Little Gunpowder Falls near Belair, Md ........................... 322

Patapsco River drainage basin......................................... 325

Description ...................................................... 325

Patapsco River at Woodstock, Md................................. 325

Potomac River drainage basin....., .__...........___..._.____.....__. 328

Description ...................................................... 328

Potomac River at Point of Rocks, Md.............................. 329

Shenandoah River at Millville, W. Va............................. 333

Monocacy River near Frederick, Md.............................. 336

Rappahannock River drainage basin................................... 339

Rappahannock River near Fredericksburg, Vr..................... 339

Summaries of discharge per square mile................................ 341

Index ..................~................................................ 345

ILLUSTRATIONS.

PLATE I. A, Current-meter rating station at Los Angeles, Cal.; /?, bridge station and cross section of stream illustrative of 0.2 and 0.8 depth 

method .......................................... ............ 18

II. Price pen ta-recording current meters............................. 20

III. Discharge, area, and mean-velocity curves for Aroostook River at

Fort Fairfield, Me.............^ .............................. 22

IV. Profile Falls near the mouth of Smiths River, Bristol, N. H...... 126

V. A, Logjam at gaging station on Sacandaga River at Iladley. N. Y; 

F>, Hydro - electric power development on White River near 

Sharon, Vt................................................... 146

VI. Power development on Rappahannock River near Fredericksburg,

Va........................................................... 340
SURFACE WATER SUPPLY OF THE NORTH ATLANTIC

COAST, 1907-8.

By H. K. BARROWS and R. H. BOLSTER.

INTRODUCTION.

AUTHORITY FOR INVESTIGATIONS.

This volume contains results of flow measurements made on certain streams in the United States. The work was performed by 

the water-resources branch of the United States Geological Survey, 

either independently or in cooperation with organizations mentioned 

herein. These investigations are authorized by the organic law of 

the Geological Survey (Stat. L., vol. 20, p. 394), which provides, 

among other things, as follows:

Provided that this officer [the director] shall have the direction of the Geological 

Survey and the classification of public lands and examination of the geological structure, mineral resources, and products of the national domain.

Inasmuch as water is the most abundant and most valuable 

mineral in nature, the investigation of water resources is included 

under the above provision for investigating mineral resources. The 

work has been supported since the fiscal year ending June 30, 1895, 

by appropriations in successive sundry civil bills passed by Congress 

under the following item:

For gaging the streams and determining the water supply of the United States, and 

for the investigation of underground currents and artesian wells, and for the preparation of reports upon the best methods of utilizing the water resources.

The various appropriations that have been made for this purpose 

are as follows:

Annual appropriations for the fiscal year ending June 30 

1895................................................................. $12, 500

1896................................................................. 20, 000

1897 to 1900,inclusive............................................... 50, 000

1901 to 1902,inclusive............................................... 100, 000

1903 to 1906,inclusive............................................... 200, 000

1907................................................................. 150, 000

1908 to 1910,inclusive............................................... 100, 000

7
8 SURFACE WATER SUPPLY, 1907-8, 

SCOPE OF INVESTIGATIONS.

These investigations are not complete nor do they include all the 

river systems or parts thereof that might purposefully be studied. 

The scope of the work is limited to that which can be provided with 

the appropriations available. The field covered and the character 

of the work are believed to be the best that could be accomplished 

under the controlling conditions. It would undoubtedly be of more 

scientific importance and ultimately of more practical value if the 

money now applied to wide areas were concentrated on a few small 

basins. Such a course is impossible because general appropriations 

made by Congress are applicable to all parts of the country. Each 

part demands its proportionate share of the benefits.

It is essential that records of stream flow shall be maintained during a period of years sufficient to cover all stages, in order that within 

reasonable limits the entire range of flow from the absolute maximum 

to the absolute minimum may be determined. The length of such a 

period manifestly varies for different streams and can not be absolutely determined. Experience has shown that the records should 

cover from five to ten years, or for some streams twenty years or 

more, the limit being determined by the relative importance of the 

stream and the interdependence of the results and other long-time 

records on adjacent streams.

In the performance of this work the Geological Survey endeavors 

to approach as nearly as possible the highest degree of precision 

which a rational expenditure of time and a judicious expenditure of 

a small amount of money will allow. In all engineering work there 

is a point of refinement beyond which it is needless and wasteful to 

proceed, and this principle applies with especial force to stream-flow 

measurements. It is confidently believed that with some unavoidable jexceptions the stream-flow data presented in the publications of 

the Survey are sufficiently accurate for all practical purposes. Many 

of the records are, however, of insufficient length, owing to the unforeseen reduction of appropriations and consequent abandonment of 

many stations. All persons are cautioned to exercise the greatest 

care in the utilization of such incomplete records.

Kecords of varying lengths have been obtained at about 1,400 different points in the United States, and in addition the surface water 

supply of small areas in Seward Peninsula and the Yukon-Tanana 

region, Alaska, has been investigated. During 1907 and 1908 regular 

gaging stations were maintained by the Survey and cooperating 

organizations at about 740 points in the United States, and in addition numerous miscellaneous measurements were made. Data were 

also obtained in regard to precipitation, evaporation, storage reservoirs, river profiles, and water power in many sections of the country.
INTRODUCTION. 9

These data will be made available in the regular surface water-supply 

papers and in special papers from time to time.

PURPOSES OF THE WORK.

Among the purposes for which the results contained in this volume 

are requisite are navigation, irrigation, domestic water supply, water 

power, swamp and overflow land drainage, and flood prevention. 

The demands of all these interests are immediate.

Navigation. The Federal Government has expended more than 

$250,000,000 for the improvement of inland navigation, and prospective expenditures will approximate several times this amount. 

It is obvious that the determination of stream flow is necessary to 

the intelligent solution of the many problems involved.

Irrigation. The United States is now expending $42,000,000 on 

federal irrigation systems, and this amount is far exceeded by the 

private expenditures of this nature in the arid West. The integrity 

of any irrigation system is based absolutely on the amount of water 

available. Therefore investigations of stream flow in that portion 

of the country are of first importance in the redemption of the lands, 

as well as constituting an insurance of federal and private investments.

Domestic water supply. The highest use of water is that of domestic 

supply, and while the federal interest in this aspect of the matter 

is less direct than in the aspects already named this use of water 

nevertheless has so broad a significance with respect to the general 

welfare that the Federal Government is ultimately and intimately 

concerned.

Water power. The time is rapidly approaching when the development of the water power of the country will be an economic necessity. 

Our stock of coal is being rapidly depleted and the cost of steam 

power is increasing accordingly. Industry will cease its growth if 

cheap power is not available, and in that event the United States as a 

nation will cease to progress. Water power is the only avenue now 

open. When the electric transmission of power was accomplished, the 

relation of our water powers to national economy changed entirely. 

Previous to the day of electric transmission the importance of a water 

power was largely confined to the locality at which it was generated, 

but it has now become a public utility in which the individual citizen 

is vitally interested. Inasmuch as the amount of water power that 

may be made available is dependent on the flow of rivers, the investigation of flow becomes a prerequisite in the judicious management of 

this source of energy.

Drainage of swamp and overflowed lands. More than 70,000,000 

acres of the richest land in this country are now practically worthless, or of precarious value, by reason of overflow and swamp condi-
10 SURFACE WATER SUPPLY, 1907-8.

tions. When this land is drained it becomes exceedingly productive 

and its value increases many fold. Such reclamation would add to 

the national assets at least $700,000,000. The study of run-off is the 

first consideration in connection with drainage projects. If by the 

drainage of a large area into any particular channel that channel 

becomes so gorged with water which it had not hitherto been called 

upon to convey that overflow conditions are created in places where 

previously the land was not subject to inundation, then drainage 

results merely in an exchange of land values. This is not the purpose 

of drainage improvement.

Flood prevention. The damage from floods in the United States 

exceeds $100,000,000 annually and in the year 1908 the aggregate 

damage, based on reliable data, approximated $250,000,000. Such 

an annual tax on the property of great regions should be reduced in 

the orderly progress of government. It goes without saying that any 

consideration of flood prevention must be based on a thorough knowledge of stream flow, both in the contributing areas which furnish the 

water and along the great lowland rivers.

PUBLICATIONS.

The data on stream flow collected by the United States Geological 

Survey since its inception have appeared in the annual reports, 

bulletins, and water-supply papers. Owing to natural processes of 

evolution and to changes in governmental requirements, the character 

of the work and the territory covered by these different publications 

has varied greatly. For the purpose of uniformity in the presentation of reports a general plan has been agreed upon by the United 

States Reclamation Service, the United States Forest Service, the 

United States Weather Bureau, and the United States Geological 

Survey, according to which the area of the United States has been 

divided into twelve parts, whose boundaries coincide with certain 

natural drainage lines. The areus so described are indicated by the 

following list of papers on surface water supply for 1907 and 1908. 

The dividing line between the North Atlantic and South Atlantic 

drainage areas lies between York and James rivers.

Papers on surface water supply of the United States, 1907-8.

Part.

I

II

III

IV

V

No.

241

242

243

244

245

Title.

North Atlantic coast.

South Atlantic coast and eastern

Gulf of Mexico. 

Ohio River Basin. 

St. Lawrence River Basin. 

Upper Mississippi River and Hudson

Bay basins.

Part.

VI

VII

VIII

IX

X

XI

XII

No.

240

247

248

249

250

251

2o2

Title.

Missouri River Basin.

Lower Mississippi River Basin.

Western Gulf of Mexico.

Colorado River Basin.

Great Basin.

California.

North Pacific coast.
INTRODUCTION. 11

The following table gives the character of data regarding stream 

flow at regular stations to be found in the various publications of the 

United States Geological Survey exclusive of all special papers. 

Numbers of reports are inclusive, and dates also are inclusive so far as 

the data are available.

Stream-flow data in reports of the United States Geological Survey. 

[Ann.=Annual Report; B.=Bulletin: W. S.= Water-Supply Paper.]

Report. Character of data. Year.

10th Ann., pt. 2........' Descriptive information only...............................

llth Ann., pt. 2........ Monthly discharge........................................... 1884 to Sept..

! 1890. 

12th Ann., pt. 2.............do........................................................ 1884 to June 30,

1891. 

13th Ann., pt. 3........ Mean discharge in second-feet................................ 1884 to Dec. 31,

1892. 

14th Ann., pt. 2..... .. Monthly discharge (long-time records, 1871 to 1893)............ 1888 to Dec. 31,

1893. 

B. 131................. Descriptions, measurements, gage heights, and ratings........ 1892 and 1894.

16th Ann., pt. 2........| Descriptive information only.................................

B. 140................. Descriptions, measurements, gage height?, ratings, and 1895.

monthly discharge (also many data covering earlier years). 

W. S. 11............... Gage heights (also gage heights for earlier years)............... 1890.

18th Ann., pt. 4........ Descriptions, measurements, ratings, and monthly discharge 1895 and 189C.

(also similar data for some earlier years). 

W. S. 15............... Descriptions, measurements, and gage heights, eastern United 1897.

States, eastern Mississippi River, and Missouri River above

junction with Kansas. 

W. S. 16............... Descriptions, measurements, and gage heights, western Missis- 1897.

sippi River below junction of Missouri and Platte, and western United States. 

19th Ann., pt. 4........ Descriptions, measurements, ratings, and monthly discharge 1897.

j (also some long-time records). 

W. S. 27............... Measurements, ratings, and gage heights, eastern United States, 1898.

eastern Mississippi River, and Missouri River. 

W. S. 28............... Measurements, ratings, and gage heights, Arkansas River and 1896.

western United States. 

20th Ann., pt. 4........ Monthly discharge (also for many earlier years)............... 1898.

W. S. 35 to 39.......... Descriptions, measurements, gage heights, and ratings........ 1899.

21st Ann., pt. 4........ Monthly discharge............................................ 1899.

W. S. 47 to 52.......... Descriptions, measurements, gage heights, and ratings........ 1900.

22d Ann.,pt. 4......... Monthly discharge........................................... 1900.

W. S. 65, 66............ Descrip'tions, measurements, gage heights, and ratings-....... 1901.

W. S. 75............... Monthly discharge............"............................... 1901.

W. S. 82 to 85.......... Complete data................................................ 1902.

W. S. 97 to 100..... .. .do........................................................ 1903.

W. S.124 to 135.............do........................................................ 1904.

W. S.165 to 178.............do........................................................ 1905.

W. S. 201 to 214........ Complete data, except descriptions............................ 1906.

W. S. 241 to 252........ Complete data................................................ 1907-8.

NOTE. No data regarding stream flow are given in the 15th and ]7th annual reports.

The records at most of the stations discussed in these reports 

extend over a series of years. An index of the reports containing 

records prior to 1904 has been published in Water-Supply Paper 119. 

The first table which follows gives, by years and drainage basins, the 

numbers of the papers on surface water supply published from 1899 

to 1908. Wherever the data for a drainage basin appear in two 

papers the number of one is placed in parentheses and the portion of 

the basin covered by that paper is indicated in the second table. For 

example, in 1904 the data for Missouri River were published in WaterSupply Papers 130 and 131, and the portion of the records contained 

in Water-Supply Paper 131, as indicated by the second table, is that 

relating to Platte and Kansas Rivers.
12 SURFACE WATER SUPPLY, 1907-8,

Numbers of water-supply papers containing results of stream measurements, 1899-1908.

Atlantic coast and eastern 

Gulf of Mexico: 

New England rivers. .... 

Hudson River to Delaware River, inclusive. . 

Susquehanna River to 

York River, inclusive . 

James River to Yadkin

Santee River to Pearl

St. Lawrence River. ........

Mississippi River: 

Ohio River..............

Upper Mississippi River.

Lower Mississippi River.

Paciflccoastand Great Basin:

South Pacific coast to 

Klamath River, inclu1899. a

35 

35 

35 

(35) ,36

36

36

36

36 

(36), 35

37 

37

(37), 38

38, (39)

(38), 39

38

1900.6

47 

47, (48) 

48 

48

48

49

48, (49)

49 

49, (50)

50 

50

50

51

51

51

1901.

65, 75 

65, 75 

65,75 

65, 75

65,75

65,75 

66, 75

65,75

65,75 

66,75

/ (65), 

\ 66, 75 

66,75

66,75

66,75

66,75

66, 75

1902.

82 

82 

82 

(82), 83

83

(82), 83 

85

83

83 

84

}(83),84 

84

85

85

85

85

1903.

97 

97 

97 

(97),98

98

97 

100

98

98, (99) 

99

f

(98), 99 

99

100

100

100

100

1904.

124 

125 

126 

126

127

129 

130

128

/ 128, 

I (130) 

/ 130,

I (131) 

/ (128), 

\ 131 

132

( 133,

I (134) 

/ 133,

\ (134) 

134

135

1905.

165 

166 

167

167

168

170 

171

169

> '" 

} 

(169), 

173 

174

175,

(177) 

376,

(177) 

177

/(177),

\ 178

1906.

201 

202 

203 

203

204

206 

207

205

207 

208

(205), 

209 

210

211,

(213) 

212,

(213) 

213

j- 214

1907-8.

241 

241 

241 

242

242

244 

245

243

245 

246

j- 24J 

248

249,

(251) 

250,

(251) 

251

252

« Rating tables and index to Water-Supply Papers 35-39 contained in Water-Supply Paper 39. 

6 Rating tables and index to Water-Supply Papers 47-52 and data on precipitation, wells, and irrigation: 

in California and Utah contained in Water-Supply Paper 52.

Numbers of water-supply papers containing data covering portions of drainage basins.

No.

35

36

38

39

48

49

65

82

CO

Q7

no

99

134

777

?05

River basin.

Ohio..............................

Tributaries included.

Gallatin.

Scioto.

junction with Platte.

Do.

Below junction with Gila.

Susan repeated, Owens, Mohave.

Yazoo, Homochitto.

Data at Hardy ville repeated; at Yuma, Salton Sea.

Owens, Mohave.
INTRODUCTION. 13

The order of treatment of stations in any basin in these papers is 

downstream. The main stem of any river is determined on the 

basis of drainage area, local changes in name and lake surface being 

disregarded. After all stations from the source to the mouth of the 

main stem of the river have been given, the tributaries are taken up 

in regular order from source to mouth. The tributaries are treated 

the same as the main stream, all stations in each tributary basin 

being given before taking up the next one below.

The exceptions to this rule occur in the records for Mississippi 

River, which are given in four parts, as indicated above, and in the 

records for large lakes, where it is often clearer to take up the streams 

in regular order around the rim of the lake than to cross back and 

forth over the lake surface.

DEFINITION OF TERMS.

The volume of water flowing in a stream the "run-off" or "discharge" is expressed in various terms, each of which has become 

associated with a certain class of work. These terms may be divided 

into two groups: (1) Those which represent a rate of flow, as secondfeet, gallons per minute, miner's inches, and run-off in second-feet 

per square mile, and (2) those which represent the actual quantity 

of water, as run-off in depth in inches and acre-feet. They may be 

defined as follows:

"Second-foot" is an abbreviation for cubic foot per second and is 

the rate of discharge of water flowing in a stream 1 foot wide, 1 foot 

deep, at a rate of 1 foot per second. It is generally used as a fundamental unit from which others are computed by the use of the factors 

given in the following table of equivalents.

"Gallons per minute" is generally used in connection with pumping 

and city water supply.

The "miner's inch" is the rate of discharge of water that passes 

through an orifice 1 inch square under a head which varies locally. 

It is commonly used by miners and irrigators throughout the West 

and is defined by statute in each State in which it is used.

"Second-feet per square mile" is the average number of cubic feet 

of water flowing per second from each square mile of area drained, 

on the assumption that the run-off is distributed uniformly both as 

regards time and area.

"Run-off in inches " is the depth to which the drainage area would 

be covered if all the water flowing from it in a given period were 

conserved and uniformly distributed on the surface. It is used for 

comparing run-off with rainfall, which is usually expressed in depth 

in inches.

"Acre-foot" is equivalent to 43,560 cubic feet, and is the quantity 

required to cover an acre to the depth of 1 foot. It is commonly 

used in connection with storage for irrigation work.
14 SUBFACE WATER SUPPLY, 1907-8. 

CONVENIENT EQUIVALENTS.

The following is a list of convenient equivalents for use in hydraulic 

computations:

1 second-foot equals 40 California miner's inches (law of March 23, 1901). 

1 second-foot equals 38.4 Colorado miner's inches. 

1 second-foot equals 40 Arizona miner's inches.

1 second-foot equals 7.48 United States gallons per second; equals 448.8 gallons per 

minute; equals 646,272 gallons for one day. 

1 second-foot equals 6.23 British imperial gallons per second. 

1 second-foot for one year covers 1 square mile 1.131 feet or 13.572 inches deep. 

1 second-foot for one year equals 31,536,000 cubic feet. 

1 second-foot equals about 1 acre-inch per hour. 

1 second-foot for one day covers 1 square mile 0.03719 inch deep. 

1 second-foot for one 28-day month covers 1 square mile 1.041 inches deep. 

1 second-foot for one 29-day month covers 1 square mile 1.079 inches deep. 

1 second-foot for one 30-day month covers 1 square mile 1.116 inches deep. 

1 second-foot for one 31-day month covers 1 square mile 1.153 inches deep. 

1 second-foot for one day equals 1.983 acre-feet. 

1 second-foot for one 28-day month equals 55.54 acre-feet. 

1 second-foot for one 29-day month equals 57.52 acre-feet. 

1 second-foot for one 30-day month equals 59.50 acre-feet. 

1 second-foot for one 31-day month equals 61.49 acre-feet. 

100 California miner's inches equal 18.7 United States gallons per second 

100 California miner's inches equal 96.0 Colorado miner's inches. 

100 California miner's inches for one day equal 4.96 acre-feet. 

100 Colorado miner's inches equal 2.60 second-feet. 

100 Colorado miner's inches equal 19.5 United States gallons per second. 

100 Colorado miner's inches equal 104 California miner's inches. 

100 Colorado miner's inches for one day equal 5.17 acre-feet. 

100 United States gallons per minute equal 0.223 second-foot. 

100 United States gallons per minute for one day equal 0.442 acre-foot. 

1,000,000 United States gallons per day equal 1.55 second-feet. 

1,000,000 United States gallons equal 3.07 acre-feet. 

1,000,000 cubic feet equal 22.95 acre-feet. 

1 acre-foot equals 325,850 gallons.

1 inch deep on 1 square mile equals 2,323,200 cubic foot. 

1 inch deep on 1 square mile equals 0.0737 second-foot per year. 

1 foot equals 0.3048 meter. 

1 mile equals 1.60935 kilometers. 

1 mile equals 5,280 feet. 

1 acre equals 0.4047 hectare. 

1 acre equals 43,560 square feet. 

1 acre equals 209 feet square, nearly. 

1 square mile equals 2.59 square kilometers. 

1 cubic foot equals 0.0283 cubic meter. 

1 cubic foot equals 7.48 gallons. 

1 cubic foot of water weighs 62.5 pounds. 

1 cubic meter per minute equals 0.5886 second-foot. 

1 horsepower equals 550 foot-pounds per second. 

1 horsepower equals 76.0 kilogram-meters per second, 

1 horsepower equals 746 watts.
INTRODUCTION. 15

1 horsepower equals 1 second-foot falling 8.80 feet. 

1J horsepower equal about 1 kilowatt.

m , . . in Sec'.-ft.Xfall in feet x ,

To calculate water power quickly: =net horsepower on water

wheel realizing 80 per cent of theoretical power.

EXPLANATION OF TABLES.

For each drainage basin there is given, a brief description of 

general conditions covering such features as area, source, tributaries, 

topography, geology, conditions of forestation, rainfall, ice conditions, 

irrigation, storage, power possibilities, and other special features of 

importance or interest.

For each regular current-meter gaging station are given in general, 

and so far as available, the following data: Description of station, 

list of discharge measurements, table of daily gage heights, rating 

table, table of monthly and yearly discharges and run-off. For 

stations located at weirs or dams the gage-height and rating tables 

are omitted and 'a table of daily discharges is substituted. For 

stations where the flow is computed by shifting-channel methods, a 

table of daily discharges is given in place of rating tables, which are 

not used in these methods of computation.

In addition to statements regarding the location and installation 

of current-meter stations, the descriptions give information in regard 

to any conditions which may affect the constancy of the relation of 

gage height to discharge, covering such points as ice, logging, shifting 

conditions of flow, and backwater; also full information regarding 

diversions which decrease the total flow at the measuring section. 

Statements are also made regarding the accuracy and reliability of 

the data.

The discharge-measurement table gives the results of the discharge 

measurements made during the year, including the date, name of 

hydrographer, width and area of cross section, gage height, and 

discharge in second-feet.

The table of daily gage heights gives the daily fluctuations of 

the surface of the river as found from the mean of the gage readings 

taken each day. At most stations the gage is read in the morning 

and in the evening. The gage height given in the table represents 

the elevation of the surface of the water above the zero of the gage. 

All gage heights during ice conditions, backwater from obstructions, 

etc., are published as recorded, with suitable footnotes. The rating 

is not applicable for such periods unless the proper correction to 

the gage heights is known and applied. Attention is called to the 

fact that the zero of the gage is placed at an arbitrary datum and has 

no relation to zero flow or the bottom of the river. In general, the 

zero is located somewhat below the lowest known flow, so that 

negative readings shall not occur.
16 SURFACE WATER SUPPLY, 1907-8.

i

The discharge measurements and gage heights are the base data 

from which the rating tables and monthly-discharge tables are 

computed.

The rating table gives, either directly or by interpolation, the 

discharge in second-feet corresponding to every stage of the river 

recorded during the period for which it is applicable. It is published 

to enable engineers to determine the daily discharge by its application to the table of gage heights or to check results in the table 

of monthly discharge.

In the table of monthly discharge the column headed "Maximum" 

gives the mean flow, as determined from the rating table, for the day 

when the mean gage height was highest. As the gage height is the 

mean for the day, it does not indicate correctly the period when the 

water surface was at crest height and the corresponding discharge 

consequently larger than given in this column. Likewise, in the 

column of "Minimum" the quantity given"is the mean flow for the 

day when the mean gage height was lowest. The column headed 

"Mean" is the average flow in cubic feet for each second during the 

month. On this the computations for the remaining columns, which 

are defined on page 13, are based.

FIELD METHODS OF MEASURING STREAM FLOW.

There are three distinct methods of determining the flow of openchannel streams: (1) By measurements of slope and cross section 

and the use of Chezy's and Kutter's formulas; (2) by means of a 

weir or dam; (3) by measurements of the velocity of the current and 

of the area of the cross section. The method chosen depends on the 

local physical conditions, the degree of accuracy desired, the funds 

available, and the length of time that the record is to be continued.

Slope method. Much information has been collected relative to the 

coefficients to be used in the Chezy formula, v = c\/R,s. This has 

been utilized by Kutter, both in developing his formula for c and in 

determining the values of the coefficient n which appears therein. 

The results obtained by the slope method are in general only roughly 

approximate, owing to the difficulty in obtaining accurate data and 

the uncertainty of the value for n to be used in Kutter's formula. 

The most common use of this method is in estimating the flood discharge of a stream when the only data available are the cross section, 

the slope as shown by marks along the bank, and a knowledge of the 

general conditions. It is seldom used by the United States Geological Survey. For full information regarding this method the 

reader is referred to the various text-books on hydraulics.

Weir method. Relatively few stations are maintained at weirs or 

dams by the United States Geological Survey. Standard types of
INTRODUCTION. 17

sharp-crested and broad-crested weirs within the limits for which 

accurate cofficients have been experimentally obtained give very 

accurate records of discharge if properly maintained. At practically 

all broad-crested weirs, however, there is a diversion of water either 

through or around the dam, usually for the purpose of development 

of water power. The flow is often complicated and the records are 

subject to errors from such sources as leakage through the dam, 

backwater at high stages, uncertainty regarding coefficient, crest 

which is not level, obstructions from logs or ice, use of flashboards, 

old turbines with imperfect ratings, and many others depending on 

the type of development and the uses of the diverted water.

In general, records of discharge at dams are usually accurate enough 

for practical use if no others are available. It has been the general 

experience of the United States Geological Survey, however, that 

records at current-meter gaging stations under unobstructed-channel 

conditions are more accurate than those collected at dams, and where 

the conditions are reasonably favorable are practically as good as 

those obtained at sharp-crested weirs.

The determination of discharge over the different types of weirs 

and dams is treated fully in "Weir experiments, coefficients, and 

formulas" (Water-Supply Paper 200 a) and in the various textbooks on hydraulics. "Turbine water-wheel tests and power tables" 

(Water-Supply Paper 180) treats of the discharge through turbines 

when used as meters. The editions of both of these water-supply 

papers are practically exhausted. They can, however, be consulted 

at most of the larger libraries of the country or they can be obtained 

from the Superintendent of Documents, Washington, D. C., at a cost 

of 20 cents for No. 180 and 35 cents for No. 200. Remittances must 

be made by postal money order, express order, or New York draft.

Velocity method. Streams in general present throughout their 

courses to a greater or less extent all conditions of permanent, semipermanent, and varying conditions of flow. In accordance with the 

location of the measuring section with respect to these physical 

conditions, current-meter gaging stations may in general be divided 

into four classes (1) those with permanent conditions of flow;

(2) those with beds which change only during extreme high water;

(3) those with beds which change frequently but which do not cause 

a variation of more than about 5 per cent of the discharge curves 

from year to year; and (4) those with constantly shifting beds. In 

determining the daily flow different office methods are necessary 

for each class. The field data on which the determinations are based 

and the methods of collecting them are, however, in general the 

same.

a Water-Supply Paper 200 is a revision of No. 150, the edition of which is exhausted. 

16254 IRR 241 10 2
18 SURFACE WATEE SUPPLY, 1907-8.

Great care is taken in the selection and equipment of gaging 

stations for determining discharge by velocity measurements, in 

order that the data may have the required degree of accuracy. 

They are located, as far as possible, at such points that the relation 

between gage height and discharge will always remain constant 

for any given stage. The experience of engineers of the Geological 

Survey has been that permanency of conditions of flow is the prime 

requisite of any current-meter gaging station when maintained for 

several years unless funds are available to cover all changes in conditions of flow. A straight, smooth section, without cross currents, 

backwater, boils, etc., at any stage is highly desirable, but on most 

streams is not attainable except at the expense of a cable equipment. Rough, permanent sections, if measurements are properly made by experienced engineers, taking measuring points at 

a distance apart of 2 to 5 per cent or less of the total width, will 

within reasonable limits yield better results for a given outlay 

of money than semipermanent or shifting sections with smooth, 

uniform current. So far as possible, stations are located where the 

banks are high and not subject to overflow at high stages and out 

of the influence of tributary streams, dams, or other artificial obstructions which might affect the relation between gage height and 

discharge.

A gaging station consists essentially of a gage for determining 

the daily fluctuations of stage of the river and some structure or 

apparatus from which discharge measurements are made, usually 

a bridge or cable.

The two factors required to determine the discharge of a stream 

past a section perpendicular to the mean direction of the current 

are the area of the cross section and the mean velocity of flow normal 

to that section.

In making a measurement with a current meter, a number of 

points, called measuring points, are measured off above and in the 

plane of the measuring section at which observations of depth and 

velocity are taken. (See PI. I, B.) These points are spaced equally 

for those parts of the section where the flow is uniform and smooth, 

and are spaced unequally for other parts, according to the discretion 

and judgment of the engineer. In general, the points should not 

be spaced farther apart than 5 per cent of the distance between 

piers, nor farther apart than the approximate mean depth of the 

section at the time of measurement.

The measuring points divide the total cross section into elementary 

strips, at each end of which observations of depth and velocity 

are made. The discharge of any elementary strip is the product 

of the average of the depths at the two ends times the width of the 

strip times the average of the mean velocities at the two ends of the
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 241 PLATE

A. CURRENT-METER RATING STATION AT LOS ANGELES, CAL.

B. BRIDGE STATION AND CROSS SECTION OF STREAM 

Illustrating 0.2 and 0.8 depth method.

INTBODUCTION. 19

strip. The sum of the discharges of the elementary strips is the total 

discharge of the stream. (For a discussion of methods of computing 

the discharge of a stream see Engineering News, June 25, 1908.)

Depths for the determination of the area are usually obtained 

by sounding with the current meter and cable. In rough sections 

or swift current an ordinary weight and cable are used, particular 

care being taken that all observations shall be in the plane of the cross 

section.

Two methods of determining the velocity of flow of a stream are 

in general use the float method and the current-meter method.

The float method, with its various modifications of surface, subsurface, and tube or rod floats, is now considered obsolete in the ordinary practice of the United States Geological Survey. The use 

of this method is limited to special conditions where it is impracticable 

to use the current meter, such as in places where large quantities of 

ice or debris which may damage the meter are flowing with the current, and for miscellaneous measurements or other work where a 

high degree of accuracy is not necessary. Tube floats are very satisfactory for use in canals with regular bottoms and even flow of current. Measurements by the float method are made as follows: 

The velocity of flow of the stream is obtained by observing the time 

which it takes floats set free at different points across the stream 

to pass between two range lines about 200 feet apart. The area 

used is the mean value obtained from several cross sections measured 

between the two range lines. The chief disadvantages of this method 

are difficulty in obtaining the correct value of mean area for the 

course used and uncertainty regarding the proper coefficient to 

apply to the observed velocity. (For further information regarding 

this method the reader is referred to Water-Supply Paper 95 and to 

the various text-books covering the general subject of stream flow.)

The Price current meter is now used almost to the exclusion of 

other types of meters by the United States Geological Survey in the 

determination of the velocity of flow of water in open channels, a 

use for which it is adapted under practically all conditions. Plate 

II shows in the center the new type of penta-recording current meter 

equipped for measurements at bridge and cable stations. On the 

sides the same type of meter is shown equipped for wading measurements, to record by the acoustic method on the left and by the electric 

method on the right. Briefly, the meter consists of six cups attached 

to a vertical shaft which revolves on a conical hardened-steel point 

when immersed in moving water. The number of revolutions is 

indicated electrically. The rating or relation between the velocity 

of the moving water and the revolutions of the wheel is determined 

for each meter by drawing it through still water for a given distance 

at different speeds and noting the number of revolutions for each run.
20 SURFACE WATER SUPPLY, 1907-8.

(See PL I, A.) From these data a rating table is prepared which 

gives the velocity per second of moving water for any number of 

revolutions in a given time interval. The ratio of revolutions per 

second to velocity of flow in feet per second is very nearly a constant 

for all speeds, and is approximately 0.45.

Three classes of methods of measuring velocity with current meters 

are in general use multiple-point, single-point, and integration.

The two principal multiple-point methods in general use are the 

vertical velocity curve and 0.2 and 0.8 depth.

In the vertical velocity curve method a series of velocity determinations are made in each vertical at regular intervals, usually about 

10 to 20 per cent of the depth apart. By plotting these velocities as 

abscissas and their depths as ordinates and drawing a smooth curve 

among the resulting points, the vertical velocity curve is developed. 

This curve shows graphically the magnitude and changes in velocity 

from the surface to the bottom of the stream. The mean velocity 

in the vertical is then obtained by dividing the area bounded by 

this velocity curve and its axis by the depth. This method of obtaining the mean velocity in the vertical is probably the best known, 

but on account of the length of time required to make a complete 

measurement its use is largely limited to the determination of coefficients for purposes of comparison and to measurements under ice.

In the second multiple-point method the meter is held successively 

at 0.2 and 0.8 depth, and the mean of the velocities at these two points 

is taken as the mean velocity for that vertical. (See PL I, 5.) On 

the assumption that the vertical velocity curve is a common parabola 

with horizontal axis, the mean of the velocities at 0.22 and 0.79 depth 

will give (closely) the mean velocity in the vertical. Actual observations under a wide range of conditions show that this multiple-point 

method gives the mean velocity very closely for open-water conditions and that in a completed measurement it seldom varies as much 

as 1 per cent from the value given by the vertical velocity curve 

method. Moreover, the indications are that it holds nearly as well 

for ice-covered rivers. It is very extensively used in the regular 

practice of the United States Geological Survey.

The single-point method consists in holding the meter either at 

the depth of the thread of mean velocity or at an arbitrary depth 

for which the coefficient for reducing to mean velocity has been 

determined or must be assumed.

Extensive experiments by means of vertical velocity curves show 

that the thread of mean velocity generally occurs between 0.5 and 

0.7 total depth. In general practice the thread of mean velocity is 

considered to be at 0.6 depth, and at this point the meter is held in 

most of the measurements made by the single-point method. A 

large number of vertical velocity curve measurements, taken on
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 241 PLATE II

"ili'll 'Mftl <4j 'SI 6 '71 '8! '9' 'PliJ'l <2i '» U '& <«' Tl 'Hi '9i 'FS31 !! '2i *31 '41 'SI 'ft!

PRICE PENTA-RECORDING CURRENT METERS.
INTRODUCTION. 1

many streams and under varying conditions, show that the average 

coefficient for reducing the velocity obtained at 0.6 depth to mean 

velocity is practically unity. The variation of the coefficient from 

unity in individual cases is, however, greater than in the 0.2 and 

0.8 method and the general results are not as satisfactory.

In the other principal single-point method the meter is held near 

the surface, usually 1 foot below, or low enough to be out of the effect 

of the wind or other disturbing influences. This is known as the subsurface method. The coefficient for reducing the velocity taken at 

the subsurface to the mean has been found to be in general from 

about 0.85 to 0.95, depending on the stage, velocity, and channel 

conditions. The higher the stage the larger the coefficient. This 

method is especially adapted for flood measurements, or when the 

velocity is so great that the meter can not be kept in the correct 

position for the other methods.

The vertical-integration method consists in moving the meter at a 

slow, uniform speed from the surface to the bottom and back again 

to the surface, and noting the number of revolutions and the time 

taken in the operation. This method has the advantage that the 

velocity at each point of the vertical is measured twice. It is useful 

as a check on the point methods. In using the Price meter great 

care should be taken that the vertical movement of the meter is not 

rapid enough to vitiate the accuracy of the resulting velocity.

The determination of the flow of an ice-covered stream is difficult, 

owing to diversity and instability of conditions during the winter 

period and also to lack of definite information in regard to the laws of 

flow of water under ice. The method now employed is to make frequent discharge measurements during the frozen periods by the 0.2 

and 0.8 and the vertical velocity curve methods, and to keep an 

accurate record of the conditions, such as the gage height to the surface of the water as it rises in a hole cut in the ice, and the thickness 

and character of the ice. From these data an approximate estimate 

of the daily flow can be made by constructing a rating curve (really 

a series of curves) similar to that used for open channels, but considering, in addition to gage heights and discharge, the varying thickness of ice. For information in regard to flow under ice cover, see 

Water-Supply Paper 187.

OFFICE METHODS OF COMPUTING AND STUDYING DISCHARGE AND

RUN-OFF.

At the end of each year the field or base data for current-meter 

gaging stations, consisting of daily gage heights, discharge measurements, and full notes, are assembled. The measurements are plotted 

on cross-section paper and rating curves are drawn wherever feasible. 

The rating tables prepared from these curves are then applied to
22 SURFACE WATER SUPPLY, 1907-8.

the tables of daily gage heights to obtain the daily discharges, and 

from these applications the tables of monthly discharge and run-off 

are computed.

Rating curves are drawn and studied with special reference to 

the class of channel conditions which they represent. (See p. 17.) 

The discharge measurements for all classes of stations when plotted 

with gage heights in feet as ordinates and discharges in second-feet 

as abscissas define rating curves which are more or less generally 

parabolic in form. In many cases curves of area in square feet 

and mean velocity in feet per second are also constructed to the 

same scale of ordinates as the discharge curve. These are used 

mainly to extend the discharge curves beyond the limits of the 

plotted discharge measurements, and for checking purposes to avoid 

errors in the form of the discharge curve and to determine and eliminate erroneous measurements.

For every published rating table the following assumptions are 

made for the period of application of the table: (a) That the discharge is- a function of and increases gradually with the stage; (6) 

that the discharge is the same whenever the stream is at a given 

stage, and hence such changes in conditions of flow as may have occurred during the period of application are eithei compensating or 

negligible, except that the rating as stated in the footnote of each 

table is not applicable for known conditions of ice, log jams, or other 

similar obstructions; (c) that the increased and decreased discharge 

due to change of slope on rising and falling stages is either negligible 

or compensating.

As already stated, the gaging stations may be divided into several 

classes, as indicated in the following paragraphs:

The stations of class 1 represent the most favorable conditions for 

an accurate rating and are also the most economical to maintain. 

(See PL III.) The bed of the stream is usually composed of rock and is 

not subject to the deposit of sediment and loose material. This class 

includes also many stations located in a pool below which is a permanent rocky riffle that controls the flow like a weir. Provided the control is sufficiently high and close to the gage to prevent cut and fill at 

the gaging point from materially affecting the slope of the water surf ace, 

the gage height will for all practical purposes be a true index of the 

discharge. Discharge measurements made at such stations usually 

plot within 2 or 3 per cent of the mean discharge curve and the rating 

developed from that curve represents a very high degree of accuracy.

Class 2 is confined mainly to stations on rough mountainous streams 

with steep slope. The beds of such streams are as a rule comparatively permanent during low and medium stages, and when the flow 

is sufficiently well defined by an adequate number of discharge 

measurements before and after each flood the stations of this class
U. S. GEOLOGICAL SURVEY

I9O3 Nos. I to 3 

" I9O4 Nos. 4 to II 

" I9O5 Nos. !£ to 15 

" l9O6Nos. 16 

" 1908 Nos. 17 to 20 

Nos.17 and 18 made under ice conditions

Measurements

VELOCITY IN FEET PER SECOND 

O 1.00 2.OO 3.OO 4.OO 5.OO

AREA IM 

IOOO 2000

2000 4000 6000 8000 10000 12000 14000 16000 18000 20000 22000 

DISCHARGE IN SECOND-FEET

24000 26000

DISCHARGE, AREA, AND MEAN-VELOCITY CURVES FOR AROOSTOOK RIVER AT FORT FAIRR

'CO 30000 3200

:LD, ME.
INTRODUCTION. 23

give nearly as good results as those of class 1. As it is seldom possible to make measurements covering the time of change at flood 

stage, the assumption is often made that the curves before and after 

the flood converged to a common point at the highest gage height 

recorded during the flood. Hence the only uncertain period occurs 

during the few days of highest gage heights covering the period of 

actual change in conditions of flow. (See Water-Supply Paper 246.)

Class 3 includes most of the current-meter gaging stations maintained by the United States Geological Survey. If sufficient 

measurements could be made at stations of this class results would 

be obtained nearly equaling those of class 1, but owing to the limited funds at the disposal of the Survey this is manifestly impossible, nor is it necessary for the uses to which discharge data are 

applied. The critical points are as a rule at relatively high or low 

stages. The percentage error, however, is greater at low stages. No 

absolute rule can be laid down for stations of this class. Each rating 

curve must be constructed mainly on the basis of the measurements 

of the current year, the engineer being guided largely by the past 

history of the station and the following general law. If all measurements ever made at a station of this class are plotted on cross-section 

paper, they will define a mean curve which may be called a " standard 

curve." It has been found in practice that if after a change caused by 

high stage a relatively constant condition of flow occurs at medium 

and low stages, all measurements made after the change will plot on a 

smooth curve which is practically parallel to the standard curve with 

respect to their ordinates, or gage heights. This law of the parallelism of ratings is the fundamental basis of all ratings and estimates 

at stations with semipermanent and shifting channels. It is not 

absolutely correct, but, with few exceptions, answers all the practical 

requirements of estimates made at low and medium stages after a 

change at a high stage. This law appears to hold equally true 

whether the change occurs at the measuring section or at some controlling point below. The change is, of course, fundamentally due to 

change in the channel caused by cut or fill, or both, at and near the 

measuring section. For all except small streams the changes in section usually occur at the bottom. The following simple but typical 

examples illustrate this law:

(a) If 0.5 foot of planking were to be nailed on the bottom of a 

well-rated wooden flume of rectangular section there would result, 

other conditions of flow being equal, new curves of discharge, area, 

and velocity, each plotting 0.5 foot above the original curves when 

referred to the original gage. In other words, this condition would 

be analogous to a uniform fill or cut in a river channel which either 

reduces or increases all three values of discharge, area, and velocity
24 SUKFACE WATEE SUPPLY, 1907-8.

for any given gage height. In practice, however, such ideal conditions 

rarely exist.

(b) In the case of a cut or fill at the measuring section there is a 

marked tendency toward decrease or increase, respectively, of the 

velocity. In other words, the velocity has a compensating effect, and 

if the compensation is exact at all stages the discharge at a given 

stage will be the same under both the new and the old conditions.

(c) In the case of uniform change along the crest of a weir or 

rocky controlling point, the area curve will remain the same as 

before the change, and it can be shown that here again the change 

in velocity curve is such that it will produce a new discharge curve 

essentially parallel to the original discharge curve with respect to 

their ordinates.

Of course in actual practice such simple changes of section do not 

occur. The changes are complicated and lack uniformity, a cut at 

one place being largely offset by a fill at another, and vice versa. 

If these changes are very radical and involve large percentages of 

the total area as, for example, on small streams there may result 

a wide departure from the law of parallelism of ratings. In complicated changes of section the corresponding changes in velocity 

which tend to produce a new parallel discharge curve may interfere 

with each other materially, causing eddies, boils, backwater, and 

radical changes in slope. In such extreme conditions, however, the 

measuring section would more properly fall under class 4 and would 

require very frequent measurements of discharge. Special stress is 

laid on the fact that in the lack of other data to the contrary the 

utilization of this law will yield the most probable results.

Slight changes at low or medium stages of an oscillating character 

are usually averaged by a mean curve drawn among them parallel 

to the standard curve, and if the individual measurements do not 

vary more than 5 per cent from the rating curve the results are 

considered good for stations of this class. For illustrative example 

of a station of this type, see Water-Supply Paper 242.

Class 4 comprises stations that have soft, muddy, or sandy beds. 

Good results can be obtained from such sections only by frequent 

discharge measurements, the frequency varying from a measurement every two or three weeks to a measurement every day, according to the rate of diurnal change in ocnditions of flow. These 

measurements are plotted and a mean or standard curve drawn 

among them. It is assumed that there is a different rating curve 

for every day of the year and that this rating is parallel to the 

standard curve with respect to their ordinates. On the day of a 

measurement the rating curve for that day passes through that 

measurement. For days between successive measurements it is 

assumed that the rate of change is uniform, and hence the ratings
INTRODUCTION. 25

for the intervening days are equally spaced between the ratings 

passing through the two measurements. This method must be 

modified or abandoned altogether under special conditions. Personal judgment and a knowledge of the conditions involved can 

alone dictate the course to pursue in such cases. For illustrative 

example of a station of this type, showing the Bolster method of 

determining the daily discharge graphically, see Water-Supply 

Papers 247 and 249.

The computations have, as a rule, been carried to three significant 

figures. Computation machines, Crelle's tables, and the 20-inch 

slide rule have been generally used. All computations are carefully 

checked.

After the computations have been completed they are entered in 

tables and carefully studied and intercompared to eliminate or 

account for all gross errors so far as possible. Missing periods are 

filled in, so far as is feasible, by means of comparison with adjacent 

streams. The attempt is made to complete years or periods of discharge, thus eliminating fragmentary and disjointed records. Full 

notes accompanying such estimates follow the monthly discharge 

tables.

For most of the northern stations estimates have been made of 

the monthly discharge during frozen periods. These are based on 

measurements under ice conditions wherever available, daily records 

of temperature and precipitation obtained from the United States 

Weather Bureau, climate and crop reports, observers' notes of conditions, and a careful and thorough intercomparison of results with 

adjacent streams. Although every care possible is used in making 

these estimates they are often very rough, the data for some of 

them being so poor that the estimates are liable to as much as 25 

to 50 per cent error. It is believed, however, that estimates of this 

character are better than none at all, and serve the purpose of indicating in a relative way the proportionate amount of flow during 

the frozen period. These estimates are, as a rule, included in the 

annual discharge. The large error of the individual months has a 

relatively small effect on the annual total, and it is for many purposes desirable to have the yearly discharge computed, even though 

some error is involved in doing so.

ACCURACY AND RELIABILITY OF FIELD DATA AND COMPARATIVE

RESULTS.

Practically all discharge measurements made under fair conditions are well within 5 per cent of the true discharge at the time of 

observation. Inasmuch as the errors of meter measurements are 

largely compensating, the mean rating curve, when well defined, is 

much more accurate than the individual measurements. Numerous
26 SURFACE WATER SUPPLY, 1907-8.

tests and experiments have been made to test the accuracy of currentmeter work. These show that it compares very favorably with the 

results from standard weirs, and, owing to simplicity of methods, 

usually gives results that are much more reliable than those from 

stations at dams, where uncertainty regarding the coefficient and 

complicated conditions of flow prevail.

The work is, of course, dependent on the reliability of the observers. 

With relatively few exceptions, the observers perform their work 

honestly. Care is taken, however, to watch them closely and to 

inquire into any discrepancies. It is, of course, obvious that one 

gage reading a day does not always give the mean height for that 

day. As an almost invariable rule, however, errors from this source 

are compensating and virtually negligible in a period of one month, 

although a single day's reading may, when taken by itself, be considerably in error.

In order to give engineers and others information regarding the 

probable accuracy of the computed results, footnotes are added to the 

rating tables and an accuracy column is inserted in the monthly discharge table. In the rating tables " well defined" indicates in general 

that the rating is probably accurate within 5 per cent; " fairly well 

defined/' within 10 per cent; "poorly defined" or "approximate," 

within 15 to 25 per cent. These notes are very general and are based 

on the plotting of the individual measurements with reference to the 

mean rating curve.

The accuracy column in the monthly-discharge table does not apply 

to the maximum or minimum nor to any individual day, but to the 

monthly mean. It is based on the accuracy of the rating, the probable reliability of the observer, and knowledge of local conditions. In 

this column, A indicates that the mean monthly flow is probably 

accurate within 5 per cent; B, within 10 per cent; C, within 15 per 

cent; D, within 25 per cent. Special conditions are covered by footnotes.

USE OF THE DATA.

In general the policy is followed of making available for the public 

the base data which are collected in the field each year by the Survey 

engineers. This is done to comply with the law, but also for the 

express purpose of giving to any engineer the opportunity of examining the computed results and of changing and adjusting them as may' 

seem best to him. Although it is believed that the rating tables and 

computed monthly discharges are as good as the base data up to and 

including the current year will warrant, it should always be borne in 

mind that the additional data collected at each station from year to 

year nearly always throw new light on data already collected and 

published, and hence allow more or less improvement in the computed
INTRODUCTION. 27

results of earlier years. It is therefore expected that the engineer 

who makes serious use of the data given in these papers will verify 

all ratings and make such adjustments in earlier years as may seem 

necessary. The work of compiling, studying, revising, and republishing data for different drainage basins for five or ten year periods or 

more is carried on by the United States Geological Survey so far as 

the funds for such work are available.

The values in the table of monthly discharge are so arranged as to 

give only a general idea of the conditions of flow at the station, and it 

is not expected that they will be used for other than preliminary 

estimates. This is particularly true of the maximum and minimum 

figures, which in the very nature of the method of collecting these 

data are liable to large errors. The maximum value should be 

increased considerably for many stations in considering designs for 

spillways, and the minimum value should be considered for a group 

of, say, seven days and not for one day.

The rating table, provided the engineer accepts it, is published 

primarily to allow him to apply it directly to the daily gage heights 

and rearrange the daily discharges in order of magnitude or by some 

other method.

COOPERATION AND ACKNOWLEDGMENTS. 

NEW ENGLAND.

Assistance has been rendered or records furnished in New England 

by the following, to whom special acknowledgment is due:

Maine State Survey Commission, L. A. Lee, chairman, until his 

death in May, 1908, when he was succeeded by F. C. Robinson, C. 

S. Hichborn, secretary and treasurer, and N. M. Jones; H. S. Ferguson, engineer of Great Northern Paper Company; H. C. Lord; F. E. 

Boston, manager, and James L. Dean and George H. Marr, engineers, 

for Hollingsworth & Whitney Company; C. S. Humphreys; Joseph 

A. Warren, of S. D. Warren & Co.; C. A. Mixer, engineer for Rumford Falls Power Company; Walter H. Sawyer, agent of Union Water 

Power Company; J. Brodie Smith, manager of Manchester Traction, Light and Power Company; R. A. Hale, principal assistant 

engineer of Essex Company; Arthur T. Safford, principal assistant 

engineer of Locks and Canals Company; Dexter Brackett, chief 

engineer of Metropolitan Water and Sewerage Board; Charles Bigelow, treasurer of Haile & Frost Manufacturing Company; International Paper Company; Bellows Falls Canal Company; C. W. Hazelton, treasurer of Turners Falls Company; II. I. Harriman, general 

manager of Connecticut River Power Company; A. F. Sickman, 

hydraulic engineer, Holyoke Water Power Company; Otis Company; George H. Gilbert Manufacturing Company; E. E. Lochridge,
28 SURFACE WATER SUPPLY, 1907-8.

chief engineer of Little River water supply; John T. Henderson, 

deputy chief engineer Connecticut River bridge and highway district.

NEW YORK.

Assistance has been rendered or records furnished in New York by 

the following, to whom special acknowledgment is due: William R. 

Hill, special deputy state engineer, representing New York state 

cooperation; New York State Water Supply Commission, H. H. 

Persons, president; New York Additional Water Supply Commission, J. Waldo Smith, chief engineer; United States Weather Bureau; 

R. P. Bloss, engineer, West Virginia Pulp and Paper Company; 

General Electric Company; Utica Consolidated Water Company.

NEW JERSEY, PENNSYLVANIA, MARYLAND, AND VIRGINIA.

Assistance has been rendered or records furnished in New Jersey, 

Pennsylvania, Maryland, and Virginia by the following, to whom 

special acknowledgment is due: United States Weather Bureau; 

United States Army engineers; Meikleham & Dinsmore, consulting 

engineers; Water Supply Commission of Pennsylvania, John Birkinbine, chairman, Farley Gannett, engineer; Philadelphia Bureau of 

Water, John E. Codman, in charge of hydrographic work; Gary T. 

Hutchinson, chief engineer of McCall Ferry Power Company; M. C. 

Nagle, chief engineer of the Board of Water Commissioners, Harrisburg, Pa.; Maryland State Weather Service, W. B. Clark, Johns 

Hopkins University, director; Wm. C. Whitner, president, and Cecil 

L. Reid, resident engineer, Fredericksburg Power Company.

DIVISION OF WORK.

The field data for New England and New York were collected 

under the direction of H. K. Barrows, district engineer, assisted by 

F. E. Pressey and D. M. Wood, assistant engineers, and G. M. Brett, 

C. R. Adams, A. D. Butterfield, R. A. Mention, and H. F. French.

Except as otherwise stated in the descriptions, computations of 

discharge for stations located at dams, and ratings, computations, 

and special studies, prepared in advance for the New York State 

Water Supply Commission, and some few other stations in New 

England and New York, were made by H. K. Barrows.

All other ratings, ice estimates, special estimates, studies of the 

completed data and computations for New England and New York 

were made and prepared for publication by R. H. Bolster, assistant 

engineer, assisted by H. D. Padgett, G. C. Stevens, G. L. Parker, and 

M. I. Walters.

The field data for the Middle Atlantic States were collected under 

the direction of John C. Hoyt, assistant chief hydrographer, assisted 

by A. H. Horton, C. C. Covert, R. H. Bolster, and Robert Follansbee,
ST. JOHN EIVEE DRAINAGE BASIN. 29

assistant engineers, and F, F. Henshaw, G. C. Stevens, and A. T. 

Barrows, junior engineers.

Ratings, ice and special estimates, studies of the completed data, 

and computations for the Middle Atlantic States were made and prepared for publication by R. H. Bolster, assistant engineer, assisted 

by H. D. Padgett, G. C. Stevens, and M. I. Walters.

The manuscript for New England and New York was reviewed by 

H. K. Barrows, and that for New York was reviewed also by C. C. 

Covert. The complete manuscript was edite^. by Mrs. B. D. Wood.

NORTH ATLANTIC COAST DRAINAGE.

ST. JOHN KIVEK DRAINAGE BASIN.

DESCRIPTION.

St. John River drains the largest basin between the St. Lawrence 

and Susquehanna rivers. Its extreme headwaters lie in the mountainous region between Maine and Canada, adjacent to those of the 

Penobscot. From the junction of the northwest and southwest 

branches, where the river first takes its name, to its junction with 

St. Francis River, a distance of 90 miles, its course is in general 

northeastward and lies wholly in Maine, although a portion of the 

tributary drainage area lies wholly in Canada. In this distance it 

receives Allegash River, its second largest tributary. From its 

junction with the St. Francis the St. John flows eastward, forming the 

northern boundary of Maine for 70 miles and receiving in this stretch 

two important tributaries Fish River, from the south, at Fort 

Kent, and Madawaska River, from the north, at Madawaska. At 

the point where the St. John leaves the state line its drainage area 

measures 8,765 square miles, of which 4,670 square miles are in 

Maine and 4,095 square miles are in Canada. Beyond this point it 

flows southward and receives the waters of Aroostook, Presque Isle, 

and Meduxnekeag rivers, the basins of which are almost entirely in 

Maine. From source to mouth its length is about 450 miles, and its 

total drainage area measures about 26,000 square miles.

In the eastern or lower portion of the basin the country is almost 

level near the river, but at a distance from the stream it becomes 

undulating and moderately hilly, finally subsiding and merging into 

the flat country bordering Aroostook rivers. Above the mouths 

of St. Francis and Allegash rivers the aspect of the basin is diversified 

by highlands.

The basin of the St. John is higher than that of any other river in 

the State, but as its elevation is quite uniform, the fall of the stream 

and the possibilities for the development of water power are less 

than on the other great rivers. Allegash River, which drains about 

1,500 square miles of entirely wild and forest country, has considerable 

fall and affords excellent storage facilities, all unutilized.
30 SUBFACE WATER SUPPLY, 1907-8.

The area as a whole is well forested. Large tracts have never been 

touched by the ax, and other portions have been lumbered for pine 

only. Probably 90 per cent of the whole basin tributary to the St. 

John at the eastern boundary of Maine is in forest.

The prevailing rocks in the eastern part of the area are limestones 

and slate, with patches of sandstone, coarse rock, and granite. 

Clays and slates are found over about 75 per cent of the total area.

According to Wells," the ponds and lakes in the St. John basin have 

an aggregate area of 314 square miles, the largest of these lakes being 

tributary to Allegash and Fish rivers. On some of the lakes rough 

timber crib dams are* used to store water for log driving, but no 

attempt is made to store water after the driving season is over. 

Previous to 1845 a canal was cut from Telos Lake, in the Allegash 

basin, to Webster Lake, in the Penobscot basin, and a dam was 

constructed between Chamberlain and Eagle lakes. In this way 

Chamberlain Lake, with its drainage area of 270 square miles, was 

rendered in part tributary to the Penobscot. This diversion continues at the present time. Its general effect is to supply most of 

the water to the Penobscot during the log-driving season, but after 

the gates at the dams are opened more water flows toward the St. 

John, as the gate sills are about 2 feet lower than those at Telos 

Lake.

Precipitation records in the basin of the St. John are very meager, 

but from the best information available it seems probable that the 

mean annual rainfall is not over 30 to 35 inches.

The river and its tributaries are completely frozen over during 

the winter season, which usually extends from the 1st of November 

until after the middle of April, and provides a large amount of snow 

storage.

- The following gaging stations have been maintained in this basin:

St. John at Fort Kent (1905-1908). 

Fish at Wallagrass (1903-1908). 

Aroostook at Fort Fairfield (1903-1908).

The records available for these stations, although not complete, 

indicate 1905 as the year of minimum flow and also extreme low 

water, the mean annual discharge for that year being perhaps onehalf as great as in 1904.

ST. JOHN EIVER AT FORT KENT, ME.

This station, which is located at the footbridge that crosses the 

St. John near Fort Kent post-office, a short distance above the 

confluence of Fish River with the St. John, was established October 

13, 1905, to obtain general statistical data regarding flow. It is 

about 15 miles below the mouth of St. Francis River and about 50

« Wells, Walter, Water powers of Maine, 1869,
ST. JOHN RIVER DRAINAGE BASIN. 31

miles above Grand Falls, an important undeveloped power. Numerous power sites exist along the river. The datum of the gage has 

remained the same during the maintenance of the station. During 

the winter months the discharge is affected by ice. The discharge 

is also at times affected by log jams which occasionally form in the 

river in the vicinity of the station, especially on the bridge piers.

Conditions for obtaining accurate results are fair, and a fairly good 

rating curve has been developed.

Discharge measurements of St. John River at Fort Kent, Me., in 1907-1909.

Date.

1907. 

May 29 a.......

1908. 

April 16.......

October 9 ......

Nov6int)6r 29 ^

1909.

June 24.........

Hydrographer.

F. E. Pressey... ...........................

F. E. Pressey..............................

.....do.....................................

.....do......... ............................

F E Pressey

.....do.....................................

! Width.

Feet. 

...... 690

--....... I 616

-..-....., 547

Area of 

section.

Sq.ft.

1,700

1,250 007

11,800

3,110

Gage 

height.

Fed.

7 A3

3.16

19 40

Discharge.

Sec.-ft.

1,270

9 560

a Logs running

£> Measurement made under ice cover. Average thickness of ice, 2.1 feet; gage height to top of ice, 7.18 

feet.

c Anchor ice running; measurement not materially affected.

d Rough gaging based on current meter observations in right span and surface velocity of logs in left 

span; bridge partially wrecked and unsafe.

Daily gage height, infeefr, of St. John River at Fort Kent, Me., for 1907-8. 

[Mrs. M. D. Russell, obrerver.]

Day.

1907." 

1................

2................

3................

4...... ..........

5...... ......... . 

6................

 J. ...............

8................

9.. ..............

10...............

11....... ........

12...............

13...............

14...............

15....... ........

16...............

17. ..............

18...............

19. .......... ...-

20. .............. 

21...............

22. ..............

23...............

24. ..............

25. ..............

26. ..............

27........... ...

28...............

29...............

30. .............. 

31...............

Jan. Feb.

4.1

4.1

Mar.

3.9

3.9

3.9

4.1

-----

Apr.

5.7

6.0

6.35

6.05

5.5

5.15

5.5

5. 75

6.8

6.5

6.85

8.95 

9.0

11.7

May.

12.8

15.3

15.5

15.2

14.45 

13.7

12.6

12.3

12.0

12.0

12.3

12.25

12.0

11.7

11 9

13.2

13.7

16.2

16.7 

16.6 '

13.7

12.8

11.0

10.15

10.3

9.8 

11.0

11.9

11.6

June.

10.8

10.25

9.7

9.0

8.7 

8.3

8.6

9.3

9.25

8.85

8.55

8.05

7.45

7.05

6.65

6.4

5.9

5.8

5.5

5.65

7.35

6.0

(5.0

7.4

10.0 

10.05

8.8

July.

8.5

8.55

8.6

8.5

8.4 

7.45

6.45

6.25

6.45

7.05

6.85

6.6

7.35

6.3

5.95

5.6

5.3

5.15

5.25

5.3

6.95

8.25

8.5 

8.3

7.85 

7 85

Aug.

7.8

7.65

7.6

7.15

6.75

6.3

5.75

5.5

5.1

4 95

4.6

4.5

4.25

4.15

4.1

4.0

3.85

3.8

3.8

3.7

3.6 

3.6

3.5 

3.5

Sept.

3.4

3.35

3.3

3.35

3.65 

4.2

4.3

4.05

3.9

3.8

3.85

4.6

4.95

5.2

5.05 

4.85

4.6

4.4

4.4

4.2

4.2

4.2

4.1

4.1

4.1

Oct.

4.05

4.0

4.1

4.65

7.8

7.2

6 9

6.8

6.65

6.3

6.0

4 95

4.85

4.5

A AZ

4.5

4.4

4 9

10.45 

10.4

Nov.

8.35

8.6

10.0 

9.6

9 45

10.25

11.45

8.45

7.8

7.2

6.8

6.65

6.2

6.05

5.1

5.4

5.5

5.3

5.25 

c; 1

5.1

Dec.

Kit;

4.85

r n

7.85

8 9

7.5

7.0

7.5

7.5

7.0

' See footnote at end of table, next page.
32 SURFACE WATER SUPPLY, 1907-8. 

Daily gage height, in feet, of St. John River at Fort Kent, Me., in 1907-8 Cont'd.

Day.

1908. 

1......... .......

2................

6................

7................

0

9

10...............

11...............

12...............

13...............

14. ..............

15. ..............

16. ..............

17...............

18...............

19...............

20. ..............

91

99

25...............

26...............

27...............

29...............

30...............

31...............

Jan.

7.8

7.5

6.8

Feb.

6.3

6.2

6.3

6.8

6.7

Mar.

6.2

6.1

6.5

6.5

Apr.

7.03

7.3

7.1

7.6

9.85

11.4

18.05

May.

15.4

16.45

17.45

16.5

16.0

16.25

16.2

15.3

15.1

15.0

15.3

15.7

15.35

15.2

15.6

15.4

15.25

13.95

12.9

11.1

10.4

9.65

10.65

10.8

10.25

June.

12.75

13.0

11.8

10.65

9.7

8.8

7.45

7.3

7.1

6.8

6.5

6.1

5.6

5.5

6.15

7.15

8.3

9.05

9.15

9.2

8.35

7.9

7.45

6.55

5.65

5.45

5.35

July.

5.45

4.6

4.75

4.65

4.55

4.4

4.4

4.25

4.3

4.55

4.6

4.55

4.4

4.3

4.15

4.1

3.95

3.6

3.5

3.6

3.7

3.65

3.6

3.9

3.8

3.65

3.55

3.45

Aug.

3.3

3.3

3.3

3.2

3.3

3.4

3.5

3.65

3.75

3.8

3.7

3.7

3.8

3.9

4.05

4.1

4.35

5.3

5.55

4.4

4.35

4.3

4.0

3.7

3.55

3.5

Sept.

3.5

3.45

3.4

3.35

3.1

»2. 4

Oct.

3.05

3.3

3.1

3.05

3.05

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.05

3.1

3.1

3.1

3.15

3.15

3.05

3.0

Nov.

2.95

2.9

2.85

2.8

2.75

2.7

2.6

2.6

2.55

2.55

2.6

2.6

3.0

3.0

3.05

3.4

Dec.

4.0

4.1

4 05

4.9

a Gage height estimated September 30, 1908, on the basis of observer's note to the effect that the water 

surface was 0.6 foot below the gage.

NOTE. River frozen January 1 to April 15,1907. Discharge also probably affected by ice April 16 and 17. 

Discharge probably not affected by ice December 1 to 14,1907. River open December 15 to 31,1907, except 

around the gage; discharge probably affected by ice conditions.

River open except at the gage January 1 to 14,1908; discharge probably affected by ice conditions. River 

frozen over January 15 to April 28, 1908; ice running April 29 and 30. River frozen over December 4 

to 31,1908. Gage heights during the frozen periods read to water surface in a hole cut in the ice. Discharge 

affected by log jam near gage May 14 to 25, 1908. Water below gage September 6 to October 6, October 18, 

October 25, and November 1 to 26, 1908. Gage heights recorded during these periods were estimated by 

the observer.

Rating table for St. John River at Fort Kent, Me., for 1907-8.

Gage 

height.

Feet.

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3. 70

3.80

3.90

Discharge.

Sec.-ft.

500

560

630

710

800

910

1,030

1,160

1,300

1,450

1,600

1,760

1,930

2,110

2,300

2,500

Gage 

height.

Feet.

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

Discharge.

Sec.-ft.

2,700

2,910

3,130

3,350

3,580

3,820

4,060

4,310

4,570

4,830

5,100

5,380

5,670

5,970

6,270

6,580

Gage 

height.

Feet.

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

Discharge.

Sec.-ft.

6,890

7,210

7,540

7,880

8,220

8,920

9,640

10,370

11,110

11, 870

12, 640

33,420

14, 220

15, 030

15, 850

16,690

Gage 

height.

Feet.

8.40

&60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

Discharge.

Sec.-ft.

17, 530

18, 380

19, 240

20,100

24, 550

29,200

34,000

39,000

44,180

49,500

55,000

60,700

66,600

72,600

78,700

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 8 discharge measurements made during 1905-1909 and is well defined.
ST. JOHN KIVER DRAINAGE BASIN.

Monthly discharge of St. John River at Fort Kent, Me., for 1907-8. 

[Drainage area, 5,280 square miles.]

33

Month.

1907.

May.....................................

July.....................................

1908.

July.....................................

The year

Discharge in second-feet.

Maximum.

32, 500 

59,000 

28, 300 

18, 400 

15, 000 

5,670 

26, 600 

31, 300 

19,700

59,000

66,900 

63, 300 

39,000 

6.420 

6,740 

1,760 

1,520

1,600

66,900

Minimum.

23, 600 

6,580 

5,240 

1,760 

1,450 

2,700 

5,380

23,000 

6,120 

1,680 

1,300 

500

595

Mean.

1,000 

750 

750 

6,700 

39,800 

15,600 

11, 900 

5,750 

3,210 

7,510 

14, 500 

6,180

9,470

2,790 

1,410 

2,530 

7,760 

41, 200 

16, 100 

3,040 

2,690 

921 

1,050 

825 

1,200

6,790

Per 

square 

mile.

0.189 

.142 

.142 

1.27 

7.54 

2.95 

2.25 

1.09 

.608 

1.42 

2.75 

1.17

1.79

.528 

2.67 

.479 

1.47 

7.80 

3.05 

.576 

.509 

.174 

.199 

.156 

.227

1.29

Run-off 

(depth in 

inches on 

drainage 

area).

0.22 

. 15 

.16 

1.42 

8.69 

3.29 

2.59 

1.26 

.68 

1.64 

3.07 

1.35

24.52

.61 

.29 

.55 

1.64 

8.99 

3.40 

.66 

.59 

.19 

.23 

.17 

.26

17.58

Accuracy.

D. 

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

D. 

D. 

D. 

C. 

B. 

A. 

A. 

A. 

C. 

B. 

C. 

D.

NOTE. Discharge during ice conditions 1907-8 based on climatological reports of the United States 

Weather Bureau, the discharge from other drainages in northern Maine, and one measurement made under 

ice conditions.

Secondfeet.

Discharge, April 1 to 17, 1907. .......................................................... 3, 030

December 15 to 31, 1907. . .................................................... 5, 030

April 1 to 28, 1908 ........................................................... 4, 820

December 4 to 31, 1908. ...................................................... 1, 010

Discharge 1907-8 interpolated for days when the gage was not read except that during the periods in 1908, 

when the water surface was below the gage, it was estimated on the basis of general run-off conditions in 

northern Maine.

Discharge affected by log jams May 14 to 25, 1908, estimated on the basis of the discharge of Aroostook 

River at Fort Fairfield.

Secondfeet. 

Discharge, May 14 to 25, 1908. .......................................................... 33, 000

September 6 to 29, 1908. .................................................... 808

October 1 to 6, 1908. . ....................................................... 800

October 18 and 25, 1908 ..................................................... 950

November 1, 1908. .......................................................... 1, 000

November 15 to 26, 1908..... ................................................ 800

FISH RIVER AT WALLAGRASS, ME.

Fish River, which enters the St. John from the south at Fort Kent, 

is naturally endowed with excellent storage facilities, in the Eagle and 

Portage Lake systems, which have not yet been utilized, and some 

good power sites are also found on this river. The low-water flow in 

unit run-off is very small under present conditions, but with a proper 

utilization of storage the river could be much improved.

16254 IRR 241 10 3
34 SURFACE WATER SUPPLY, 1907-8.

The gaging station, which was established July 29, 1903, to obtain 

general statistical and comparative data regarding the total flow of 

the stream, is located just, below the outlet of Wallagrass Stream, in 

Wallagrass, Me., near Soldier Pond post-office, at a point about 1 

miles south of Fort Kent and 4 miles below Eagle Lake.

The gage datum has remained unchanged during the maintenance 

of the station. During the winter months the discharge is affected 

by ice.

Conditions for obtaining accurate results are good, and a welldefined rating curve has been developed.

Discharge measurements of Fish River at Wallagrass, Me., in 1907-8.

Date.

1907. 

February 13.... 

Do.........

Doc........

1908.

Hydrographer.

F. E. Pressey......... ............. 

.....do....... ......................

.....do.............................

.....do.............................

.....do.............................

.....do.............................

.....do............ .................

Width.

Feet. 

110 

110

110

110

170

140

130

104

96

Area of 

section.

Sq.ft. 

253 

244

253

246

1,410

386

457

231

191

Gage 

height.®

Feet. 

4.40 

4.40

4.62

4.62

10.55

6.45

2.49

«

Gage 

height. 6

Feet. 

4.90 

4.90

4.62

4.62

6.55

Thickness 

of ice.

Feet. 

1.35 

1.35

1.7

1.7

1.3

Discharge.

Sec.-ft. 

236 

234

227

225

5,060

486

186

97.3

a To water surface.

* To top of ice.

« Some open channel and ice unsafe in places.

d Gage height doubtful.

Daily gage height, in feet, of Fish River at Wallagrass, Me., for 1907-8. 

[Vital E. Michaud, observer.]

Day.

1907. a 

1................

2................

3................ 

4................

5................

6. ...............

7................

8................

9................

10...............

11

Jan.

4.2

"4.3

Feb.

5.1

4.8

12::. I::::::::::::::::;: 1 :::::::

IS............... 1 ....... 4.4

14. .............. ....... .......

15. .....

16...............

17. ..............

18...............

19...............

20. .............. 

21...............

22. ..............

23...............

24...............

25...............

5.5

5.i

4.4

.......

4.2

Mar. Apr.

4.0

3.6 

3.6

3.4

3.6

4.7 ....... 

..... . 3. 6

3.6

4.6

4.6

a See fo

3.7

3.8

4.0

4.2

4.2

4.6

4.8

May.

10.0

11.9

12.0

11.8

11.6

11.9

12.0 

12.0

12.0

12.5 

13.1

12.5

5. 5 | 12. 2 

otnote at end c

June.

10.2

9.7 

9.4

8.8

'"8.8

'"s's

8.5

8.5

8.3 

'"8.1

7*9'

7.6

7.5

7.2

7.1 

f table,

July.

6.9

6.9 

6.9

6.8 "Ts"

6.8 

6.8

6.8

6.7 

6.6

6.4

6.3

6.2 

6.1

6.1 

nextp

Aug.

7.2

 7.2

7.6

7.7

7.4 

7.3

7.1

7.0

6.8

'"d.6 

""&'.8

6.8 

6.8

6.7

age.

Sept.

4.5

4.6

4.7

4.7

4.6 

4.4

A Q

4.2

4.4

4.4

4.5

4.5

4.4

Oct.

4.4

4.7

5.0 

5.2 

"*5."6~

"e.'o"

6.2

5.2

5.3

5.7 

6.0

5.8

5.5

5.4

Nov.

6.0 

6.3

7.5

'"8.0 

8.5

8.6

8.4

8.3 

8.0

7-9

7.6

7.2 

6.1

6.8

Dec.

""e.'o

5.8

5.4

""4.6

"~i'.8 

5.2

5.8

5.8 

"~6.~5

6.6 

6.8

" ' "7."6
ST. JOHN EIVEE DRAINAGE BASIN. 35 

Daily gage height, in feet, of Fish River at Wallagrass, Me., for 1907-8 Continued.

Day.

1907. 

26. ..............

97

OQ

on

on

01

1908.

4

5................

6................

7................

10. ..............

10

15................

16...............

18...............

19

20. ..............

21...............

22...............

23...............

24...............

26...............

27...............

28...............

29...............

30. ..............

31...............

Jan.

6.8

6.8

6.0

6.0

5.0

K n

5.3

5.1

5.1

5.3

5.3

5.3

K 0

Feb.

5.3

5.2

7.4

6.4

6.5

Mar.

6.6

6.6

6.8

6.0

5.2

5.0

4.7

5.8

5.4

Apr.

6.3

7.0

7.8

5.2

5.4

5.5

5.6

5.9

5.9

S Q

5.9

6.0

6.0

6.1

6.4

6.8

9 0

9 9

May.

11.0

10.5

11.6

12.9

13.7

14.1

13.7

13.7

13.9

13.9

13.1

12.7

12.2

11.8

11.6

10.9

10.6

June.

6.9

6.7

9.9

9.6

9.4

9.2

8.7

8.4

7 *\

6.9

6.6

6.3

6.6

6.5

6.3

6.1

5.9

5.6

July.

6.1

6.3

6.6

5.2

4.9

4.8

4.6

4.5

4.5

4.2

3.6

3.5

3.4

3.4

3.4

3.4

3.4

3.4

Aug.

6.5

5.5

4.9

4.7

3.4

3.4

3.4

3.4

3.4

3.5

3.7

3.7

3.7

3.7

3.7

3.6

3.6

3.5

3.5

Sep.

4.3

4.2

4.2

3.6

3.6

3.6

3.6

3.3

3.1

2.8

2.6

2.6

2.6

2.7

2.7

2.7

2.7

2.8

2.8

2.7

2.7

Oct.

5.3

5.8

5.9

Nov.

6.7

6.5

6.2

Dec.

7.2

7.3

7.1

NOTE. River frozen January 1 to March 31, 1907; ice conditions prevailed about December 15, 1907, to 

January 17, 1908. River frozen over January 18 to about April 3, 1908, being partially open during the 

latter part of March. Also frozen over about December 8 to 31, 1908. Gage heights during the frozen 

periods read to water surface in a hole cut in the ice. Gage heights June to September, 1908, have been 

corrected 0.4 foot, account of settling of gage due to caving banks. They are liable to considerable error. 

Gage heights October to December, 1908, were unreliable, and hence are omitted.

Rating table for Fish River at Wallagrass, Me., for July 29, 1903, to September 30, 1908.

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

Discharge.

Sec.-ft.

203

227

252

279

307

336

366

397

429

462

496

531

567

604

Gage 

height.

Feet.

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

Discharge.

Sec.-ft.

642

681

721

762

803

845

888

932

977

1,023

1,070

1,118

1,167

1,217

Gage 

height.

Feet.

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

Discharge.

Sec.-ft.

1,268

1,320

1,372

1,425

1,479

1,534

1,590

1,705

1,824

1,946

2,071

2,200

2,331

2,464

Gage 

height.

Feet.

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

Discharge.

Sec.-ft.

2,599

2,738

2,880

3,025

3,174

3,328

3,487

3,650

4,520

5,490

6,550

7,650

8,850

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1903 to 1908 and is well denned.
36 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Fish River at Wallagrass, Me., for 1907-8. 

[Drainage area, 890 square miles.]

Month.

1907.

April....................................

July.....................................

1908.

July.....................................

Discharge in second-feet.

Maximum.

2,740 

7,770 

4,700 

2,140 

2.670 

932 

1,640 

3,330 

1,640

7,770

4,430 

8,970 

4,430 

1,220 

531 

496

December. ..........................................

8,970

Minimum.

429 

3,630 

2,010 

1,650 

932 

721 

803 

1,590

800 

4,650 

1,270 

429 

429 

203

Mean.

300 

220 

220 

881 

6,130 

3,040 

1,920 

2,070 

819 

1,330 

2,480 

1,080

1,710

600 

339 

412 

1,790 

7,090 

2,490 

670 

485 

302 

150 

120 

150

Per 

square 

mile.

0.337

.247 

,247 

.990 

6.89 

3.42 

2.16 

2.33 

.920 

1.49 

2.79 

1.21

1.92

.674 

.381 

.463 

2.01 

7.97 

2.80 

.753 

.545 

.339 

.169 

.135 

.169

1,220 1.37

Run-off 

(depth in 

inches on 

drainage 

area).

0.39 

.26 

.28 

1.10 

7.94 

3.82 

2.49 

2.69 

1.03 

1.72 

3.11 

1.40

26.23

.78 

.41 

.53 

2.24 

9.19 

3.12 

.87 

.63 

.38 

.19 

.15 

.19

18.68

Accuracy.

D. 

D. 

D. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

A 

C.

D.

D. 

D. 

A. 

A. 

C. 

C. 

C. 

C. 

D. 

D. 

D.

NOTE. Discharge during ice conditions, 1907-8, based on climatological reports, the discharge of other 

drainages in northern Maine, and five measurements made under ice conditions.

Second-feet. 

Discharge December 15 to 31, 1907............................................................ 900

Discharge April 1 to 3, 1908................................................................... 950

Discharge interpolated for days when the gage was not read. Discharge October to December, 1908, 

estimated on the basis of two measurements and general run-off conditions in Maine.

AROOSTOOK RIVER AT FORT FAIRFIELD, ME.

The sources of Aroostook River lie adjacent to those of the Mattawamkeag and the East Branch of the Penobscot. Although its 

drainage area is large 2,350 square miles, nearly all in Maine its 

flow is quite variable, because of lack of storage facilities. During 

the low-water season, which frequently occurs in both the fall and 

midwinter, its flow has been known to reach a minimum of 0.06 

second-foot per square mile, a remarkably low figure for so large a 

stream in the East. Considerable fall is available, and during 1907 

the Aroostook Falls, with a head of about 75 feet, just across the 

boundary line in New Brunswick, have been developed for light and 

power purposes.
ST. JOHN" RIVER DRAINAGE BASIN". 37

The gaging station, which was established July 31, 1903, to obtain 

general statistical data regarding the flow of the river, is located at 

the steel highway bridge in the village of Fort Fairfield, about 3 miles 

from the international boundary line and about 8 miles below the 

mouth of Little Madawaska Stream. The nearest dam is that at 

Aroostook Falls, above referred to.

The datum of the gage has remained unchanged during the maintenance of the station. During the winter months the discharge is 

affected by ice and only weekly observations of gage heights are 

made. Conditions for accurate determinations of discharge are 

good, and an excellent rating curve has been developed. (See PI. III.)

Discharge measurements of AroostooJc River at Fort Fairfield, Me., in 1908.

Date. Ilydrographor.

.....do.............................

.....do.........:...................

Width.

Feet. 

365

c396

272

282

Area of 

section.

Sq.-ft. 

1,140

1,500

453

647

Gage 

height. o

Feet. 

7.65

7.57

3.37

4.00

Gage 

height.6

Feet. 

7.65

7.77

Thickness of 

ice.

Feet. 

2.1

1.7

Discharge.

Sec.-ft. 

2,930

3,560

363

1,120

a To water surface. 6 To top of ice. Fifty-six feet width of open channel.
38 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Aroostook River at Fort Fairfield, Me., for 1907-8. 

[F. E. Peterson, observer.]

Day.

1907. 

1.... ............

2... .............

3................

c

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...............

1908. 

1................

2.. ..............

3................ 

4. ...............

5................

6................

7................

8................

9

10...............

11...............

12...............

10

14...............

15...............

16...............

17...............

18............... 

19...............

20. ..............

21...............

22. ..............

23...............

24...............

25...............

26. ..............

27. ..............

28. ..............

29...............

30...............

91

Jan.

5.0

5.1

5.6

5.0

5.1

7.3

7.2

Feb.

5.1

5.1

5.0

5.0

6.5

5.9

5.5

7.65

1 R

Mar.

4.9

.....

5.0

5.1

5.1

6.5

7.1

7.3

7.8

Apr.

12.4

12.95

13.85

14.55

7.57

.......

8.2

8.25 

8.4

8.35

8.3

8.2

. .7. 55

8.05

8.8

8.7

10.35

12.25

13.65

May.

15.0

14.9

14.55

13.8

12.7

11.15

10.85

10.75

10.5

10.6

10.4

10.3

10.1

9.75

9.65

9.6

9.85

10.55

10.75

10.8

10.55

10.15

9.55

8.65

8.1

7.75

7.35

7.0

7.35

8.15

8.05

13.5

13.85

14.25 

13.85

13-3 

12.75

12.5

12.1 

12.5

12.25

11.55

11.55

n l ^

11.2

10.2

9.65

9.8

9.45 

9.05

8.9

8.6

8.3

8.15

8.1

7-75

7.45

7.5

8.35

June.

7.5

6.95

6.65

6.05

7.2

7.9

8.05

9.2

9.0

8.65

8.05

7.4

6.8

6.35

5.95

5.9

5.5

5.4

5.3

5.3

6.55

5.9

5.6

5.5

5.45

5.6

5.85

6.0

5.9

10.35

10.6

9.95 

9.15

8.4 

7.95

7-95

7-7 

7.7

7.4

6.95

6.35

5.7

5.2

5.05

4.8

% 1

5.65

5.85

5.55

5.55

5.3

5.25

5.15

i 1

July.

6.05

7.0

7.2

7.4

6.85

6.4

6.4

6.05

6.5

6.8

7.0

6.6

6.3

6.1

6.5

6.75

6.25

6.1

5.85

5.45

5.25

5.25

5.1

4.85

5.15

5.7

6.05

6.55

7.1

7.1

7-75

4.3

4.4

4.4 

4.2

4.25 

4.15

4.2

4.35

4.4

4.15

3.95

3.75

3.3

3.15

3 1

3.3 

3.2

3.1

3.35

3.3

3.2

3.35

3.35

3.4

3.5

3.5

Aug.

8.8

9.0

9.5

9.1

8.95

8.8

8.8

8.35

8.1

7.3

6.95

6.25

5.4

5.1

5.05

4.9

4.5

4.3

4.2

4.1

4.0

4.0

4.0

4.15

4.25

4.45

4.5

4.45

4.25

4.15

4.0

3.6

3.6

3.6 

3.6

3.5 

3.5

3.5

3-6 

3.6

3-6

3.9

3.8

3.8

3.8

3.8

3.9

4.0

4.0

4.15

4.4

4.5

4.5

4.0

3.9

3.8

3.7

3.65

3.6

3.5

9 1

Sept.

3.95

3.9

4.0

4.1

4.3

4.5

4.75

5.0

5.2

4.85

4.55

5.25

5.3

5.05

5.05

4.85

4.9

4.9

4.85

4.8

4.6

4.75

4.55

4.7

4.95

5.05

5.3

5.25

4.95

4.8

3.5

3.4

3.45

3.5

3.4

3.5

3.5

3.6

3.45

3.45

3.25

3.2

3.2

3.2

3.2 

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

Oct.

4.65

4.45

4.45

4.6

4.6

4.6

4.6

4.6

5.3

6.25

6.45

6.4

6.1

5.95

5.7

5.45

5.25

5.25

5.05

4.85

4.8

4.95

5.0

5.85

5.45

4.85

4.4

4.45

4.8

6.25

6.4

3.3

3.3

3.35 

3.45

3.5

3.4

3.55

3.6

3.6

3.6

3.6

3.45

3.45

3.45

3.4 

3.4

3.3

3.3

3.3

3.3

.3.4

3-35

3.4

3.4

3.4

9 4.

3.4

3

c

Nov.

6.4

6.3

6.0

7 9

7.9

8.5

8.7

8.7

8.6

8.55

8.1

7.8

7.4

6.9

6.45

6.0

6.0

6-05

5.65

5.25

5.25

5.6

5.1

5.0

5.0

5.25

4.6

4.3

4.45

3.6

3.55

3.65

3.75

3.8 

3.75

3.7

3.6 

3.6

3.55

3.5

3.45

3.5

3.55

3.5

3.5

3.5 

3.45

3.5

3.5

3.4

3.55

3.55

9 4.

3.45

3.5

3.55

3.75

Dec.

4.55

A AX

4.5

4 6

4.6

4.65

4.7

5.5

6.0

6.45

10.3

10.2

8.4

7.6

7.45

7.0

6.7

6.55

6.65

6.2

6.0

5.85

5.5

5.6

5.6

5.75

5.45

5.7

5.85

5.25

4.05

4.1

4.4

4.5

"4." 3"

4.0

NOTE. Eiver frozen January 1 to April 26,1907 and ice conditions probably prevailed December 1 to 9 

and 18 to 31,1907. River also frozen January 1 to April 26 and December 2 to 31,1908. Gage heights during the frozen periods read to water surface in a hole cut in the ice except April 17 to 26,1908, which were 

to the top of the ice.
ST. JOHN RIVER DRAINAGE BASIN. 

Rating table for Aroostoolc River at Fort Fairfield, Me., for 1905-1908.

39

Gage 

height.

Feet.

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

Discharge.

Sec.-ft.

180

240

310

390

480

580

690

810

940

1,075

1,215

1,360

1,510

1,664

1,822

Gage 

height.

Feet.

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5. 70

5.80

5.90

6.00

Discharge.

Sec.-ft.

1,984

2,150

2,320

2,494

2,672

2,854

3,040

3,230

3,423

3,619

3,818

4,019

4,222

4,427

4,635

Gage 

height.

Feet.

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

Discharge.

Sec.-ft.

4,845

5,060

5,275

5,495

5,715

5,940

6,165

6,395

6,630

6,865

7,345

7,840

8,360

8,910

9,500

Gage 

height.

Feet.

8.20

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

11.00

12.00

13.00

14.00

15.00

Discharge.

Sec.-ft.

10,100

10, 710

11,330

11,960

12,600

13, 240

13, 900

14,560

15, 230

15,910

19, 400

23,000

26,700

30, 500

34, 300

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on diseharge measurements made during 1903 to 1908, and is well defined.

Monthly discharge of Aroostoolc River at Fort Fair field, Me., for 1907-8. 

[Drainage area, 2,230 square miles.]

Month.

1907.

February ........

March...................................

November .................. ... . . ...

1908.

February .............. ... ..... ......

April....................................

June ............ . . ... . .

July......................................

Discharge in second-feet.

Maximum. Minimum.

34,300 

13,200 

8,770 

14,200 

3,230 

5,600 

11,600 

17,000

34,300

29,200

31,400 

18,000 

1,660 

1,820 

580 

580 

810 

1,140

31,400

6,860 

3,230 

2,410 

1,080 

940 

1,660 

1,510

7,970 

1,730 

180 

480 

240 

 310 

390

180

Mean.

800 

500 

700 

4,650 

17,300 

6,160 

5,350 

5,180 

2,290 

3,150 

6,050 

4; 090

4,680

1,500 

1,350 

1,720 

6,840 

17,800 

6,140 

793 

855 

360 

425 

543 

500

3,240

Per

square 

mile.

0.359

.224 

.314 

2.08 

7.76 

2.76 

2.40 

2.32 

1.03 

1.41 

2.71 

1.83

2.10

.673 

.605 

.771 

3.07 

7.98 

2.75 

.356 

.383 

.161 

.191 

.243 

.224

1.45

Run-off 

(depth in 

inches on 

drainage 

area).

0.4i 

.23 

.36 

2.32 

8.95 

3.08 

2.77 

2.68 

1.15 

1.63 

3.02 

2.11

28.71

.78 

.65 

.89

a 42

9.20 

3.07 

.41

.44 

.18 

.22 

.27 

.26

19.79

Accuracy.

D. 

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

D. 

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

NOTE. Discharge during ice conditions 1907-8 based on climatological reports, discharge of adjacent 

drainages, and two discharge measurements made under ice conditions.

Second-feet.

Discharge April 1 to 26, 1907............................................................ 1,000

December 1 to 9 and 18 to 31, 1907.--..--...---.-.-.....--..--.... 1,560 and 2,500

April 1 to 26, 1908............................................................ 4,140

Discharge May 29-31 and June 26-30,1908, based on the discharge at adjacent stations.
40 SURFACE WATER SUPPLY, 1907-8.

ST. CROIX RIVER DRAINAGE BASIN. 

DESCRIPTION.

St. Croix River is formed by two principal branches: The East 

Branch, also known as the Upper St. Croix, is the outlet of the Schoodic Lake system, including Grand and Spednic lakes; the West Branch 

is formed by the Grand Lake system, including Sysladobsis, Grand, 

and Big lakes. The St. Croix, including the East Branch, forms nearly 

half of the eastern boundary of Maine, and its total length is about 

100 miles. Tributaries are small and unimportant. The total drainage area is 1,630 square miles, the East or principal branch having 690 

square miles, and the West Branch 670 square miles at their junction. 

The river discharges into Passamaquoddy Bay.

The basin is in general lower than that of any other of the larger 

streams of the State flowing into the Atlantic, its headwaters having 

an elevation of about 540 feet.

A large part of the drainage basin is still covered with timber, and 

above Vanceboro and Princeton, at the foot of the two systems of 

lakes, the region is for the most part wild and inaccessible.

The mean annual precipitation is probably about 41 inches, varyjng from 44 inches at Eastport, on the coast, to 38 inches in the 

northern portions. The river is generally frozen over during the 

winter, although more subject to thaws during this season than 

basins that are farther inland.

The lake system of the St. Croix is the largest in the State in proportion to the drainage basin, except that of the Presumpscot, which 

is, however, a much smaller stream. The lake surface of the Upper 

St. Croix aggregates approximately 50 square miles, that of the 

West Branch 70 square miles in area, taking into account only the 

principal lakes and ponds. In fact, above Vanceboro and Princeton 

each branch of the river is simply a succession of lakes almost to the 

extreme headwaters. The total lake surface of the St. Croix is 

probably not less than 150 square miles, or nearly one-tenth the total 

drainage area.

The St. Croix is a valuable stream for water power, owing to its 

very uniform flow. Power has been developed at Calais, Baring, 

and at Woodland, principally for manufacture of pulp, paper, and 

lumber. Possibilities for increased storage are excellent, and a systematic regulation of water areas easily controlled by dams would 

make this one of the best power streams in the country.

The river is navigable as far as Calais, except for the two or three 

months in the year when it is frozen.
ST. CKOIX EIVEE DBAINAGE BASIN. 41

A gaging station has been maintained on the St. Croix at Woodland since 1902. While complete annual records are not available, 

indications are that the wettest year since 1902 was 1903, and the 

driest was 1905.

ST. CROIX RIVER NEAR WOODLAND, ME.

This station, which has been maintained to obtain general data 

regarding the total flow of the river, was originally established 

December 4, 1902, at a point a short distance above Sprague Falls, 

now called Woodland, near Baring, Me. On June 8, 1905, it was 

moved about 1^ miles downstream to avoid backwater effect from a 

paper mill and dam constructed at Sprague Falls. It is about 10 

miles below the junction of the West with the East Branch, and about 

14 miles above the mouth of the St. Croix River. Power developments are numerous along the river, the nearest being at Woodland 

above, and at Baring, 5 miles below. Backwater from the lower dam 

extends about 2 miles, and does not affect the flow at the station.

There is no determined relation between the gage datums at the 

original and final locations of the station. During the winter months 

the discharge is affected by ice, and in the log-driving season the 

discharge is sometimes materially affected by log jams. Conditions 

for obtaining accurate discharge at the present station location under 

open-channel conditions are good, and a very good rating curve has 

been developed.

Discharge measurements of St. Croix River near Woodland, Me., in 1907-8.

Date.

1907.

1908.

Hydrographer. Width.

Feet. 

310

292

300

Area of Gage 

section, height.

Sq.ft. ' Feet. 

1, 480 9. 00

964 7. 50

1,040 7.62

Discharge.

Sec.-ft. 

4,340

1,560

1,430

"Discharge affected by anchor ice.

6 Backwater caused by log jam on shoals 700 feet below cable.
SUKPACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of St. Croix River near Woodland, Me., for 1907-8. 

[Simeon Phinney, observer.]

Day.

1907. 

1.. ..............

2................

3................ 

4................

5................

6................

7................

8... .............

9................

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26. ..............

97

28. ..............

90

°.n

01

1908.' 

1.... ............

2................

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...............

Jan.

7.7

7.7

7.7

8.7

8.7

8.2

7.6

8.0

"'s.T

8.1

8.0

:::9.'o :

8.3

Feb.

"~8.~5"

9.2

9.0

9.0

8.7

8.5

9 0

-7.Y

7.0

7.6

8.0

7.8

""iT

Mar.

9.0

8.0

8.2

8.2

8 9

7.7

7 Q

8.1

'"8.5

Apr.

7.7

7.5

7.8

8.0

8.0

8.6

8.5

8.9

9.3

10.0

10.0

10.6

8.2

8.0 

8.0

7.9

8.0 

8.0 

8.1

8.1

8.1

8.1

8.1

8.2 

8.3

8.3

8.3

 8.5

8.5

8.4

8.3

8.3

8.3

9! 5

9

Q

10.1

May.

10.8

10.9 

11.0

10.5

10.0

9.6

9.2

9.0

9 0

8.7

8.6

8.4

8.3

8.2

8.2

8.5

8.4

8.4

8.4

8.4

8.5

8.6

3.6

8.7

8 7

10.0

10.1

10.4

10.5

10.4

10.3 

10.0

10.0

9.8

Q 7

9.7

9.6 

9.6

9.2

9.0

8.8

8.7

8.6

8.4 

8.3 

8.2 

8.1

8.1

June.

8.8 

8.8

9.2

9.3

9.4

9.5

9.5

9.6

9.6

9.6

9.6

9.0

8.3

8

0,

8.3

8.2

8.3

8.3

8.3

8.3

ft 9

9.0 

9.4

9.9

10.4

10.3

""g.'e"

9.2

8.6

8.4

8.2 

8.3

8.3

8.4

8.4

8.3

8 9

8.1

8.1 

8.0

s n

7.9

July.

8.4

8.5

8.5 

8.6

8.6

8.6

8.4

8.3

8.3

8

0.

8

0,

8.3

8.3

8.4

8 A

8.4

8.4

8.5

8.6

8 7

8 7

8.7

8 7

8.6

8.6

Q C

7 Q

7.8

7.7

7.7

7.6

7.6 

7.5 

7.4

7 o

7 9

7.2

7.2 

7.3

7 °.

7.3

7.6

7.8

8.0

8 A

8

fl

7^8

7 Q

7.7

7.7

Aug.

8.5

8.5

8.5

8.5

8.5

8.5

8.5

8.5

8.4

8.4

8.5

8.4

8.3

8.3

8.3

8.3

8.3

8

0,

8.3

8.3

8

0.

8.4

8.4

8.4

"'i'.Y

7.8

7.8

7.8

7.9 

7.9

8.0

8.0

8.1

a i

8.1

8.2

8.1

8.0

8.0

7.9

7 Q

7.8

7 ft

7 Q

7.8

7.7 

7.7

Sept.

8.3 

8.3

8.4

8.4

8.4

8.3

8.3

8.3

8.3

8.2

8.2

8.2

8.2

8.2

8.2

8.2

8.2

8.2

8.4

8.4

8.4

8.4

8.4

7.7

7.7 

7.7

7.6

7.6

7.7 

7.6 

7.6

7.5

7.5

7.5

7.6

7.7

7.7

7.7

7.7

7.6

7.6

7.7

7.7

7.7

7.7

""7." 7"

7.7

7.8

Oct.

8.2

8.0

8.0 

8.0

8.0

8.0

8.1

8.1

8.1

8.1

8.1

8.0

8.0

8.0

8.0

8.0

8.0

7.8

7.7

7.5

7.4

7.4

7.4

7.5

7.6

7.7

7.7

7.8

7.8 

7.9

7.7

7.7

7.8 

7.8

7.7

7.7

7.6

7.6

7.5

6.6

6.9

7.0

7.0

7.0

7.0 

7.0 

7.0 

7.1

7.2

7.6

Nov.

7.7

7.7 ~"8.y

8.9

9.0

9.0

8.9

8.7

8.1

8.0

7.9

7.8

7.7

7.7

7.6

7.6

7.5

7.5

7.5

7.5

6.6

7.4

7.4

7.3

7.4

7.6 

7.5

7.3

7.1

7.1

""7~6"

6.9

6.9

6.8

6.8

6.8

6.9

6.9

7.0

7.1

7.1

7.1

7.0

7.0

""e.Y

6.9

6.8

Dec.

7.4 

7.4

7.4

7.4

7.5

9 6

9.6

9.1

9.0

8.7

8.4

8.1

8.1

8.0

7.9

7.9

6.8

6.7 

6.6

6.6

"6.-7

6.8

6.9

6.9

7.0

7.0

7.0

6.9

6.7 

6'.7

6.7

NOTE. Ice conditions January 10 to April 25,1907. Discharge affected by anchor ice January 1 to about 

March 31 and during part of December, 1908. During the frozen seasons, 1907-8, gage heights are to water 

surface in a hole cut in the ice.

The discharge is frequently affected by backwater from log jams lodged on rifts below the station. 

No definite information regarding 1907 is available, but during the last half of 1908 it is probable that the 

discharge was greatly affected by jams. See discharge measurement September 18, 1908. It has been 

assumed that a nearly constant backwater effect existed from about June 12 to December 31,1908.
ST. CROIX RIVER DRAINAGE BASIN. 43

Rating table for St. Croix River near Woodland, Me., for July 1, 1905, to December 31,

1908, except as noted below.

Gage 

height.

Feet.

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7-. 50

Discharge.

Sec.-ft.

950

1,050

1,150

1,250

1,360

1,470

1,590

1,710

1,830

1,960

Gage 

height.

Feet.

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

Discharge.

Sec.-ft.

2,090

2,230

2,370

2,510

2,660

2,810

2,970

3,130

3,300

3,470

Gage 

height.

Feet.

8.60

8.70

8.80

8.90

9.00

9.10

9.20

9.30

9.40

9.50

Discharge.

Sec.-ft.

3,650

3,830

4,010

4,200

4,390

4,590

4,790

5,000

5,210

5,420

Gage 

height.

Feet.

9.60

9.70

9.80

9.90

10.00

10.20

10.40

10.60

10.80

11.00

Discharge.

Sec.-ft.

5,640

5,860

6,090

6,320

6,550

7,020

7,500

8,000

8,510

9,030

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 9 discharge measurements made during 1905 to 1908 and is well defined.

Particular attention is called to the fact that, in addition to periods when ice conditions existed, the 

above table is not applicable when the discharge was affected by log jams at or below the station. Such 

conditions were known to exist in 1906 and 1908, the approximate dates being May 15 to October 25, 1906, 

and June 12 to December 31, 1908. It is not positively known that backwater conditions did not exist 

for portions of other years.

Monthly discharge of St. Croix River near Woodland, Me., for 1907-8. 

[Drainage area, 1,420 square miles.]

Month.

1907.

February ...............................

April...................................

July.....................................

1908.

March.. ................................

April....................................

July....................................

December ..............................

The year. .........................

Discharge in second-feet.

Maximum.

8,000 

9,030 

5,640 

3,830 

3,470 

3,300 

2,970 

4,390 

5,640

9,030

6,780 

7,750 

7,500

Minimum.

2,970 

2,970 

3,130 

3,130 

2,970 

1,830 

950 

1,830

2,510 

2,810

Mean.

1,740 

971 

1,360 

3,120 

4,690 

4,230 

3,440 

3,300 

3,130 

2,470 

2,530 

2,920

2,83d

2,700 

1,800 

2,200 

3,360 

5,230 

3,500 

1,500 

1,800 

1,500 

1,250 

1,000 

900

2,230

Per 

square 

mile.

1.23 

.684 

.958 

2.20 

3.30 

2.98 

2.42 

2.32 

2.20 

1.74 

1.78 

2.06

1.99

1.90 

1.27 

1.55 

2.37 

3.68 

2.46 

1.06 

1.27 

1.06 

.880 

.704 

.634

1.57

Run-off 

(depth in 

inches on 

drainage 

area).

1.42 

.71 

1.10 

2.46 

3.80 

3.32 

2.79 

2.68 

2.46 

2.01 

1.99 

2.38

27.12

2.19 

1.37 

1.79 

2.64 

4.24 

2.74 

1.22 

1.46 

1.18 

1.01 

.79 

.73

21.36

Accuracy,

D.

D. 

D. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

C. 

D. 

C. 

A. 

A. 

B. 

C. 

C. 

C. 

D. 

D. 

D.

NOTE. Discharge during ice conditions 1907-8 based on climatological reports, the discharge of adjacent 

drainages and one measurement made under ice conditions. Discharge April 1 to 25,1907,2,300 second-feet.

Discharge during conditions of probable backwater from log jam about June 12 to December 31, 1908, 

based on the results of one discharge measurement, which indicated that the backwater effect at 7.7 feet 

was about 0.55 foot. Estimated results for this period subject to considerable error.
44 SURFACE WATER SUPPLY, 1907-8.

MACHIAS KIVEK DKAINAGE BASIN. 

DESCRIPTION.

Machias River is fairly representative of several of the smaller 

streams in Maine that discharge their waters into the ocean and are 

commonly referred to as " coastal rivers." It rises in the Machias 

Lakes, in the near vicinity of the Grand Lake system of the St. 

Croix, flows in a generally southeasterly direction to tide water at 

Machias, a distance of some 50 miles, and its drainage area measures 

495 square miles. At East Machias, near the mouth, it is joined by 

East Machias River, a stream of similar characteristics rising in 

Pocamoonshine Lake, near Princeton, and draining about 345 square 

miles.

The Machias drainage basin is considerably broken with hills and 

low mountains, and attains an altitude in its northwestern portion of 

about 400 feet above sea level. Near the coast the prevailing rock 

is quartzite, while farther inland granite is found, and near the headwaters mica schists prevail. The basin is generally forested.

The mean annual rainfall is probably about 42 inches, or a little 

greater than that of the St. Croix basin, and winter conditions are 

similar to those of the St. Croix.

In the whole Machias basin there are about 70 square miles of lake 

surface which are, however, largely near the headwaters. They are 

utilized to a small extent for log driving.

There are good water-power sites on the Machias and its principal 

branch, and developments have been made at Machias, East Machias, 

and Whitneyville. The river is one of promise as regards storage 

possibilities when conditions warrant development.

A station has been maintained on the Machias River near Whitneyville since 1903. While complete yearly records are not available, 1906 was probably the wettest year during this time and 1905 the 

driest, the total flow during these two years being about in the ratio 

of 1 to 1.72.

MACHIAS RIVER AT WHITNEYVILLE, ME.

This station was established October 17, 1903, and was originally 

located at the bridge of the Washington County Railroad, near 

Whitneyville, about 8 miles above the mouth of the river. On 

October 3, 1905, the gage was transferred to the wooden highway 

bridge, about one-half mile upstream from the railroad bridge. It 

has been maintained to obtain general statistical data regarding the 

total flow of the Machias River. A short distance above the station 

is a storage dam which causes considerable fluctuation in the gage
MACHIAS EIVEE DRAINAGE BASIN. 45

heights at low-water periods. At the original location backwater 

from the dam at Machias, about 4 miles below, or from the accumulation of logs, occurred during a considerable portion of the time, and 

some of the gage heights previous to October 3, 1905, are liable to 

very considerable errors.

During the winter months the discharge is affected by ice. Conditions for obtaining accurate discharge at the new location are fair, 

and a fair rating curve has been developed, except at low stages, 

which are somewhat uncertain.

The discharge has been computed for all years since the establishment of the station. The 1903-4 values as published in Water-Supply 

Paper No. 124 have been revised on the basis of new and more accurate rating curves. The discharge is materially affected at times 

during the driving season by log jams.

Discharge measurements of Machias River at Whitneyville, Me., in 1903-1908.

Date.

1903.

1904. 

April 26........

April 28........

May 17.. .......

May 20. ........

Do.........

Mav 21. ........

1905. 

May 13.........

October 3 ......

1906. 

April 24........

Mav 24. ........

1907. 

Mav 10. ........

October 31 .....

1908. 

March 5 d ......

Hydrographer.

F. E. Pressey..............................

F. E. Pressey..............................

.....do.....................................

.....do.....................................

.....do.....................................

.....do.....................................

.....do.....................................

N. 0. Grover. ..............................

.....do.....................................

.....do.....................................

.....do.....................................

.....do.....................................

F. E. Pressey..............................

.....do.....................................

.....do..................... .............

.....do.....................................

.....do.....................................

.....do.....................................

Width.

Feet.

124

125

125

194

124

124

126

125

122

125

125

122

Area of 

section.

Sq.ft. 

647

1,030

1,250

1,360

 1,320

740

730

580

715

770

560

585

1,050

830

650

999

691

733

974

Gage 

height.

Feet.a 

6.63

9 67

11 19

12.41

12.07

7.54

8.54

7.51

6.40

7 49

9.57

7.88

6.18

8.33

Gage 

height.

Feet.i>

3.42

3.88

7.01

5.49

Q AK

4.11

4.52

5.38

3.04

Discharge.

Sec.-ft.

2 970

3^670

4,170

400

1,100

540

325

QQ9

1 340

430

1,460

31 «;

KOE

769

1,010

OT fl

a Gage at railroad bridge.

& Gage at highway bridge.

c Discharge affected by log jams.

<* River partly frozen. Average thickness of ice 0.7 foot; gage height to top of ice, 5.38 feet.
46 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Machias River at Whitneyville, Me., for 1907-8. 

[Ira S. Albee, observer.]

Day.

1907." 

1. ...............

2................

3................

4..... ...........

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...............

1908.6 

1................

2...............

3...............

4................

5................

6.................

7................

8................

9................

10...............

u...............

12..... . .....

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24...............

25. ..............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

4.9

<\ Q

5.7

5.4

5.5

5.4

5.2

5.1

5.0

6.0

4.5

4.3

4.4

4.3

4.3

4.4

4.5

4 4<;

4.7

5.0

4.8

4.7

4.6

4.6

4.4

4.4

4.3

4.3

4.25 

6.3

5.7

C q

^ 0

4.9

4.8

5.6

6 9

6.2

5 7

C 0

5.6

6.0

6.0

6.0

5.9

5 9

5.1

5.0

4 9

4.8

4.4

4.2

4.4

4.5

4.55

4.7

5,0

Feb.

4.3

4.25

4 1

4.3

4.25

4.25

4.25

4.3

4.3

4.3

4.3

A 9C

4.25

4.25

4.3

4.3

4.25

4 3

4 3

4

0

4.3 A qp;

4 3^

4.4

4 1

5.2

5.3

5.4

5.5

5

0

5.2

5.1

5. J5

5.2

5.2

e OK

5

O

8.0

8.7

7.7

6.7

6.3

5.7

5.4

5.2

5.0

C f\

5.0

6.0

7.2

Mar.

4.3

4

0

4.35

4.35

4.35

4.4

4.4

4.4

4.4

4.4

A oe

4.35

4.4

4.4

4.4

4 45

4 4^

4.4

4 45

4.5

4.5

A ere

4.6

4.7

4 65

4.6

4.7

5.3

5.4

6.6

6.0

5 7

5,5

K. Of5.3

5 9

5.1

5.1

5.1

8.0

8.2

7.8

7.0

5.6

5

0

6

0

7.5

6.7

6.0

6.2

6.0

5.8

5.6

Apr.

5.4

5.5

5.6

5.5

5.6

5.6

6.2

6.0

5.9

5.7

5.5

5

4=

5.4

5.4

5.4

5.5

5.6

<; 7

6.0

6.4

6.4

6.5

7 9

9 4

9 1

8.8

8.6

8.4

8.1

5.3

5.1

5.0

4.8

4 9

5.0

5.1

5.2

5.6

6.0

6.1

6.1

C Q

5.7

5.8

6.0

6.0

6.2

6.4

6 4

6.5

6.5

6.5

6.6

6.5

6.6

6.6

7.0

6.9

May.

8.0

8.0

8.3

8.1

7.5

7.3

7.0

7.0

6.9

6.9

6 9

6.8

6.75

6.7

6.8

6.8

6.6

6.4

6

O

^ 3

c q

5

c

5.7

5.5

5

C

5.4

c q

5.2

5.25

5.1

5.0 

7.0

8

C

8 n

7 ^

6.0

5.8

5.6

6.0

6.4

6.3

6.1

6.0

Z Q

5 7

5

K.

5.3

e 9

5

0

5 A

5.5

5 A

5.3

5

0

5.35

C A

5.5

6.5

6.6

6.6

6.6

June.

4 Q

4 Q

4.7

4.6

5.6

6.8

6.9

7.0

7.0

6.9

6.8

6 9

7.0

6.8

6.6

6.1

6.0

5 Q

5

0

5.7

5.1

4.1

4.0

3 9

3.8

3.8

4.0

7.0

7 5

8.0

7.6

7.3

7.0

6.5

6.0

5.5

K f\

4 9

4 9

5.0

C f\

5.2

5.4

5.6

5.8

6.0

<; i

S

o

5 9

5.0

4.7

4.6

4.5

4.4

4.3

4.2

July.

4.4

5.1

5.0

4 9

4.8

4.6 4 <;

4.5

4.6

4.55

4

C

4.3

4.2

4.0

3.9

3.8

3 7

3.6

3

C

3.3

3 4

3.45

3.5

3

C

3.6

3.7

4.0 

4.2

4.1

4.0

4.0

4.0

4.0

4 n*i

3 9

3.9

3 9

3 9

3 Q

3.85

3.85

3.85

3.7

3.7

3.7

3.7

8 7

3.7

3.7

3 7

3.6

3.6

3.6

3.6

3.6

3.6

3.6

Aug.

3 9

3.8

3 7

3.8

4.1

4.1

4.05

4.0

4.0

3.9

3.8

3.7

3.6

3.5

3.45

3.45

3 A

Q 4

3.4

3

qc

3.3

3.3

3.3

3.35

3.4

3.3

3.25

3.2

3.2 

3.6

3.6

3 7

3 7

3.8

3.8

3.8

3.8

3.9

3.9

3 9

3

QC

3

QC

4.0

4.0

4.0

4.0

4.0

3

n

3.8

Q 7

3.6

3.5

3.6

3.7

3.8

3 9

4.0

4.0

4.0

4.0

Sept.

3.25

3 9^

3.2

3.65

3.5

3.4

3.3

3.2

3.2

3.2

3.2

3.2

3 9

3.2

3.2

3 9

3.25

3.25

3 7

4.2

4.8

4.0

4.2

4.6

3.9

3.8

3 7

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3 a

3.45

3.4

3.3

3.0

3 n

3.0

 3.1

3 9

3.4

3.45

3.5

3.5

3.5

3.6

3.65

3.7

Oct.

5.0

4.7

4.7

4.65

4.5

4.4

4.4

4.6

6.4

6.0

5.6

5.0

4.6

4.4

4.3

4.2

4.1

4.0

4.0

3.9

3.8

3.7

3.6

3.5

3.5

3.5

3.55

3.55

3.7

4.5

4.55 

3.7

3.8

4.5

4.7

4.5

4.3

4.1

3.9

3.7

3.5

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.35

3.35

3.35

3.3

3.4

3.5

3.6

4.0

4.8

5.2

5.5

Nov.

4 6

4.4

4.5

4.7

4.8

4.9

7.6

8.6

7.6

7.0

6.5

6.2

5.4

4.9

4.9

4.9

4.7

4.5

4.3

4.2

4.1

4.1

4.1

4.15

4.3

6.7

6.8

6.2

5.6

5.2

5.8

5.0

4.3

4.0

3.8

3.6

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

4.3

4.4

4.3

4.2

4.0

3.9

3.8

3.7

3.6

3.6

3.6

3.7

3.8

3.9

3.8

Dec.

4.8

4.7

4.6

4.5

4.5

4.5

4.4

4.3

4.2

4.2

4.3

6.8

7.0

6.2

6.0

5.9

5.7

5.6

5.5

5.2

5.0

5.0

5.0

5.6

6.8

6.6

5.8

5.4

5.4

5.5

6.5 

3.8

3.8

3.7

3.6

3.5

3.5

3.5

5.0

4.9

4.8

4.7

4.6

4.5

4.5

4.4

4.3

4.2

4.0

3.9

3.8

3.7

3.6

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

a The extent of the effect of ice conditions on the discharge for 1907 is doubtful. It appears probable, 

however, that this effect was continuous from about January 10 to about March 25. There may also have 

been backwater from ice conditions the last of March and the first three weeks of April. December, 1907, 

was probably unaffected.

& The extentof the effect of ice conditions on the discharge for 1908 is doubtful. It is probable, however, 

that this effect occurred approximately as follows: January 15 to February 15, February 21 to March 15, 

and December 13 to 31.
MACHIAS RIVER DRAINAGE BASIN. 47

Rating tables for Machias River at Whitneyville, Me. 

OCTOBER 17, 1903, TO SEPTEMBER 10, 1904.

Gage 

height.

Feet.

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

Discharge.

Sec.-ft.

10

16

23

31

40

50

62

75

90

107

126

147

170

194

219

Gage 

height.

Feet.

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

Discharge.

Sec.-ft.

246

275

306

339

374

411

450

491

535

581

629

678

728

780

835

Gage 

height.

Feet.

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

9.00

9.20

9.40

9.60

9.80

10.00

10.20

Discharge.

Sec.-ft.

890

945

1,000

1,060

1,120

1,185

1,250

1,315

1,380

1,520

1,660

1,810

1,970

2,130

2,290

Gage 

height.

Feet.

10.40

10.60

10.80

11.00

11.20

11.40

11.60

11.80

12.00

13.00

14.00

15.00

16.00

Discharge.

Sec.-ft.

2,460

2,630

2,800

2,980

3,160

3,340

3, 520

3,710

3,900

4,860

5,860

6,910

8,010

NOTE. This table supersedes the rating table used in Water Supply Paper 124. The date of change 

from this table to the following one is somewhat uncertain.

The table is not applicable for ice or obstructed-channel conditions. It is based on 9 discharge 

measurements made during 1903-4 and is well defined between gage heights 6.6 feet and 13 feet. Below 

6 feet the rating is very uncertain.

SEPTEMBER 11, 1904, TO SEPTEMBER 30, 1905.

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

25

35

50

65

80

100

120

140

165

190

220

250

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

280

315

350

385

420

460

500

540

580

625

670

720

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.20

8.40

8.60

8.80

9.00

770

820

875

930

985

1,040

1,100

1,220

1,350

1,480

1,620

1,760

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

12.00

1,900

2,060

2,220

2,380

2,540

2,700

2,860

3,040

3,220

3,400

4,320

NOTE. This table is not applicable for ice, or obstructed-channel conditions. It is based on 4 discharge 

measurements made during 1905 and 1 made during 1904 and the 1906-1908 rating curve. The 1906-1908 

rating was utilized by means of a relation established between the new and old gages from simultaneous 

gage heights October to December, 1905. It is fairly well defined between gage heights 6 feet and 12 feet. 

Below 6 feet the rating is very uncertain.

OCTOBER 1, 1905, TO DECEMBEE 31, 1908.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

10

17

27

40

56

77

105

138

174

211

250

292

336

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

382

431

482

534

587

642

698

755

814

875

937

1,000

1,070

5.10

| 5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

1

,140

,210

.280

,350

.420

^490

,560

,640

1,720

1,800

1,960

2,120

2,290

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

2,470

2,650

2,830

3,010

3, 190

3,380

3,580

3,780

3,980

4,180

4,380

4,580

5,680

NOTE. This table is not applicable for ice or obstructed-channel conditions. It is based on 8 discharge 

measurements made during 1905 to 1908 and is well defined between gage heights 3 feet and 7 feet. Below 

gage height 3 feet the rating is very uncertain.
48 SURFACE WATER SUPPLY, 190*7-8.

Monthly discharge of Machias River at Whitneyville, Me., for 1903-1908. 

[Drainage area, 465 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Per 

square 

mile.

Run-off

(depth in

inches on

drainage

area).

Accuracy.

1903.a

October 17-31........................... 1,060

November.............................. 1,180

December............................... 1,220

1904.o

March 22-31............................. 2,980

April.................................... 5,860

May..................................... 7,570

June.................................... 2,380

July.................................... 678

August.................................. 1,120

September.............................. 3,220

October................................. 1,980

November.............................. 770

December 1-8........................... 350

1905.6

April.................................... 4,230

May.................................... 2,060

June.................................... 1,420

July.................................... 1,900

August.................................. 670

September.............................. 1,280

October................................. 292

November.............................. 968

1906.6

April.................................... 5,460

May.................................... 5,130

June.................................... 3,380

July.................................... 2, 740

August.................................. 755

September.............................. 431

October................................. 814

November.............................. 1,720

December............................... 1,800

1907.c

January................................. 1,720

February...........................................

March................................... ............

April.................................... 5,020

May.................................... 3,800

June.................................... 2,650

July.................................... 1,140

August.................................. 534

September.............................. 937

October................................. 2,120

November.............................. 4,180

December............................... 2,650

The year. 5,020

219

306

430

835

1.520

728

275

50

10

25

250

220

80

1,350

350

820

350

80

50

40

56

814

,350

937

431

138

77

10

336

382

1,350

1,070

382

174

138

138

250

534

587

528

644

697

1,830

2,680

2,980

800

303

172 

562 

6G9 

424

216

2,240

1,000

1,080

712

279

488

148

527

2,370

2,560

1,910

1,010

323

161

299

852

718

1.14

1.38

1.50

3.94

5.76

6.41

1.72

.652

.370

1.21

1.44

.912

.465

4.82

2.15

2.32

1.53

.600

1.05

.318

1.13

5.10

5.51

4.11

2.17

.695

.346

.643

1.83

1.54

759

400

550

2,230

2,190

1,610

554

293

283

708

1,400

1,350

1.63

.860

1.18

4.80

4.71

3.46

1.19

.630

.609

1.52

3.01

2.90

138 I 1,030 2.21

0.64

1.54

1.73

1.47

6.43

7.39

1.92

.75

.43

1.35

1.66

1.02

.14

5.38

2.48

2.59

1.76

.69

1.17

.37

1.26

5.69

6.35

4.59

2.50

.80

.39

.74

2.04

1.78

1.88

.90

1.36

5.36

5.43

3.86

1.37

.73

.68

1.75

3.36

3.34

30.02

a The values for 1903-4 supersede those published in Water Supply Paper 124. Discharge December 

1903, assumed unaffected by ice. Discharge January 1 to March 21 and December 9 to 31, 1904, affected 

by ice conditions. Log jam at station June 17, 1904, affected the discharge 28 per cent. On the basis of 

this the mean discharge for June was reduced 18 per cent. Maximum and minimum assumed unaffected.

6 Ice conditions prevailed approximately as follows during 1905 and 1906: January 1 to March 30 and 

December 1 to 31,1905; January 1 to March'31,1906. It is possible also that April 1 to April 14 and December, 1906, were slightly affected. Discharge affected by log jams April 1 to 17 and June 1 to 23, 1905. 

Approximate corrections were applied to April and June, based on observer's notes and one discharge 

measurement and comparison with adjacent streams.

Second-feet.

Discharge April 1 to 17, 1905................................................................ 2,590

June 1 to 23, 1905................................................................ 1,100

« See footnote at end of table, next page.
PENOBSCOT RIVER DRAINAGE BASIN. 49 

Monthly discharge of Machias River at Whitneyville, Me., for 1903-1908 Continued.

Month.

1908.a

July....................................

Discharge in second-feet.

Maximum.

2,560 

4,280 

3,780 

2,650 

4,080 

3,580 

587 

482 

431 

1,420 

1,640 

1,070

4,280

Minimum.

937 

1,210 

587 

292 

250 

77 

174 

250

77

Mean.

1,190 

1,380 

1,660 

1,750 

1,890 

1,550 

392 

402 

247 

418 

446 

374

975

Per 

square 

mile.

2.56 

2.97 

3.57 

3.76 

4.06 

3.33 

.843 

.865 

.531 

.899 

.959 

.804

2.10

Run-off 

(depth in 

inches on 

drainage 

area).

2.95 

3.20 

4.12 

4.20 

4.68 

3.72 

.97 

1.00 

.59 

1.04 

1.07 

.93

28.47

Accu 

racy.

C. 

D. 

C. 

A. 

A. 

A. 

A. 

A 

A. 

A. 

A. 

D.

a Discharge during ice conditions, 1907-8, based on climatological reports, discharge at other stations 

In Maine, and on one measurement made under ice conditions.

Second-feet. 

Discharge January 10, 1907................................................................. 800

January 13 to 31, 1907............................................................ 500

January 16 to 31,1908............................................................ 880

February 1 to 15,1908........................................................... 950

February 21 to 29, 1908.......................................................... 1,150

March 1 to 15,1908............................................................... 1,040

December 13 to 31, 1908.......................................................... 250

PENOBSCOT RIVER DRAINAGE BASIN.

DESCRIPTION.

The West or principal branch of Penobscot River rises in the 

mountainous region of Maine near the Canadian boundary, and it 

flows in a general southeasterly direction to its junction with the 

East Branch of the river at Medway, a distance of over 100 miles. 

From the mouth of the East Branch to tidewater at Bangor is about 

75 miles, this latter point being 27 miles from the mouth of the river 

at Penobscot Bay. The total length of the river is, therefore, about 

200 miles. The drainage basin has an extreme breadth of about 115 

miles and comprises 8,500 square miles, or more than one-fourth the 

entire State.

The important tributaries of the Penobscot in the order of their 

confluence from the source of the river are as follows:

Tributaries of Penobscot River.

River. Enters Penobscot at 

Drainage 

area 

(square 

miles).

1,130

1,500

1,500

16254 IRR 241 10-
50 STJBFACE WATER SUPPLY, 1907-8.

The basin lies in general at a somewhat lower elevation than that 

of Kennebec River, for the latter is nearer to the summit mountain 

range on the western boundary of the State. As a whole, it is 

rather uniform in its topographic features, hills and low mountains 

stretching from the region near the sea to a point above Bangor. 

Farther north its surface is an undulating plain, while westward it 

becomes more broken and generally diversified by hills, detached 

peaks, lakes, ponds, and swamps. The headwaters of the Kennebec, 

Penobscot, and St. John are all in the same vicinity, a highland 

region intermingled with swamps and lagoons. Mount Katahdin, the 

highest peak of which is 5,273 feet above mean tide, and the highest 

mountain in the State, lies in a detached range of mountains between 

the West and East branches of the Penobscot.

The predominant rocks of the Penobscot basin are shales, slates, 

and schists. In the Mount Katahdin region and near the mouth of the 

river granite also occurs in considerable areas. The character of 

the river valley is determined largely by the prevailing rocks. Thus, 

for many miles above Bangor the river flows through an area where 

the rocks are relatively soft shales, slates, and schists, and its valley 

here is broad. Between Hampden and Bucksport, however, where 

harder granites and schists are found, the valley is narrow with steep 

walls, and a short distance below Ripogenus Lake some of the finest 

river scenery in the country is found.

Chesuncook Lake lies near the center of the basin at an elevation 

of 930 feet above sea level. From this point to tide water the distance along the river is 126 miles, or an average fall of 7.4 feet per 

mile.

Nearly two-thirds of the Penobscot River basin consists of timber 

land. Spruce prevails, although white pine, cedar, and white birch 

are also produced in considerable quantities.

The mean annual precipitation varies from about 43 inches near 

the coast to less than 35 inches in the northern portions, the mean for 

the whole basin being about 39 inches, slightly less than that of the 

Kennebec.

The river freezes over during the winter and large accumulations 

of snow occur.

The natural storage facilities of the Penobscot, with its total lake 

and pond surface of approximately 550 square miles, are surpassed 

only by those of the Kennebec and Androscoggin basins. On the 

West branch some 30 billion cubic feet of storage in the Twin and 

Chesuncook Lake systems is utilized in connection with the developments of the Great Northern Paper Company, at and near Millinocket, 

with marked effect upon the regimen of flow. On the East Branch 

Chamberlain and Allegash Lakes and a number of others are capable
PENOBSCOT EIVEE DRAINAGE BASIN. 51

of storing much of the flow. Mattawamkeag and Piscataquis rivers 

all have good storage possibilties, and it is safe to say that 80 or 90 

billion cubic feet of water could economically be stored in the various 

portions of the Penobscot basin. While storage on the West Branch 

of the river is very efficiently controlled by the Great Northern Paper 

Company, in all other localities use of the stored water is made merely 

for log driving, and a systematic regulation of stored flow would be 

of great benefit to present and future users of power.

Log driving is an important industry on the Penobscot, and the 

annual drive amounts to over 200 million feet b. m. The river is 

navigable to Bangor except during the winter months.

Considerable power has been developed on the Penobscot, notably 

for the pulp and paper mills at Oldtown, West Enfield, and Millinocket, 

but there is a very large amount of undeveloped power both on the 

main river and its principal tributaries.

The longest run-off record in the Penobscot basin is that at Millinocket, beginning in 1901. The driest year at that point since 1900 

was 1904, and the wettest was 1902, the total flow during these two 

years being in the ratio of 1 to 2.08. Storage on the West Branch 

has very materially changed the regimen of flow since 1901. The 

driest year at West Enfield was 1905, and the wettest was 1907, the 

ratio being 1 to 1.78.

The following gaging stations have been maintained in the Penobscot basin:

Penobscot River at Millinocket (1901-1908).

Penobscot River at West Enfield (1901-1908).

Penobscot River at Sunk Haze Rips, near Costigan (1899-1900).

East Branch Penobscot River at Grindstone (1902-1908).

Mattawamkeag River at Mattawamkeag (1902-1908).

Piscataquis River near Foxcroft (1902-1908).

Cold Stream at Enfield (1904-1906).

Kenduskeag Stream near Bangor (1908).

Phillips Lake Outlets at Holden (1904-1908).

EIVEE SUEVEYS IN PENOBSCOT DEAINAGE BASIN.

Surve}T s have been made in the Penobscot River drainage basin by 

the United States Geological Survey as follows:

Penobscot River, from tide water to Seeboomook Falls, near Northwest Carry; East 

Branch Penobscot River, from Grand Lake to mouth; Mattawamkeag River, from North 

Bancroft to mouth.

Allegash, Chamberlain, Telos, Webster, Second, and Grand lakes in East Branch 

Penobscot drainage basin.

Mattawamkeag and Baskahegan lakes and Pleasant Pond in Mattawamkeag drainage basin.

Schoodic, Seboois and Endless lakes in Piscataquis drainage basin.
52 SURFACE WATER SUPPLY, 1907-8.

From the data collected by the river surveys sheets have been 

prepared showing as far as available the profile of water surface, 

plan of the river, contours along the banks, and prominent natural 

or artificial features.

From the lake surveys sheets have been prepared showing as far 

as possible the shore lines and bank contours covering any probable 

increase in storage capacity.

The results of these surveys have been in part published on sheets, 

which may be had on application to the Director of the Geological 

Survey.

WEST BRANCH OF PENOBSCOT RIVER AT MILLINOCKET, ME.

The discharge of Penobscot River at the Millinocket mill of the 

Great Northern Paper Company has been computed and the data 

furnished since 1901 by H. S. Ferguson, engineer for the company. 

The development at Millinocket was made by placing a concrete 

dam on the Penobscot at the outlet of Quakish Lake, a little over a 

mile from the mill site on Millinocket Stream, which enters the 

Penobscot about 4£ miles below Quakish Lake. Millinocket Stream 

has only a slight fall, while the main river drops some 112 feet in 

this vicinity, and by utilizing the former for a tailrace a head of about 

110 feet has been obtained.

About 3 miles above Quakish Lake dam is North Twin Lake dam 

a comparatively new storage dam affording about 14.5 billion cubic 

feet of storage.

Records are obtained by considering the flow through the wheels, 

trie flow over the dam, and water used from time to time by the log 

sluice, filters, etc. The wheels were rated at Holyoke, Mass., before 

being placed in position. As the head under which they work, 

averaging about 110 feet, is much greater than the head under which 

they were tested, numerous tube-float measurements of flow in the 

canal leading to the mill have been made by Mr. Ferguson, in order 

to determine just how much water the mill used under different conditions of gate openings. In addition to this, during 1904 a series of 

current-meter measurements were made by the United States Geological Survey to check results as obtained by the floats and to 

obtain a suitable coefficient for use with the float measurements. 

It is believed that by means of these various checks on the measurements a very good estimate has been made of the flow through the 

wheels.

An automatic recording gage of the Frieze type is installed at 

Quakish Lake dam and flow is computed by the formula Q = cb~h%, 

in which c is a variable coefficient obtained (1) from the results of
PENOBSCOT RIVER DRAINAGE BASIN. 53

weir measurements made by Mr. Ferguson on a 10-foot portion of 

the dam, and (2) from a study of the results of experiments made by 

George W. Rafter at the Cornell testing flume.

When the flow of the river is less than 2,500 second-feet all the 

water is generally used through the mill; flow over the flashboards, 

which are used much of the time, is computed by use of the formula 

Q = 3.33 &7U. Quakish Lake dam is at an elevation of 456.3 feet 

above mean sea level, as determined by the Penobscot River survey 

of 1904.

Several storage dams, including the North Twin dam previously 

mentioned, which have been constructed at points in the basin above 

this mill, store water on a surface of about 65 square miles, with a 

capacity of about 30 billion cubic feet. Except during the time 

(usually in August) that excess water has to be supplied for log driving on the river below Millinocket and for a short time in the spring 

the run-off is regulated by storage. Further storage capacity, 

sufficient to practically control the run-off from the drainage area 

above Millinocket. is contemplated by the Great Northern Paper 

Company. Millinocket Lake is now being used for power storage at 

the new mills of the company at East Millinocket and Dolby. It 

has been utilized for log driving for many years in the past.

The records of discharge at Millinocket are under the personal 

supervision of Mr. Ferguson, are carefully kept, and are rated as 

excellent. No difficulty is experienced in winter on account of ice 

affecting the estimates of discharge or the running of the wheels. 

Ferguson Pond, just above the entrance to the canal, eliminates effect 

from anchor ice.

The maximum daily discharge since the beginning of the records 

occurred April 1 and 2, 1903, and was a flow of 24,250 second-feet. 

The minimum weekly discharge at this point, not considering periods 

when water was not in use at the mill, was 291 second-feet, occurring 

January 28 to February 3, 1904.

The Millinocket mill of the Great Northern Paper Company, with 

nearly 25,000 horsepower of wheel installation, has a daily output 

of about 300 tons of pulp and 300 tons of paper, and is doubtless the 

largest mill in the world. At East Millinocket and Dolby, about 10 

miles down river, are other mills of this company, constructed during 

1907, and utilizing over 15,000 horsepower of wheels, with a daily 

capacity of about 180 tons of pulp and 130 tons of paper. This 

is, therefore, an important district in the manufacture of pulp and 

paper.
54 SURFACE WATER SUPPLY, 1907-8.

Daily discharge in second-feet of West Branch of Penobscot River at Millinocket, Me., for

1907-8.

Day.

1907. 

1...............

2

3...............

4...............

5.. ...... .......

6.. .............

7...............

8...............

9...............

10..............

11..............

12............ .

13..............

14..............

16..............

17..............

18.. ............

19..............

20..............

21.............. 22. .......:.....

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30.............

01

1908.

2

3

A

5........ .......

6...............

Q

10. .............

11..............

12. .............

13..............

14..............

15..............

16.... ..........

17..............

18..............

19..............

20. .............

21..............

22..............

23..............

24..............

25..............

26..............

27... ...........

28..............

29..............

30..............

Jan.

2,067

2,064

2,068

2,068

2,066

(«»)

2,075

2,066

2,070

2,067

2,055

2,049

(06)

2,002

2,000

2,000

( 6 )

(»)

2, 052

(06)

2,000

2,000

2,000

2,000

2,000

2,002

(06)

2,018

2,023

2,029

2,019

3,570

3,400

3,435

o2, 482

3,144

3,160

3,367

3,474

3,427

o2, 878

3,231

3,449

3,519

3,524

3,487

3,408

o2, 772

2,437

3,117

3,147

3,094

3,034

al,600

2,395

3,039

3,112

3,126

3,120

Feb.

2,018

2,033

(06)

2,000

2,000

2,008

2,005

2,014

2,006

(a 6)

2,007

2,000

2,007

1,741

1,235

1,252

ol,008

1,241

1,241

1,231

1,244

1,252

1,255

a753

968

819

825

968

3,115

ol,650

2,341

3,030

3,108

3,104

3,093

3,119

ol,660-

2,346

3,052

3,042

3,081

2,945

2,949

o2, 505

2,722

2,937

2,934

2,961

3,101

3,146

a2, 635

2,852

3,098

3,102

3,103

3,117

3,195

Mar.

849

812

o475

804

807

488

328

328

326

o202

337

324

328

333

320

333

o200

337

277

314

325

321

316

ol93

317

323

318

320

319

317

o!97

a.2, 803

3,049

2,925

2,244

2,517

3,164

3,157

o2, 685

2,899

3,111

3,169

3,160

3,135

3,126

a2,686

2,965

3,129

3,096

3,167

3,184

3,060

o2, 851

2,954

3,135

3,096

3,106

3,151

3,147

o2,683

2,938

3,125

Apr.

324

451

657

644

1,028

1,228

o6S2

1,124

1,241

960

824

1,096

1,258

o747

1,497

1,674

1,668

1,659

1,656

1,661

o832

1,847

2,420

2,518

2,523

2,450

2,435

(06)

2,340

2,331

3,130

3,105

2,997

2,753

<z2, 556

3,212

3,692

3,778

3,689

3,497

3,421

o3,l58

3,470

3,551

3,363

2,649

2, 595

2,550

o2, 190

2,577

2,686

2,869

2,581

2,421

2,443

o2, 20l

2,712

2,821

2,621

2,619

May.

2,507

2,519

2,523

2,740

o 3, 486

4,470

4,718

4,713

5,110

4,378

4,685

o4, 459

4,184

4,819

5,563

7,727

6,840

7,778

o7, 732

7,355

7,801

7,376

7,528

7,943

8,486

al2,208

14,255

12, 952

13, 163

13, 671

15, 205

2,680

2,550

2,431

2,923

3,049

2,545

2,593

010,835

14, 928

17,370

17,393

17,396

17,587

18,705

ol8, 350

16, 831

16,253

16, 299

14, 757

13, 501

13, 002

o!2, 794

8,840

6,472

8,516

8,434

7,476

7,272

08, 223

June.

13, 220

alO,573

8,443

7,787

7,616

9,916

8,567

7,763

i7, 393

7,986

6,077

5,705

5,699

5,915

6,131

«5, 907

6,280

6,173

6,273

6,374

4,704

5, 607

o2, 743

3,205

6,861

6,815

6,955

6,943

7,307

o6,824

10, 533

12, 498

12,326

9,626

8,926

9,193

9,326

9,481

9,462

8,724

o7. 030

5,890

4,061

4,640

4,510

4,490

4,505

04, 331

3,600

4,841

4,449

2,885

3,170

3,123

a3, 482

5,228

4,498

July.

6,923

7,076

7,323

6,102

6,146

6,964

06, 425

6,264

6,852

6,210

4,868

2,853

4,260

o6,408

6,401

7,225

6,895

6,756

5,674

4,559

04, 936

4,521

4,458

4, 406

4,607

3,939

2,575

o2, 210

2,433

2,575

2,575

4,015

2,945

2,870

3, 350

3,781

3.475

2,935

3,950

5,005

3,917

Q3,605

3,430

3,994

3,975

4,065

4,767

4,721

«5, 060

4,334

4,651

3,120

3,072

2,485

2,610

o2,632

2,955

4,078

4,370

4,873

Aug.

2,900

3,825

3,555 '(»)

4,300

5,696

5,476

5,143

5,031

4,618

«4,119

3,914

3,465

3, 060

3,015

3,191

3,750

a3,755

3,389

3,138

3,225

3,205

2,855

2,800

o2, 107

3,233

2,610

2,620

2,110

2,110

5,172

oo, 070

2,489

2,117

2,179

2.325

2,305

o2, 250

1,857

2,095

2.140

2,387

2,085

2,193

o2, 425

2,370

2,312

2,362

2,365

2,425

2,430

o2, 490

2,310

2,568

2,508

2,535

2,678

2,232

a.2 145

1 ' 751

Sept.

o2,014

2,008

2,243

2,197

2,198

2,182

2,181

«2,000

2,114

2,192

2,186

2,180

2,157

2,182

a2,027

2,043

2,165

2,170

2,165

2,164

2,165

a2,000

2,082

2,170

2,175

2,259

2 222

2,173

o2, 000

2,105

2,150

2,175

2,155

2,178

2,175

o2, 165

1,991

2,067

2,205

2,200

2,025

2,143

o2, 077

2,102

2,048

2,081

1,623

1,590

1,659

al 940

1.930

1,945

1,945

2,015

1,935

«1,925

1,945

1,755

1,912

Oct.

2,160

2,149

2,154

2,154

2,164

a2,001

2,011

2,185

2,173

2,179

2,190

2,185

(06)

2,000

2,155

2.165

2,164

2,171

2,175

«3,061

7,726

8,113

4,755

2,172

2,162

2,174

(ob)

m

2,218

2,537

2,447

Nov.

2,179

2,171

( 6 )

3,088

2,880

3,370

2,917

3,682

6,641

o7,318

7,787

8,671

8,454

8,434

8,508

8,518

08, 373

9,006

9, 066

9,057

9,057

9, C30

8,796

«8, 886

9,201

8,976

9,018

9,000

8,415

8,068

Dec.

a7, 940

7,655

6,300

5,591

4,669

3,450

2,680

a2,600

2,605

3,400

2,750

4,927

4,824

2,850

03, 350

5,150

5,000

5,076

5,076

5,020

5,020

o4, 954

4,963

4,934

4,963

4,852

4,810

4,751

o2, 492

2,616

4,686

'

"

a Sunday. * Records incomplete.

NOTE. Owing to incompleteness of records on missing days during 1907-8 the discharge could not be 

computed.
PENOBSCOT EIVEE DKAINAGE BASIN. 55

Monthly discharge of West Branch of Penobscot River at MillinocJcett, Me., for 1907-8. 

[Drainage area, 1,880 square miles.]

Month.

1907.o

April (29 days) ................................

July...........................................

1908.&

July...........................................

Discharge in second-feet.

Maximum.

2,080 

2,030 

849 

2,520 

15, 200 

13,200 

7,320 

5,700 

2,260 

8,110 

9,200 

7,940

15,200

3,570 

3,200 

3,180 

3,780 

18, 700 

12, 900 

5,100 

5,170 

2,200

18, 700

Minimum.

2,000 

753 

193 

324 

2,510 

2,740 

2,210 

2,110 

2,000 

2,000 

2,170 

2,490

193

1,600 

1,650 

2,240 

2,190 

2,380 

2,880 

2,480 

1,750 

1,590

Per 

Mean. square 

' mile.

2,030 

1,510 

380 

1,440 

7,060 

6,930 

5,210 

3,480 

2,140 

2,710 

7,190 

4,510

3,720

3,130

2,860 

2,990 

2,930 

10,200 

6,910 

3,790 

2,490 

2,000 

2,000 

2,000 

2,000

3,610

1.08 

.803 

.202 

.766 

3.76 

3.69 

2.77 

1.85 

1.14 

1.44 

3.83 

2.40

1.98

1.66 

1.52 

1.59 

1.56 

5.43 

3.68 

2.02 

1.32 

1.06 

1.06 

1.06 

1.06

1.92

Run-off 

(depth in 

inches on 

drainage 

area).

1.24 

.84 

.23 

.85 

4.34 

4.12 

3.19 

2.13 

1.27 

1.66 

4.27 

2.77

26.91

1.91 

1.64 

1.83 

1.74 

6.26 

4.11 

2.33 

1.52 

1.18 

1.22 

1.18 

1.22

26.14

« For purposes of comparison with other stations the annual discharge for 1907 has been computed on 

the assumption that no difference exists between the mean discharge for partial months as given above 

and the true mean discharge for the same months with full number of days.

The mean discharge for the partial months as given above is in most cases in excess of the actual discharge for the full month, owing to storage of water during the days when the records were incomplete. 

The annual discharge is probably about 1 or 2 per cent in excess from this cause.

& Owing to inaccurate records the discharge is only approximate during October, November, and December, 1908.
56 SURFACE WATER SUPPLY, 1907-8.

PENOBSCOT RIVER AT WEST ENFIELD, ME.

This station, which has been maintained to obtain data regarding 

the total flow of the Penobscot, was established November 5, 1901, 

and prior to 1904 was designated as being at Montague, Me. In 1904 

the name of this village was changed to West Enfield. It is located 

at the steel highway bridge about 1,000 feet below the mouth of 

Piscataquis River. There is a dam on Piscataquis River near its 

entrance into the Penobscot, and about a mile above the station is 

the dam of the International Paper Company, on the main river. 

During low water considerable daily fluctuations in gage height occur, 

due to the variations in wheel gate openings at the mills above.

The datum of the gage has remained the same during the maintenance of the station. During the winter months the discharge is 

affected by ice. Conditions for obtaining accurate discharge data are 

good, and a fairly good rating curve has been developed.

The regimen of flow of Penobscot River has been considerably 

affected by storage, principally in the lakes tributary to the West 

Branch, since about 1900.

Discharge measurements of Penobscot River at West Enfield, Me., in 1907-8.

Date.

1907. 

September 25..

Do.........

Do.........

Do.........

October 11.....

Do.........

1908. 

September 26. .

Do.........

Do.........

Do.........

Octobers......

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

October 21.....

Do.........

Do.........

Hydrographer.

University of Maine students under direction of 

Prof. H. S. Boardman. 

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do.............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do. .............................................

.....do..............................................

.....do..............................................

.... .do. .............................................

.....do..............................................

.....do..............................................

..... do...................................... ....... .

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

850

850

835

835

850

850

865

865

800

650

650

591

591

591

660

660

660

675

675

675

660

660

660

645

645

788

795

Area of 

section.

Sq.ft. 

4,540

4,570

3,950

4,100

3,890

4,750

4,620

6,500

6,310

3,690

2,330

2,510

1,990

1,880

1,970

2,470

2,490

2,430

2,550

2,530

2,640

2,450

2,520

2,530

2,370

2,330

3,100

3,300

Gage 

height.

Feet. 

4.60

4.60

4.25

4.00

4.00

4.85

4.85

6.55

6.55

3.50

2.20

2.20

1.52

1.52

1.52

2.30

2.30

2.30

2.50

2.50

2.50

2.30

2.30

2.30

2.14

2.14

2.96

2,99

Discharge.

Sec.-ft. 

9,610

9,330

8,360

7,020

7 490

10, 100

9,910

17,000

16,900

3,360

3,530

2,320

2,080

2,090

3,730

3,580

3,590

3,970

3,960

3,990

3,650

3,760

3,540

3,270

3,230

5,380

5,370
PENOBSCOT KIVER DRAINAGE BASIN. 57

Daily gage height, in feet, of Penobscot River at West Enfield, Me., for 1907-8. 

[A. H. Hanson, observer.]

Day.

1907.

2

K

6...............

7.......-..-...-

11...............

iq

14...............

15...............

16. ..............

17...............

18...............

19

20. ..............

21...............

23...............

24

OK

26. ..............

27...............

00

29

30...............

01

1908. 

1...............

2...............

3...............

5...............

6............... 

7..-...--..-...-

8........-....--

9............... 

10...............

11...............

13.........-.--..

15...............

16...............

17...............

18...............

19...............

9fl

21...............

22. ..............

24. ..............

25...............

26. ..............

27...............

28...............

29...............

30...............

31...............

Jan.

6.1

6.1

5.85

5.65

5.45

5.2

4.85

4.7

4.75 

5.4

4.85

4.55 

4.5

4.95

5.25

5.5

5.85

5.85

.......

Feb.

.......

Mar.

6.2

8.8

8.9

8.85

8.45

Apr.

6.9

7.2

7.05

7.05

7.25

7.55

8.0

8.2

8.25

8.15

7.75

7.6

7.5

7.65

7.85

8.3

8.5

8.0

8.1

8.05

8.3

8.3

8.55

10.15

12.25

12.9

13.3

13.7

15.05

15.75

8.4

8.1

7.55

7.8

7.4

6.7 

6.4

6.4

0.5 

6.4

6.5

6.4

6.5 

6.5

6.5

6.7

7.0

6.9

6.75

6.55

6.5

6.4

6.55

7.25

8.1

8.6

9.75

11.7

13.3

13.25

May.

16.6

17.1

16. 25

14. 65

13.85

12.95

12.15

11.7

11.35

10.85

10.0

9.45

9.1

8.85

8.7

8.8

8.75

9.25

9.75

10.15

9.65

9.15

8.65

8.35

8.35

8.05

7.85

8.5

8.85

9.15

8.8

13.15

14.4

14.0

13.45

12.5

12.0 

11.25

10.6

10.3 

11.0

11.6

11.8

12.2 

11.75

11.2

10.8

10.8

10.9

10.6

10.2

9.6

8.8

8.5

8 25

7.9

7.6

7.7

7.8

7.6

7.5

7.85

June.

8.55

8.35

8.0

7.75

7.55

7.6

8.75

8.55

8.45

8.6

8.2

7.5

6.9

6.5

6.25

6.05

5.9

5.95

5.85

5.7

5.6

5.35

4.9

5.05

5.85

6.8

7.25

9.25

9.35

9.15

9.75

10.95

10.5

10.2

9.6

8.65 

8.2

7.75

7.4

7.2

7.05

6.85

6.45 

5.8

5.65

5.5

5.45

5.4

5.25

5.0

5.1

5.2

5.25

4.95

4.8

4.9

4.75

4.4

4.15

4.45

July.

8.9

9.3

9.45

8.85

8.45

8.45

7.65

7.2

7.1

7.05

6.85

6.55

6.35

6.2

6.15

6.45

6.45

5.9

5.45

5.15

5.15

5.5

5.4

5.5

5.55

5.9

6.35

6.5

'6.15

5.85

5.8

4.4

4.25

3.7

3.4

3.15

3.35 

3.5

3.65

4.2 

4.6

4.3

4.15

4.0 

4.25

4.0

4,35

4,45

4.55

4.5

4.6

4.9

4.55

4.35

4.15

4.0

3.85

3.8

4.0

3.9

3.8

3.85

Aug.

5.7

5.85

6.1

5.6

5.35

6.15

7.0

7.1

6.6

5.85

5.4

5.1

5.05

4.95

4,8

4.7

4.65

4.6

4.55

4.5

4.4

4.2

3.95

4.3

4.05

3.95

4.0

3.9

3.8

3.75

3.65

3.85

3.7

3.3

3.05

2.8

2.85 

3.4

3.5

3.4 

3.35

3.25

3.15

3.05 

2.95

3.25

3.45

3.7

3.75

3.95

4.05

3.8

3.75

3.5

3.25

3.4

3.35

3.35

3.35

3.3

3.2

3.2

Sept.

3.45

3.3

3.4

3.55

4.05

5.15

5.35

4.9

4.5

4.35

3.95

4.05

4.25

4.0

3.75

3.6

3.5

3.5

3.4

3.3

3.45

3.25

3.15

3.55

4.45

4.8

4.7

4.25

3.85

3.95

3.25

3.25

3.35

3.35

3.35

3.45 

3.25

3.0

3.0 

2.9

2.75

2.6

2.7 

2.75

2.75

2.85

2.7

2.6

2.45

2.5

2.4

2.3

2.2

2.2

2.3

2.15

1.45

1.05

1.25

1.5

Oct.

4.2

4.1

4.1

4.4

4.65

4.4

4.25

4.45

6.65

7.0

6.45

5.65

5.3

5.2

5.1

5.1

4.95

4.65

4.1

3.7

3.5

3.45

3.75

3.65

3.9

3.95

4.15

4.25

4.35

6.6

6.8

1.5

2.15

2.3

2.45

2.6

2.6 

2.5

2.4

2.3 

2.2

2.1

2.2

2.2 

2.3

2.2

2.3

2.3

2.2

2.15

2.2

2.2

2.1

2.1

1.95

1.55

1.4

1.9

2.54

2.88

2.74

2.78

Nov.

6.1

5.9

6.65

7.35

7.45

7.0

7.45

11.2

10.95

10.2

9.8

9.4

9.1

8.75

8.5

8.1

7.75

7.45

7.25

7.1

7.0

6.85

6.75

6.7

6.55

6.75

6.9

6.9

6.8

6.7

2.78

2.66

2.72

2.66

2.76

2.70 

2.55

2.40

2.11 

2.14

2.46

2.51

2.56 

2.57

2.62

2.37

2.45

2.66

2.66

2.71

2.64

2.38

2.03

2.35

2.40

2.37

2.67

2.94

2.86

2.77

Dec.

6.55

6.3

6.1

6.1

5.9

5.35

4.45

4.25

4.1

4.7

8.35

10.6

9.45

8.25

7.25

7.6

7.7

7.65

7.35

6.5

5.9

5.65

5.35

6.55

6.7

6.85

6.9

6.55

5.75

5.45

5.1

2.85

2.96

2.64

2.90

"s.T

"3.3

3.9

3.8

3.9

3.8

3.8

3.9

3.8

3.7

3.6

3.6

3.5

3.6

3.7

3.6

3.6

3.7

NOTE. River frozen January 1 to April 22, 1907, and from January 20 to March 27, and December 4 to 

31,1908. River open at the gage, April 1 to 22,1907. Gage readings December 7 to 31,1908, to water surface 

in a hole cut in the ice.
58 SURFACE WATER SUPPLY, 1907-8. 

Rating table for Penobscot River at West Enfield, Me., for 1901-1908.

Gage 

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Sec.-ft.

1,630

1,710

1,810

1,930

2,060

2,200

2,350

2,500

2,660

2,830

3,000

3,170

3,350

3,530

3,720

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Sec.-ft.

3,920

4,130

4,340

4,560

4,790

5,020

5,260

5,500

5,740

5,990

6,240

6,500

6,770

7,050

Gage 

height.

Feet.

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Sec.-ft.

7,330

7,620

8,210

8,810

9,430

10, 070

10, 720

11,380

12, 060

12, 750

13, 460

14, 200

14, 960

15, 740

Gage 

height.

Feet.

6.60

6.80

7.00

8.00

9.00

10.00

11.00

12,00

13.00

14.00

15.00

16.00

17.00

18.00

Discharge.

Sec.-ft.

16, 550

17,390

18,260

23, 200

29,000

35, 450

42, 350

49, 750

57,600

65,600

73,800

82,100

90,500

99,000

NOTE. The above table supersedes all ratings previously published for this station. It is not applicable 

for ice or obstructed-channel conditions. It is based on 68 discharge measurements made during 1901-1908, 

and is well defined.

Monthly discharge of Penobscot River at West Enfield, Me., for 1907-8. 

[Drainage area, 6,600 square miles.a]

Month.

1907.

July....................................

1908.

April...................................

July....................................

Discharge in second-feet.

Maximum.

80,000 

91,400 

31,200 

31, 800 

18, 700 

11,900 

18,300 

43,800 

39,600

91,400

14, 600

28,400 

60,000 

68,900 

42,000 

10,400 

7,760 

6,120 

4,740 

4,880

68,900

Minimum.

22, 400 

10,400 

11,200 

6,630 

5,380 

6,120 

13,800 

7,910

15,700 

20,600 

8,060 

5,380 

4,560 

1,670 

2,060 

3,050

Mean.

6,820 

3,960 

2,930 

17,600 

40, 200 

19,900 

17,600 

10, 800 

7,580 

10,100 

22,400 

16, 800

14,700

11,300 

10, 400 

11,200 

22,600 

39,400 

17,800 

7,900 

6,000 

4,220 

3,450 

4,040 

3,960

11,900

Per 

square 

mile.

1.03 

.600 

.444 

2.67 

6.10 

3.02 

2.67 

1.64 

1.15 

1.53 

3.39 

2.55

2.23

1.71 

1.58 

1.70 

3.42 

5.97 

2.70 

1.20 

.909 

.639 

.523 

.612 

.600

1.80

Run-off 

(depth in 

inches on 

drainage 

area).

1.19 

.62 

.51 

2.98 

7.03 

3.37 

3.08 

1.89 

1.28 

1.76 

3.78 

2.94

30.43

1.97 

1.70 

1.96 

3.82 

6.88 

3.01 

1.38 

1.05 

.71 

.60 

.68 

.69

24.45

Accuracy.

C. 

C. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

C. 

C. 

C. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

C.

a Includes Chamberlain Lake drainage, 270 square miles.

NOTE. Estimates of discharge during winter periods 1907-8 taken as the sum of the four stations above 

West Enffeld, viz: Millinocket, Grindstone, Mattawamkeag, and Foxcroft, plus an inflow below these four 

stations and above West Enfield. The rate of inflow per square mile was assumed to be about equivalent 

to the average rate of Foxcroft and Mattawamkeag for the period in question.
PENOBSCOT EIVEK DRAINAGE BASIN. 59

EAST BRANCH OF PENOBSCOT RIVER AT GRINDSTONE, ME.

The East Branch of the Penobscot originally had its headwaters 

in Webster and East Branch streams in the north central part of 

Maine, but since 1845 about 270 square miles of additional territory, 

draining to Chamberlain Lake, have contributed in part to the flow 

of this stream, as explained in more detail under the description of the 

St. John drainage basin. The basin of the East Branch, which, including the 270 square miles of the St. John area, comprises an area of 

1,100 square miles, is completely forested and largely wild, has much 

undeveloped water power, and affords excellent opportunities for 

water storage.

The gaging station, which has been maintained to obtain data 

regarding the total flow of the river, was established October 23, 

1902, at the Bangor and Aroostook Railroad bridge, one-half mile 

south of the railroad station at Grindstone. It is about 8 miles 

above the junction of the East Branch with the Penobscot at Medway. No water power is used on the river above the station, but 

dams are maintained at the outlet of several of the lakes and ponds 

near the source of the river, and the impounded water is used for 

log driving.

The datum of the gage has remained the same during the maintenance of the station. The discharge is affected by ice during the 

winter months, and in the log-driving season jams at the station and 

at Grindstone Falls immediately below are liable to materially 

vitiate the published results of discharge. Conditions for obtaining 

accurate discharge data are good, except at low stages, when the 

current becomes very sluggish. A good rating curve has been developed, although more measurements are required at extreme low and 

extreme high stages.

Discharge measurements of East Branch of Penobscot River at Grindstone, Me., in 1908.

Date.

April 23........

October 31.....

Hydrographer.

F E Pressey

Width.

Feet. 

258

260

241

249

246

Area of 

section.

Sq. ft. 

1,650

1,810

1,370

1,400

1,480

Gage 

height.

Feet. 

6.83

6.16

4.56

4.69

5.13

Discharge.

Sec. -ft. 

1,340

1,950

393

433

733

a Gage height to top of ice, 6.83 feet. Average thickness of ice, 1.6 feet.
60 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of East Branch ofPenobscot River at Grindstone, Me., for 1907-8.

[J. B. Chamberlain, observer.]

Day,

1907. 

1................

4..... ...........

5................

6...----.-.---.-.

7...-.-.-...-.-..

g

10...............

11...............

12............. .

15..---------.--.

16.--.-.-.....--.

17..- ---------- --

18. ..............

19

20.-------..-....

21...............

22...............

23... ............

24............. . .

25.- ------ .......

26.---.--........

27. ..............

28. ..............

29...............

30. ..............

31...............

1908. 

1................

2................

3.---.-.-......-. 

4................

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...............

Jan.

4.4

4.4

4.35

4.35

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.35

6.05

6.3

6.5 

6.55

6.45

6.35 

6.25 

6.2 

5.95

K QK

5.95 

5.95 

5.85

S

ot;

5.85

K or

5.85 

5.5 

5.35

5.25 

5.05

4.95 

4.95 

4.95

4.95

4.95 

4 95

4.95

4.95

4.95

Feb.

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.95

4 9

4.85

4.85

4.85 

4.85 

4.85 

4.85

4.85

4.85 

4.85 

4.85

5 15

5.75

5.95 

6.25 

6.45

6.7 

6.85

6.85 

6.85 

6.85

6.85

6.85 

6.85

6.85

Mar.

4.4

4.4

4.4

4.4

4.45

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4 5

4.5

4.5

4.6

4.6

4.6

4.6

6.8

6.65

6.4

6.35

6.35 

6.35 

6.35

6 45

6.45 

6.45 

6.45 

6 45

6 45

6 45

6.6 

6.65 

6.65

6.65 

6 75

6.75 

6.75 

6.75

6.85

6.85 

6.85

6.85

6.85

6.85

Apr.

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.7

4.7

4.7

4.7

4.7

4.7

4.9

5.1

5.2

5.25

5.3

5.3

5.3

5.4

5.45

5

C

6.4

7 9

9.0

10.1

11.6

6.85

6.8

6.45 

6.35

6.45

6.45 

6.55 

6.55 

6.6

6.65

6.65 

6.15 

6.1

K OK.

6.05

6.6 

6.7 

6.7

6.75

6

7FC

6.45 

6.5 

7.0

8.75

8.95 

9.55

10.05

9.8

May.

12.05

12.15

11.4

10.5

9.95

9.65

9.3

Q ^

9.6

9 6

9

QK.

9.8

10.0

9.95

10.45

10.7

10.5

9.95

9 8

Q fi

9 6

9 5

9 1

9 0

9 4

11.05

10.6 

10.0

9.85

9.4 

9.2 

9.05 

9.25

9 35

9.2 

8.0 

7.9

8 OK

8

0

8.35

8 9

8.2 

8.25 

8.2

7.25

7.7

7.3 

6.95

7.7

8.4

8.2 

8.45

8.25

8.05

9.3

June.

9.4

9.6

9.45

9.45

9.25

9.1

8.9

8.8

8.5

8.25

7.85

7.8

7.8

7.3

7.2

7.1

7.0

7.3

7.45

7 5

8

f\FC

8 AX.

8 A

8

QC

9.25

9.1

9

7C

8

C

8.15 

8.0

7.55

7.5 

7.05 

6.8 

6.85

6.8

6.75 

6.7 

6.65

A 1 FC

6.4

6.05 

5.95 

6.15

6.35

f\ 0

6.05 

5.9 

5.6

6.4

6.7 

6.7

6.7

July.

9.0

8.95

8.75

8.6

8.55

8.3

8.0

7.9

7.8

7.9

7.6

7.45

7.55

7.4

7.2

6.95

6.7

6.55

K r;

5.1

4.9

6.25

6.1

6.0

5.8

R OK

6.7

7.0

f\ 7FC

4.9 

4 9

4.95

5.05 

5.95

7.2 

7.2

K Q

7.1 

7.2 

6.55 

5.75

7 °.

7 4^

7 35

7.35 

7.3 

7.15

7.05

7 *.

7.55 

6.9 

6.3

6.15

6.0 

5.8

5.75

5.6

Aug.

6.7

6.6

6.55

6.25

5.95

5.7

5.55

5.1

4.95

5.1

5.3

5.45

5.75

5.9

5.95

6.25

6.45

6.55

6.65

6.4

6.15

5.9

FC £FC

5

C

K 7

5.9

5.35

5.55

5 45

5.35 

<; ^

5.25

5.5 

5.5 

5.35 

<; n

4.7

4.6 

4.5 

4.6

r; 7

5 45

5.1

4 95

5.15 

5.55 

5.2

5.0

4.85

4.9 

5.45 

6.0

<; Q

5.8

5.25

4.85

4.55

Sept.

5.25

5.1

5.25

5.65

6.05

5.8

5.65

5.45

5.35

5.2

5.15

5.05

5.05

5.1

5.05

4.95

4.85

4.9

4.95

4.95

4.95

c nr:

5.15

5.25

5 or;

5.2

4.9

4.55

4 5

4.55 

4.45

4.45

4.45 

4.45 

4.45 

4.35

A 9K

5.3 

5.55 

5.45

K A

K O

5.1

A QK

5.05 

5.05 

4.75

4.65

4

CK

4.45 

4.35 

4.35

4.35

4.35 

4.35

4.25

Oct.

4.85

4.75

4.75

4.8

4.85

4.9

5.0

5.15

5.35

5.65

5.7

5.65

5.55

5.3

5.1

4.95

4.85

4.85

4.85

4.9

5.05

5.1

5.0

4.95

4.95

4.85

4.9

4.95

5.65

5

K

4.7 

4.65

4.65

4.6 

4.45 

4.4 

4.3

4 25

4.4 

4.7 

4.6

4

9E

4.25

4.2

4.2 

4.2 

4.2

4.1 

4.1

4.1 

4.1 

4.1

4.1

4.4 

5.1

4.75

4.7

4.6

Nov.

4.95

4.95

5.5

6.65

7.4

8.1

8.85

9.15

9.45

9.4

8.95

8.7

8.2

7.45

6.65

6.05

5.8

5.95

6.05

6.15

6.35

6.35

f\ QFC

f\ QK

i\ 4.K

6.55

f\ RFC

6.35

6.35

4.6

A K

4.5 

4.5

4.4

4.4 

4.3 

.4.3 

4.4

A OK

4.45 

4.6

' 4.7 

4.6

4.6

4.65

4.65

"ii.'i"

5.4

5.3

5.1

Dec.

6.35

6.35

6.45

6.45

6.45

6.55

6.55

6.55

6.65

6.75

7.25

9.4

9.05

8.75

8.65

8.05

7.65

6.9

6.85

6.6

6.55

6.5

6.1

5.95

5.65

5.5

5.45

5.4

4.95

5.0

"~4."6"

"s." 85

3.85

3.75

......

NOTE. River frozen January 1 to April 23,1907, about January 3 to April 22, November 17 to 25, and 

December 3 to 31,1908. During 1907 gage heights are to the top of the ice, except during March, when there 

was a considerable depth of water on the ice. During 1908 gage heights were taken to water surface in a 

hole cut in the ice. During May and June, 1907, the gage heights were affected by accumulations of logs 

at the bridge and below.
PENOBSCOT RIVER DRAINAGE BASIN. 61

Rating table for East Branch of Penobscot River at Grindstone, Me., for 1902-1908.

Gage 

height.

Feet.

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

Discharge.

Sec. -ft.

210

240

275

315

360

405

455

510

570

630

700

775

855

940

1,030

Gage 

height.

Feet.

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

Discharge.

Sec.-ft.

1,130

1,235

1,345

1,460

1,580

1,705

1,840

1,980

2,130

2,285

2,445

2,610

2,780

2,955

3,130

Gage 

height.

Feet.

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.20

8.40

8.60

8.80

9.00

Discharge.

Sec.-ft.

3,310

3,495

3,685

3,880

4,080

4,285

4,495

4,710

4,930

5,155

5,620

6,110

6,630

7,190

7,780

' Gage 

height.

Feet.

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

12.00

13.00

Discharge.

Sec.-ft.

8,3^0

8,980

9,580

10, 180

10, 780

11, 380

12,000

12, 620

13, 240

13, 860

16,960

20,160

NOTE. The above rating supersedes all ratings previously published for this station. The table is not 

applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 

1902-1908 and is well denned.

Monthly discharge of East Branch of Penobscot River at Grindstone, Me., for 1907-8. 

[Drainage area, 1,100 square miles.i]

Month.

1907 6.

April...................................

July.................'...................

1908."

July....................................

Discharge in second-feet.

Maximum.

15, 700 

17,400

7,780 

2,610 

1,640 

1,240 

9,130 

8,980

17,400

1,980 

1,340

10,900

14,000 

10,000 

4,180 

1,580 

1,290 

1,180 

1.180 

630

Minimum.

570 

600 

540 

482 

600 

940

3,040 

1,130 

570 

360 

258 

210 

275

............

Mean.

800 

350 

300 

1,970 

8,000 

5,000 

3, 590 

1.500 

'797 

684 

3,450 

2,970

2,450

928 

688 

1,040 

2,710 

6,930 

2,960 

2,340 

838 

511 

380 

434 

175

1,660

Per 

square 

mile.

0.727 

.318 

.273 

1.79 

7.27 

4.55 

3.26 

1.36 

.725 

.622 

3.14 

2.70

2.23

.844 

.625 

.945 

2.46 

6.30 

2.69 

2.13 

.762 

.464 

.345 

.395 

.159

1.51

Run-oil 

(depth In 

inches on 

drainage 

area).

0.84 

.33 

.31 

2.00 

8.38 

5.08 

3.76 

1.57 

.81 

.72 

3.50 

3.11

30.41

.97 

.67 

1.09 

2.74 

7.26 

3.00 

2.46 

.88 

.52 

.40 

.44 

.18

20.61

Accuracy.

D. 

D. 

D. 

B. 

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A.

D. 

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

a Includes Chamberlain Lake drainage, 270 square miles.

6 Discharge during the frozen period, 1907, based largely on the natural flow of West Branch of Penobscot 

River at Millinocket.

Discharge for May and June, 1907, are rough estimates to allow as nearly as possible for the effect of log 

jams.

Discharge April 1 to 23,1907, 600 second-feet.

< Discharge during the frozen periods, 1908, based on climatological reports, the discharge of adjacent 

drainages, and one discharge measurement made under ice conditions.

Second-feet. 

Discharge April 1 to 22,1908........................................................... 1,300

November 18 to 25,1908..................................................... 300
62 SURFACE WATER SUPPLY, 1907-8.

MATTAWAMKEAG RIVER AT MATTAWAMKEAG, ME.

Mattawamkeag River rises near the eastern boundary of Maine 

and drains a country that is generally low and swampy, although 

there are on the river a few good sites for power development, none 

of which have been utilized. Dams are maintained at the outlets of 

several large lakes and ponds in this drainage basin, but the stored 

water is used merely for log driving. The total area of the basin is 

about 1,500 square miles.

The gaging station, which was established August 26, 1902, for the 

purpose of obtaining general statistical data regarding the total flow 

of the river, is located at the Maine Central Railroad bridge in the 

village of Mattawamkeag, about half a mile from the mouth of the 

river.

The datum of the gage has remained the same during the maintenance of the station. The discharge is affected by ice during the 

winter and is also occasionally affected by log jams for short periods 

in the log-driving season. When the channel is unobstructed, conditions are good for obtaining accurate discharge data. A very good 

rating curve has been developed.

Discharge measurements of Mattawamkeag River at Mattawamkeag, Me., in 1907-8.

Date.

1907.

March 26.......

1908.

\fo-rifVh 90

March 21.......

April 15. .......

December 23 ...

Hydrographer.

.....do.............................

.....do.............................

.....do.............................

.....do.............................

Width.

Feet. 

388

308

404

398

280

378

394

365

349

350

Area of 

section.

Sq.ft. 

298

482

3,070

1,420

1,190

1,400

707

675

600

Gage 

height.a

Feet. 

5.94

6.40

10.84

6.54

Q KQ

8.46

5.38

5.40

Gage 

height. *

Feet. 

5.94

6.50

8.66

8.56

5.40

Thickness of 

Ice.

Feet. 

2.1

1.9

1 K

2.0

.9

Discharge.

Sec.-ft. 

482

752

1 C AAfl

4,180

2,270

2,970

1,670

1,100

640

a To water surface. 6 To top of ice. Discharge affected by anchor Ice.
PENOBSCOT KIVER DRAINAGE BASIN. 63

Daily gage height, in feet, of Mattawamkeag River at Mattawamkeag, Me., for 1907-8.

[W. T. Mincher, observer.]

Day.

1907.a 

1.. .............

2...............

3...............

5...............

6...............

8...............

9...............

10...............

11............... 

12...............

13............... 

14...............

15...............

16...............

17........ .......

18............... 

19...............

20. ..............

21...............

22...............

23...............

24. ..............

25. ..............

26. ..............

27...............

28. ..............

29...............

30...............

31...............

1908.6

2...............

3............... 

4. ..............

5...............

6...............

7.... ...........

8...............

9...............

10...............

n... ............

12...............

13...............

14...............

15...............

16............... 

17...............

18...............

19............... 

20. ..............

21...............

22............... 

23...............

24............... 

25...............

26...............

27...............

28. ..............

29............... 

30. ..............

31...............

Jan.

.......

7.2

-----

6.4

6.5

6.0

6.0

6.0 

6.0

6.0

6.0

6.0

6.0

6.3

6.5

6.8

6.8

6.7

6.6

'"8.0

8.0

Feb.

6.6

5.8

8.0

7-5

8.5 

8.5

-----

Mar.

5.9

5.95

6.0

6.2

6.6

6.4

7.0

8.5

7.8

7.3

"s.'e"

8.5

8.3

Apr.

8.3

"g.'o"

9.1

8.85 

7.9

8.15

8.2

8.65

9.1

9.35

9.95

11.05

11.6

12.15

12.5

13.05

9.05

9.2

9.1

9.1

6.7

6.9 

7.0

7.05

7.0 

6.9

6.8

6.8 

6.9

7.0

7.55

8.15

9.05

9.7

9.85 

10.45

May.

13.7

13.9

13.6

10.65

10.3

9.8

9.2

8.75 

8.35

8.15 

7.85

7.25

7.05

6.8

6.7 

6.6

6.55

6.7

6.85

6.9

6.5

6.05

5.9

5.85

6.25

6.4

6.3

6.15

11.2

11. 55

11.5 

11.35

11.1

10.65

10.2

9.85

9.7

9.75

9.9

9.9

9.65

9.3

9

flK

8.9 

8.75

8.45

7.95 

7.65

7.25

6.75 

6.6

6.4 

6.2

5.95

5.8

5.95

5.95

6.35

June.

5.75

5.75

6.05 

6.55

6.6

6.85

7.05

7.2

7.75

7.75

7.55 

7.35

7.15 

6.9

6.55

6.3

5.85

5.35 

5.3

5.15

5.1

5.00

4.9

5.0

5.25

5.55

5.9

6.75

7.85

8.35

7.35

8.5

8.45

7.85

7.3

6.9

6.7

6.45

6.45

6.3

6.15

5.95

5 A

5.4 

5.95

6.05

5.95 

5.95

5.85

5.7 

5.4

5.4 

5.2

5.05

4.95

4.6

4.25 

4.15

July.

8.5

8.6

8.6 

8.5

8.1

7.85

7.4

7.05

6.85

6.65

6.4 

6.2

6.05 

6.0

6.0

5.9.

5.9

5.9

5.8

5.7

5.7

5.9

5.9

5.9

5.8

5.8

5.7

5.8

5.8

5.8

6.0

4.25

4.15

4.05 

3.95

3.95

3.85

3.75

3.75

3.75

3.75

3.75

3.65

3.55

3.45

3.45 

3.45

3.45

3.55 

3.55

3.55

3.55 

3.55

3.6 

3.65

3.55

3.45

3.35

3.35

3.35

Aug.

6.45

6.75

6.8 

6.65

6.5

6.5

6.6

6.5

6.3

6.05

5.75 

5.55

5.4 

5.35

5.2

5.1

5.0

4.85 

4.75

4.7

4.7

4.6

4.6

4.5

4.55

4.6

4.6

4.55

4.4

4.3

4.4

3.35

3.35

3.25 

3.15

3.05

3.15

3.3

3.5

3.6

3.7

3.8

3.8

3.9

3.75 

3.8

3.95

4.0 

4.1

4.1

4.0 

3.9

3.8 

3.7

3.6

3.5

3.5

3.4 

3.3

3.2

Sept.

3.95

3.8 

3.9

4.6

5.0

5.55

5.65

5.45

5.3

5.15 

5.0

5.1 

5.05

4.9

4.8

4.7

4.6 

4.6

4.6

4.6

4.55

4.4

4.4

4.7

5.15

5.6

5.2

4.85

4.8

3.1

3.0

3.1 

3.1

3.1

3.1

3.2

3.4

3.5

3.5

3.4

3.4

3.3

3.2

0 A

2.9 

2.9

2.8

2.8 

2.8

2.7

2.7 

2.6

2.5 

2.5

2.5

2.5

2.5

2.5

2.6

Oct.

4.8

4.8

4.7 

4.6

4.5

4.55

4.75

5.15

5.8

6.45

6.85 

7.0

6.75 

6.55

6.4

6.3

6.05

5.85 

5.7

5.55

5.4

5.3

5.15

5.1

5.0

4.9

4.95

5.45

5.6

5.7

5.7

2.65

3.05

3.7 

4.3

4.4

4.3

4.0

3.9

3.75

3.6

3.6

3.7

3.7

 3 7

3.6

3.6 

3.5

3.4

3.3 

3.2

3.1

3.1 

3.0

2.9 

2.8

2.95

3.3

3.4

3.55 

3.8

4.35

Nov.

5.6

5.6

5.65 

6.05

6.2

6.25

6.6

7.3

7.65

7.8

7.6

7.25

6.9 

6.6

6.5

6.5

6.4

6.3 

6.05

5.85

5.65

5.5

5.5

5.6

5.6

5.6

5.9

5.8

5.8

5.8

4.8

5.15

4.9 

4.45

4.4

4.4

4.3

4.2

4.1

4.1

4.1

4.0

4.1

4.2

4.25

4.45 

4.55

4.4

4.3 

4.2

4.1

4.1 

4.0

4.2 

4.1

3.9

4.05

4.2

4.3

4.4

Dec.

5.8

5.8

5.9 

6.0

6.1

6.2

6.3

6.3

6.3

6.4

6.7

7.7

8.5 

8.6

8.35

7.9

7-45

7.15 

6.7

6.4

6.4

6.3

6.1

6.0

6.2

6.4

6.5

6.45

6.3

6.15

6.0

4.6

4.7

4.9 

5.0

4.75

4.8

4.8

4.9

5.15

5.3

5.3

5.4

5.4

5.4

5.4

5.4 

5.5

5.6

5.6 

5.1

 

5.0

"River frozen January 1 to April 18, 1907. During the frozen season gage heights were taken to water 

surface in a hole cut in the ice. June 14,1907, all logs out of the river.

& River frozen from about January 5 to April 7, and from about December 1 to 31,1908. During the frozen 

season gage heights were taken to water surface in a hole cut in the ice. Gage heights affected by log jams 

from about June 2 to 14,1908.
64 SURFACE WATER SUPPLY, 1907-8.

Rating table for Mattawamkeag River at Mattawamkeag, Me., for 1902-1908.

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Sec.-ft.

86

100

114

134

160

190

223

258

295

334

375

420

470

525

Gage 

height.

Feet.

3.90

4.00

4.10

4.20

430

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

Discharge.

Sec.-ft.

590

660

736

818

906

1,000

1,100

1,210

1,320

1,440

1,560

1,690

1,820

1,950

Gage 

height.

Feet.

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

Discharge.

Sec.-ft.

2,080

2,220

2,360

2,500

2,660

2,820

2,980

3,160

3,520

3,900

4,280

4,680

5,080

5,490

Gage 

height.

Feet.

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

Discharge.

Sec.-ft.

5,920

6,360

6,810

7,270

7,750

8,230

8,730

9,230

9,750

12,520

15,570

18, 620

21,670

24, 720

NOTE. The above table supersedes all ratings previously published for this station. It is not applicable for ice or obstructed-channel conditions. It is based on 25 discharge measurements made during 1902 

to 1908 and is well defined between gage heights 2.5 feet and 12 feet.

Rating table for Mattawamkeag River at Mattawamkeag, Me., for ice cover only, from 

December 4, 1906, to December 31, 1907.

Gage 

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

Discharge.

Sec.-ft.

460

480

510

540

580

620

670

720

770

Gage 

height.

Feet.

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

Discharge.

Sec.-ft.

820

880

940

1,000

1,070

1,140

1,210

1,290

1,370

Gage 

height.

Feet.

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

Discharge.

Sec.-ft.

1,450

1,530

1,610

1,690

1,770

1,850

1,930

2,020

2,110

Gage 

height.

Feet.

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

Discharge.

Sec.-ft.

2,200

2,290

2,380

2,470

2,560

2,650

2,740

2,830

NOTE. The above table is based on two discharge measurements made during 1907, and is approximate. 

Gage heights are to bottom of ice.

Monthly discharge of Mattawamkeag River at Mattawamkeag, Me., for 1907-8. 

[Drainage area, 1,500 square miles.)

Month.

1907.o

April...................................

July....................................

The year. .........................

Discharge in second-feet.

Maximum.

1,850 

1.000 

1,290 

21,900 

24,400 

8,110 

8,730 

4,680 

2,580 

5,080 

6,810 

8,730

24,400

Minimum.

880 

480 

470 

1,290 

2,900 

1,560 

2,660 

906 

525 

1,100 

2,360 

2,820

470

Mean.

1,330

740 

694 

6,690 

9,070 

3,970 

4,260 

2,350 

1,500 

2,520 

3,680 

4,410

3,430

Per 

square 

mile.

0.887 

.493 

.463 

4.46 

6.05 

2.65 

2.84 

1.57 

1.00 

1.68 

2.45 

2.94

2.29

Run-off 

(depth in 

inches on 

drainage 

area).

1.02 

.51 

.53 

4.98 

6.98 

2.96 

3.27 

1.81 

1.12 

1.94 

2.73 

3.39

31.24

Accuracy.

D.

D. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

o Discharge during the frozen period 1907 determined from an approximate ice rating. Discharge May 4 

to 6,1907, interpolated. Discharge April 1 to 18,1907,2,330 second-feet. Discharge probably not affected by 

ice conditions during December, 1907.
PENOBSCOT RIVER DRAINAGE BASIN. 65

Monthly discharge of Mattawamkeag River at Mattawamkeag, Me., for 1907-8 Cont'd.

Month.

1908.0

July....................................

November

December

The year

Discharge in second-feet.

Maximum.

13,900 

17,200 

8,000 

862 

736 

375 

1,000 

1,880 

1,100

17,200

Minimum.

2,820

777 

314 

206 

86 

107 

590 

400

86

Mean.

2,980 

2.510 

2,280 

6,780 

9,160 

3,500 

457 

443 

191 

429 

919 

722

2,530

Per 

square 

mile.

1.99 

1.67 

1.52 

4.52 

6.11 

2.33 

.305 

.295 

.127 

.286 

.613 

.481

1.69

Run-off 

(depth in 

inches on 

drainage 

area).

2.29

1.80 

1.75 

5.04 

7.04 

2.60 

.35 

.34 

.14 

.33 

.68 

.55

22.91

Accuracy.

D. 

D. 

D. 

C. 

A. 

B. 

A. 

A. 

A. 

A. 

A. 

B.

a Discharge during the frozen periods 1908 based on the 1907 ice rating, climatological reports and on four 

discharge measurements made under ice conditions. Discharge April 12 to 14 and June 2 to 14, estimated.

PISCATAQTJIS RIVER NEAR FOXCROFT, ME.

Piscataquis River rises in the hilly and mountainous region south 

and east of Moosehead Lake, flows for about 50 miles in an easterly 

direction, and enters the Penobscot at Howland. Its slopes and 

valleys are generally steep and the regimen of flow is therefore quite 

variable. Sebec, Schoodic, and Seboois streams, all outlets of large 

lakes having the same names, are the principal tributaries.

The gaging station, which was established August 17, 1902, to obtain general statistical data regarding the flow of the upper Pise at a 

quis, is located at Low's bridge, about half way between the villages 

of Guilford and Foxcroft, and is just above the mouths of Black and 

Salmon streams. Water power is used at several manufacturing 

plants within a few miles above the station, and the river fluctuates 

considerably at the gage during low stages. The little storage on the 

river above this point is used solely for log driving.

The gage datum has remained the same during the maintenance 

of the station. During the winter the discharge is affected by ice. 

Conditions for obtaining accurate discharge data are good, and a very 

good rating curve has been developed for medium stages. At high 

and low stages the curve is not yet accurately defined.

Discharge measurements of Piscataquis River near Foxcroft, Me., in 1908.

Date. Hydrographer. Width.

Feet. 

118

103

Area of 

section.

Sq.ft.

247

Gage 

height.

Feet.

Discharge.

Src.-ft.

269

16254 IRR 241 10-
66 SURFACE WATER SUPPLY, 1907-8,

Daily gage height, in feet, of Piscataquis River near Foxcroft, Me., for 1907-8. 

[A. F. I). Harlow, observer.]

Day.

1907. a 

1...............

9

3...............

5...............

G............... 

7... ...... .. .

8...............

9. .. . .

10...............

12................ 

13...............

14............... 

15...............

16...............

17...............

18............... 

19

20...............

21...............

22. ..............

23............... 

24...............

25...............

26...............

27...............

28...............

29...............

30. ..............

31...............

1908.6 

1...............

2

3. ..............

4...............

5...............

7. .............. 

8...............

Q

10...............

11...............

12............... 

13...............

16...............

17...............

18...............

19............... 

20...............

21...............

22. ..............

23...............

25---............

20......... ....

28...............

29.......... ....

30...............

31...............

Jan.

3.6

3.5

3.4

3.2

3.2

3.4

3

C

3.6

3.5 

3.6

3.6 

3.6

3.6

3. fi

3.6 

3.6

3.9

3.5

3.4

3.4

3.4

3.8

3.8

3.8 

3.65

4.05 

4.1

3.5

3.5

3.2

3.2

3.25 

3.3

3.2

3.2

3.2

3.2

3.0

3.6

3.6

Feb.

3.6

3.3

3.6

3.6

Q C

3.4

3.4

3.0

3.1

3.2 

3.2

3.2

2.9

3.8 

3.7

3.7

3.4 

3.4

3.2

3.6

3.4

3.4

3.6

4.0

4.1 

4.25

4.25

4.25 

4.25 

3.85

3.7

3.7 

3.6

4.6

4 9

4.25 

4.25

4.0

3.6

3.6

3.55

3.55

3.4

Mar.

3.4

3.3

3.1

3.3

3.3

0 0

3.3

3.4

3.3

3.3 

3.2

3.2 

3.2

3.5 

3.5

4.4 

4.4

3.6

3.5

3.6

3.9

3.9

3.9

3.9

3.55

3.55

3.55

3.35 

3.35

q OK

3.35

3.35

3.85 

3.6

3.4

3

C

3.9

4.25

3.7

3.6

3.6

Apr.

4.2

4.4 

4.0

3 9

3.9

3.9 

3.8

3.6

3.4 

3.9

4.2 

4.3

4.6

3.9

3 7

4.2

4.7 

7.3

8.4

7.2

7.2

7.0

7.6

q 7=;

4.35

3.25

3.5 

3. 65

4.1

3.7

4.2

3.8

3.55 

4.0

3.95

4.95

5.35

6.35

7 Q

8.1

8.6

7.2

May.

9.4

8.6

5.9 

4.9

5.8

5.7 

5.7

4.6 

4.6

4.5 

4.5

4.5

5.0 

5.2

5.0

3.5

3.4 

3.4

3.4

3.5

4.0

0 ft

8.1

6.7

5.35 

4.55

C OC

4.4 

4.5

4.1

3.95 

3.9

3.6

q qc

3.3

3.3

Q 7

3

KC

5.35

5.1

June.

3.6

3.2

3.0

3.0

3.1

3.2

3.2

3.2

3.0

2.6

2.6 

2.6

2.6 

2.6

2.6

2.6

2.5

2.7 

2.6

2.8

4.2

6.0

4.4

3.9

A Z

3.8 

3.4

3.4

3.2 

3.2

0 AC

2.8

2.4

2.4 

2.3

2.3

2.3

2.3

o q

2.3 

2.3

2.2

2.3

2.25

2.25

2.1 

2.1

2.1

2.25

2.25

July.

5.6

5.5

3.4

3.5

3.4

3.1

0 O

3.2

3.3 

3.1

2.9

2.8

2.8 

2.8

2.8

2.8

2.5

3.0 

3.1

3.1

3.5

3.3

3.2

2.1

1.95 

1.8

1.75 

1.7

1.7

1.65 

2.2

2.2

2 2

2.2 

2.2

2.15

2.2

O OC

2.1

1.9 

1 9

1 9

1 Q

1.9

1.9

Aug.

3.2

3.2

3.0

3.0

3.2

3.6 

4.2

4.2

3.9

3.5 

3.2

3.1 

3.0

2.9 

2.5

2.4 

2.6

3.2 

3.1

3.0

2.5

2.4

2.4 

2.3

2.3

2.4

2.6

2.7

2.5

2.3

2.3

2.05

2.3

2.2

2.45

2.95 

2.95

2 9

2.7 

2.7

2.45

2.5

2.5

2.5 

2.4

2.3

2.0

2.0

O A

2.0

1.95 

1.95

1 9

1.9

1.9

1 9

Sept.

2.3

2.3

2.7

3.0

4.3

4.5 

3 9

3.4

3.4

3.3 

3.4

3.4 

3.2

3.2 

3.2

3.2 

3.2

3.2 

3.2

3.2

3.0

2.9

2.9

2.9

3.1

3.1

3.0

3.0

2.8

3.6

2.25

9 OK

2.15

2.1 

2.1

2.1

2.1 

2.25

o q

2.3

2.4

2.4 

2.4

2.4

9 1

o i c

2.0

2.0 

2.0

2.2

2.2

2.2

2.2

2.2 

1.4

1 ft

1.95

1.95

Oct.

4.0

3.7

3.5

4.0

4.0

3.6 

3.5

3.8

5.2

4.4

4.4

4.0 

3 9

3.8 

3.6

3.8 

4.0

3.8 

3.4

3.4

3.4

3.4 

3.3

3.3

2.9

3.0

5.4

6.2

4.8

2.2

2.5

2.2

1.9 

2.2

2.2

2.2 

2.2

2.2

1.9

2.35 

2.1

1.95

1.95

1 95

1.95

1.7

1.95

1.95

1.95

1.95 

2.45

2

7C

o e

2.25

Nov.

4.2

4.0

4.8

5.4

5.0

4.5 

9 3

9.0

6.9

5.4

4.7

4.4 

4.1

3.8 

3.6

3.4 

3.2

3.4 

3.4

3.1

3.1 

3.0

3.2

3.4

3.3

3.1

3.1

1.9

2.05

1.8

1.8 

1.6

1 0

1 Q

1.8 

1.8

1 0

1.6

1.6

1.6

1.6

1.5

1 O

1.0

1.45

1.85

2.2 

2.6

3 0

o cc

Dec.

3.0

3.1

3.1

3.1

3.1

3.1 

3.1

2.7

2.9

5.5 

9 1

5.6

4.2 

3.8

3.7 

3.6

3.4 

3.4

3.4

3.6 

3.6

3.6

3.6

3.6

3.6

3.1

3.1

2.2

2.6

2.5

2.4

2.25

2.25 

2.25

o c

9 ^

2.5

2.5

2.4

2.4

2.4

2.4

2.5

2.5 

1.7

9 45

2.4

2.45

2.4

2.4

2.45

2.45

2 45

9 ?>;

a- River frozen over more or less completely from about January 10 to April 7, 1907. During the frozen 

season gage heights were taken to water surface in a hole in the ice.

b Ice conditions prevailed from about February 1 to 15, 1908, and it is probable that the discharge may 

have been more or less aflected by ice conditions for short periods during the remainder of the winter 

months.
PENOBSCOT KIVEE DRAINAGE BASIN. 

Rating table for Piscataquis River near Foxcroft, Me., for 1902-1908.

67

Gage 

height.

Feet.

1.00

1. 10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Sec. -ft.

5

7

9

12

15

19

24

31

40

51

64

81

100

Gage 

height.

Discharge.

Feet. Sec. -ft.

2.30

2.40

2.50

2.60

2.70

2.80

123

148

180

220

267

318

2. 90 374

3.00

3.10

3.20

3.30

3.40

3.50

437

502

569

638

709

782

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Discharge.

Sec.-ft.

858

938

1,023

1,113

1,208

1,403

1,615

1,840

2,085

2,350

2,635

2,940

3, 265 

Gage 

height.

Feet.

5.80

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

Discharge.

Sec.-ft.

3,610

3,970

4,335

4,705

5,080

5,460

5,840

7,810

9,860

11,960

NOTE. The above table supersedes all ratings previously published for this station. It is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 

1902 to 1908 and is well defined between gage heights 1.5 feet and 7 feet.

Monthly discharge of Piscataquis River near Foxcroft, Me., for 1907-8. 

[Drainage area, 286 square miles.)

Month.

1907.

July....................................

November..... .. . ..............

1908.

July....................................

September..... . . .............

November ..... ..........

December .............. ...............

Discharge in second-feet.

Maximum.

1,300

8,610 

10. 700 

3.970 

3,260 

1,400 

1,720 

4,340 

10,500 

10,100

10,700

1,720 

2,220 

1,620 

9,040 

9,040 

2.490 

100 

405 

148 

292 

437 

220

Minimum.

569 

180 

180 

123 

123 

374 

437 

267

437

638 

604 

638 

81 

28 

51 

15 

24 

5 

31

9,040 5

Mean.

499 

250 

300 

2,400 

2,650 

618 

913 

447 

598 

1,190 

1,880 

1,190

1,080

822 

796 

880 

2,190 

2,370 

408 

68.1 

171 

95 

92.6 

67.6 

148

676

Per 

square 

mile.

1.75 

.874 

1.05 

8.39 

9.27 

2.16 

3.19 

1.56 

2.09 

4.16 

6.57 

4.16

3.77

2.87 

2.78 

3.08 

7.66 

8.29 

1.43 

.238 

.598 

-.332 

.324 

.236 

.518

2.36

Run-off 

(depth in 

inches on 

drainage 

area).

2.02 

.91

1.21 

9.36 

10.69 

2.41 

3.68 

1.80 

2.33 

4.80 

7.33 

4.80

51.34

3.31 

3.00 

3.55 

8.55 

9.56 

1.60 

.27 

.69 

.37 

.37 

.26 

.60

32.13

Accuracy.

D. 

D. 

D. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

D. 

D. 

D. 

A. 

A. 

A. 

B. 

A. 

B. 

B. 

B. 

C.

NOTE. Estimates of discharge during the frozen periods 1907-8, based on climatological reports and 

the discharge of adjacent drainages.

KENDUSKEAG STREAM NEAR BANGOR, ME.

This station, which was established September 15, 1908, to 

obtain general statistical data regarding the total flow of the Kenduskeag Stream, is located at the wooden highway bridge about 6 

miles northwest of the Bangor post-office and is just below the Six-
68 SURFACE WATER SUPPLY, 1907-8.

mile Falls, which is the best unutilized site for power development 

on the lower stretch of the river. Gage heights are furnished by 

Fred Cort, of Bangor. At this point the drainage area is 168 square 

miles; at the mouth of the river it is 193 square miles. In addition, 

about 35 square miles of the drainage basin of Sousdabscook Stream 

are in part tributary to the Kenduskeag via Black Stream, which 

unites these two rivers, entering the Kenduskeag about 8 miles above 

the gaging station.

The datum of the gage has remained the same during the maintenance of the station. During the winter months the discharge is 

somewhat affected by ice. Conditions for obtaining accurate discharge data are good, but no rating table has been published because 

of the few discharge measurements made up to this time.

Discharge measurements of Kenduskeag Stream near Bangor, Me., in 1908.

Date.

Do a .......

July 9 a ........

Hydrographer.

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

100

105

82

42

97

87

Area of 

section.

Sq.ft. 

297

274

56.3

44.1

25.1

150

52.9

Gage 

height.

Feet. 

4.13

W( c )

1.71

1.52

2.98

d2.08

Discharge.

Sec.-ft. 

656

770

28.6

21.3

7.2

94.9

40.1

a Gaging made from upstream side of highway bridge at East Bangor. 

b Distance to water surface from the top of floor beam 100 feet from left abutment, 15.19 feet, 

c Distance to water surface from the top of floor beam 100 feet from left abutment, 16.77 feet. 

d Gage height to top of ice, 2.14 feet; average thickness of ice, 0.58 foot.

Daily gage height, in feet, of Kenduskeag Stream near Bangor, Me., for 1908. 

[Fred Cort, observer.]

Day.

1. ...............

2. ...............

4. ...............

5................

9................

13...............

14...............

Sept.

1.3

Oct.

13

1.5

1.55

1.45

1.4

1.4

1.5

1.65

1.5

1.4

1.4

1.4

Nov.

2.5

2.6

2.65

2.6

2.5

2.4

2.3

2.2

2.0

2.0

2.0

2.0

1.9

1.9

1.9

Dec.

2.2

2.2

2.1

2.2

2.2

2.4

2.4

2.65

2.9

2.9

2.9

2.9

2.95

3.0

Day.

16...............

17.. .............

18. ..............

19.. .............

20. ..............

21

22

23...............

24...............

25...............

26. ..............

27...............

28. ..............

29. ..............

30. ..............

31...............

Sept.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

Oct.

1.5

1.5

1.6

1.55

1.5

1.6

1.6

1.6

1.6

1.6

1.85

2.15

2.2

2 2

2.5

Nov.

2.4

2.9

2.65

2.1 2 ''

2.4

2.4

2.4

2 4

2.35

Dec.

3.2

3.25

2.0

2.0

2.2

2.1

2.1

2.1

2.1

2.2

NOTE. Ice conditions prevailed from about December 19 to 26.

PHILLIPS LAKE AND OUTLETS IN HOLDEN AND DEDHAM, ME.

Phillips Lake receives the drainage from an area 11.5 square miles 

in extent and has a water surface of about 1.4 square miles. It is 

situated about 10 miles southeast of the city of Bangor. The shores
PENOBSCOT RIVER DRAINAGE BASIN. 69

are generally rocky, and the adjacent country is mostly wooded and 

but sparsely settled. The water is apparently of excellent quality and 

of considerable depth. This lake was for some time under consideration as a source of water supply for the city of Bangor.

The lake has two drainage outlets. The greater amount of water 

flows from the north end of the lake northward through the village 

of East Holden, thence southward through Long Pond and into 

Penobscot River below Bucksport, a total length of 18 miles. The 

other outlet, situated at the southeast end of the lake, in the town 

of Dedham, flows into Green Lake and thence into Union River, 

discharge occurring only during medium and high stages. Gages 

have been maintained at the outlets of the lake and upon the lake 

itself for the purpose of determining the available water supply for 

public use.

The gage at the northern outlet was established July 7, 1904, and 

discontinued July 1, 1908. It is located about 1J miles from the 

lake, one quarter mile south of the village of East Holden, and 175 

feet south of an old mill. The drainage area at this point is 12.3 

square miles.

The gage at the southeast outlet was established July 19, 1904, and 

was read only at the time of visits by the hydrographers. It is 

located at the highway bridge about 1J miles southeast of Lake 

House railroad station, and is about 700 feet southeast of the Maine 

Central Railroad crossing. The flow through this outlet is proportional to the lake height.

The gage on Phillips Lake was established July 19, 1904, and discontinued July 1, 1908. It was originally located at a point on the 

east shore of the lake about 300 feet northwest of Dr. L. S. Chilcott's 

cottage. On December 6, 1904, its location was changed to the 

Maine Central Railroad bridge over the north end of Phillips Lake, 

being still referred to the same datum.

The respective gage datums have remained the same during the 

maintenance of the stations.

Conditions for obtaining accurate discharge data at the two outlets 

are rather poor and the results are only approximate. Ice condjtions probably do not affect the discharge materially.

Discharge measurements of Phillips Lake, northern outlet, at East Holden, Me., in 1907-8.

Date.

1907.

December 16 ...

1908.

April 24. .......

Hydrographer.

F. E. Pressey . . ....................................

F. E. Pressey ......................................

Width.

Feet.

12

10

Area of 

section.

Sq.ft.

8.1

14.0

Gage 

height.

Feet.

2.18

o2.43

Discharge.

Sec.-fi.

18.7

37.7

a Gage height varied from 2.18 feet to 2.68 feet during the measurement.
70 SURFACE WATER SUPPLY, 1907-8.

Discharge measurements of Phillips Lake, southeastern outlet, near Lake House railroad

station, Me., in 1907-8.

Date.

Dec. 16, 1907... 

Apr. 24, 1908...

Hydrographer.

F. E. Pressey . .............................

Width.

Feet. 

8

7

section.

Sq.ft. 

14.9 

2.5

GagelOutlet.

Feet. 

2.50 

1.92

eight.

Phillips 

Lake.

Feet. 

9.05 

8.65

charge.

Sec.-ft. 

24.5 

5.2

Daily gage height, in feet, of Phillips Lake, northern outlet, at East Holden, Me., for 1907-8.

[Lewis F. Pinkham, observer.]

Day.

1907. 

1...............

2.. . . ......

3...............

4...............

5...............

6...............

7....... ......

8...............

9...............

10...............

11...............

12...............

13...............

14...............

16...............

17...............

18...............

19...............

20...............

21...............

22.... .. . .....

23...............

24. ..............

25. ..............

26...............

27. ..............

28...............

29...............

30...............

31...............

Day. Jan.

1908. 

1.......... 2.2

2.......... 2.1 

3.......... 2.05

4.......... 2.05

5.......... 2.05 

6. ......... 2.1

7. ......... ! 2.15

8. ......... 2.75

9.......... 2.15

10.......... 2.1

11.......... 2.1

12.......... 2.1

13.......... 2.15

14....... 2.1

15.......... 2.1

Jan.

1.9

1 9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

2.5

2.2

2.1 

1.85

1 9

1.85

2.0

2.0

1.9

1.95

1.95

1.9

1.95

1.9

1.9

1.9 

1.9 

1.9 

1.9

1.9

1.9

Feb.

2.3

2.3 

2.3

2.2

2.0 

2.2

2.0

2.0

2.1

2.15

2.0

2.0

2.0

2.0

2.0

Feb.

1.9

1 9

1.9

1.9

1.9

1.9

1 9

2.0

2.0

2.9

3.5

3.0

3 0 

2.5

2.2

2.2

2.2

2.2

2.15

2.15

2.1

2.1

2.1

2.1

2.1 

2.1 

2.0

Mar.

2.1

2.1 

2.05

2.0

2.0 

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.05

2.05

Mar.

4.9

2.0 

2.0

2.4

2.4

2.2

2.2

2.2

2.1

Apr.

2.5

1.8 

1.8

2.5

2.5

2.4

2.4

2.5

2. 1 2. 55

2. 05 2. 3

2.0 

2.0

2.0

2.0

1.9

2.0

2.2

2.2

2.2

2.0

2.0

1.9

1.9

2.2 

2.2 

2.5 

2.5 

2.5 

2.2

Apr.

2.75

2.55 

2.55

2.3

2.3 

2.75

2.2

2.7

2.05

2.7

2.7

2.4

2.9

2.35

2.7

2.3 

2.0

2.3

2.3

2.7

2.7

2.65

2.65

2.0

2.6

2.6

2.6

2.6

2.2 

2.2 

2.3 

2.7 

2.0

May.

2.9

2.4

2 5

?, 8

2.75 

?, 8

?, 9

?, 8

2.85

?, 5

?, 8

?, 8

?, 8

?, 8

?: 45

May.

1.7

2.6

2.0 

2.5

2.0

2.55

2.55

2.5

2.2

2.0

2.1

2.45

2.45 

2.5

2.45

2.4

2.45

2.45

2.15

1.8

2.5

2.45

2.5

2.45

2.4

1.8 

2.4 

2.3 

2.3 

2.6 

2.0

June.

2.35

2.75 

2.7

2.7 '

2.7 

2.6

2.3

2.5

2.3

2.75

2.1

2.3

2.7

1.95

2.9

June.

1.8

2.0

2.5 

2.5

2.4

2.0

2.0

2.0

1.8

2.4

2.0

2.0

2.4 

2.5

2.5

1 9

2.5

2.4

1.9

2.6

2.4

1.8

2.0

2.0

2.0 

2.0 

2.35 

2.3 

1.95

July.

1.95

2.5

2.05 

2.0

1.9

1.9

1.8

1.8

1.9

1.95

1.95

2.5

2.55 

1.8

1.8

1.8

1.8

1.8

1.8

1.9

2.6

2.6

2.6

2.6 

2.6 

2.1 

2.6 

2.6 

2.1

Day.

1908. 

16..........

17.......... 

18..........

19..........

20. ......... 

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30. .........

31..........

Aug.

2.1

2.1

2.1 

2.05

2.05

2.05

2.05

2.05

2.05

2.05

2.05

2.05 

1 9

1.75

1.75

1.75

1.7

1.7

1.7

1.7

1.7

1.7

1.8 

1.8 

1.8 

1.8 

1.8 

1.8

Jan.

2.1 

2.05 

2.05 

2.05 

2.05

2.0 

2.0 

2.0 

2.0 

2.0

2.0 

2.0 

2.05 

2.05 

2.05

2.2

Sept.

1.8

1.7 

1.7

1.75

1.8

2.0

1.95

1.8

1.8

1.9

1.9 

1 9

1 9

1 9

1.9

1.9

1.9

1.9

1.9

1.9

2.0

2.2

2.15 

2.15 

2.15 

2.2

2.25

Feb.

2.25 

2.45 

2.15 

2.15 

2.3

2.3 

2.1 

2.1 

2.1 

2.1

2.1 

2.2 

2.15 

2.1

Oct.

2.25

1 9

1.85 

1.8

1.8

1.8

2.2

2.1

2.05

2.0

1 9

1.8

1.8 

1.8

1.8

1.9

Nov.

1.7

1.7

2.1 

1 95

1 9

1.9

2.4

2.2

2.2

2.1

2.1

2.1

2.2 

2.2

2.2

2.2

2.2

1.9 2.4

1.9

1.9

1.9

1 9

1 9

1.9

1.85 

1.8 

1.8 

1.8 

1.7 

1.7

Mar.

2.3 

2.3 

2.1 

2.1 

2.1

2.05 

2.05 

2.05 

2.9 

2.5

2.7 

2.8 

2.3 

2.7 

2.6

Apr.

2.8 

2.1 

2.1 

2.1

2.8

2.4 

2.8 

2.9 

2.7

2.7

2.4 

2.8 

2.3 

2.75 

2.9

2.4

1.9

2.6

2.4

2.1

2.3

2.3 

2.3 

2.3 

2.25 

2.2

May.

2.8 

2.45 

2.1 

2.65 

2.7

2.5 

2.7 

2.3 

2.7 

2.75

2.7 

2.15 

2.0 

1.95 

2.1 

2.15

Dec.

2.2

2.2

2.2 

2.2

2.2

2.15

2.0

1.95

1.95

2.55

2.4

2.3

2.2

2.2

2.55

2.2

2.2

1.95

1.95

2.1

2.1

2.7

1.95

1.9 

2.2 

2.2 

2.2 

2.1 

2.2

June.

2.7 

2.3 

2.75 

2.75 

1.95

2.3 

1.9 

2.0 

2.0 

1.95

1.9 

1.9 

1.9 

2.75 

2.75
PENOBSCOT RIVEB DKA1NAGE BASIN. 71

Daily gage height, in feet, of Phillips Lake near East Holden, Me., for 1907-S. 

[II. C. Lord, observer.]

Day. Jan.

1907.a

5

8...............

9

10...............

11...............

12...............

1 ?

7.2

Feb.

7 9

Mar.

7.2

1 1

i

7.5

14

15...............

16...............

17.-.-----....-.-

18...............

19

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30

31...............

Day.

1908.6 

1..........

2. .........

3..........

4..........

5..........

6..........

1 ..........

9. .........

10..........

11..........

12..........

13..........

14..........

15..........

7.8

7 9

Jan.

9.1

9.2

Teh.

8 9

0 Q

9 0

Mar.

8.8

( Q

0.3

6.3

Apr.

9.1

8 9

April.

7.2

7.7

8.3

9.G

May.

8.7

9.0

May.

9 6

9.0

8.8

June.

8.7

8.3

June. July.

8.5

Si 4

7.9

Aug. Sept.

0.8 .......

6.3

, 6. 2

7.1

Day.

1908.6 

16..........

17..........

18..........

19..........

20..........

22..........

23 ..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31 ..........

6.1

Jan.

9 9

8.9

6.1

6.0

5.9

Oct. Nov.

6.0

5. 9 '... ...

0.2

6.1

6.0

Feb.

9.1

9.1

Mar.

9.0

Apr.

8.8

8 7

8.1

8.4

8.4

Dec.

8.6

9.0

9.0

8.6

May.

8.8

8.4

9.0

June.

8.1

8.0

a The lake did not freeze over at the gage during 1907. Ice left the lake April 30, 1907. Lake frozen 

over December 21,1907.

b The lake did not freeze over at the gage during 1908. Ice went out of lake, except from coves, April 

22,1908.
72 SURFACE WATER SUPPLY, 1907-8.

Rating table for Phillips Lake, northern outlet, at East Holden, Me., for 1904-1908.

Gage 

height.

Feet. 

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Sec.-ft. 

1.3

3.6

7.2

11.3

15.8

20.5

25.5

31

Gage 

height.

Feet. 

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

Discharge.

Sec.-ft. 

36.5

42

47.5

53

59

65

71

77

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 10 

discharge measurements made during 1904-1906 and is fairly well defined. Discharges for gage heights 

3 feet and over, estimated.

Rating table for Phillips Lake, southeastern outlet, near Lake House railroad station, Maine,

for 1904-1908.

Gage

height.

Feet.

5.90

0.00

6.10

0.20

0.30

Discharge.

Sec.-ft.

0.01

.02

Gage

height.

Feet.

7.70

7.80

.03 : 7.90

.04

.05

6. 40 . 07

6.50 .10

6.60

6.70

.20

.35

6. 80 . 50

6.90

7.00

7.10

7.20

7.30

7.40

7.50

.65

.80

.95

1.10

1.25

1.40

1.55

7.60 1.70

8.00

8.10

8.20

8.30

8.40

8.50

8.60

1 8.70

8.80

8.90

9.00

9.20

9.40

9.60

Discharge.

Sec.-ft.

1.85

2.0

2.2

2.4

2.6

2.9

3.2

3.6

4.2

5.3

7.0

9.5

13

17

29

46

05

NOTE. The above table is not applicable for ice or obstructed-cbannel conditions. It is based on 18 

discharge measurements made during 1904-1908 and is fairly well defined. It applies to Phillips Lake 

gage heights.
PENOBSCOT RIVER DRAINAGE BASIN.

Monthly discharge of Phillips Lake outlets in Holden and Dedham, Me., for 1907-8. 

[Drainage area, 12.3 square miles.]

Month.

1907.

July............................

1908.

Discharge in second-feet.

Northern outlet.

Maximum.

53 

113 

197 

Go 

59 

59 

59 

31 

39.2 

39.2 

59 

65

197

68 

50.2

77

77 

77 

77

Minimum.

18.2 

20.5 

20.5 

11.3 

11.3 

15.8 

15.8 

11.3 

11.3 

11.3 

11.3 

20.5

11.3

25.5 

25.5 

25. 5

28.2 

23. 0 

20. 5

Mean.

22.8 

38.5 

41.7 

45.0 

42.6 

35.7 

32.2 

20.5 

22.1 

19.8 

34.9 

35.4

Southeastern 

outlet.

Mean.

1.58 

1.83 

.34 

16.6 

22.0 

3.45 

1.58 

.15 

.02 

.02 

3.0 

13.4

32. (i 5. 33

30.7 

33. 3 

37.4 

56.4 

57.5 

47.0

22.3 

17.8 

16.1 

12.3 

8.66 

3.77

Total.

24.4 

40.3 

42.0 

61.6 

64.6 

39.2 

33.8 

20.6 

22.1 

19.8 

37.9 

48.8

37.9

53.0 

51.1 

53.5 

68.7 

66.2 

50.8

Per

square 

mile.

1.98 

3.28 

3.41 

5.01 

5.25 

3.19 

2.75 

1.67 

1.80 

1.61 

3.08 

3.97

3.08

4.31 

4.15 

4.35 

5.59 

5.38 

4.13

Run-off

(depth 

in inches 

on drainage area).

2.28 

3.42 

3.93 

5.59 

6.05 

3.56 

3.17 

1.92 

2.01 

1.86 

3.44 

4.58

41.81

4.97 

4.48 

5.02 

6.24 

6.20 

4.61

NOTE. --Above values for both stations are classed as D, or approximate, owing to local changes in conditions of flow, which could not be covered by meter measurements.

MISCELLANEOUS MEASUREMENTS IN PENOBSCOT RIVER DRAINAGE

BASIN.

The following miscellaneous discharge measurements were made 

in Penobscot River drainage basin during 1908:

Miscellaneous discharge measurements in Penobscot River basin in 1908.

Date.

April 27........

July 10. ........

Do.........

Do.........

Stream.

.....do...................

.....do...................

.....do...................

.....do...................

.....do...................

Locality.

den, Me. 

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

Width.

Feet. 

67

56.5

18

24

57

17

Area of 

section.

Sq.ft. 

134

68.5

9.0

34

60

6.2

Gage 

height.

Feet, 

a 10. 13

alO.99

1 10. 99

66.82

all.14

a 11. 14

Discharge.

Sec.-ft. 

359

15.7

14.8

17.5

10.8

6.9

a Bench mark is top of floor of highway bridge, 10 feet from left abutment.

6 Measurement made 100 feet upstream from remains of old highway bridge in Hampden, from timbers 

across the stream. Bench mark is on top of a log in cribwork on downstream side of left abutment of 

bridge.

NoiE. Gage height is distance from bench mark to water surface.
74 SURFACE WATER SUPPLY, 1007-1

KENNEBEC RIVER DRAINAGE BASIN. 

DESCRIPTION.

Kennebec River rises in Moosehead Lake in the west central part 

of Maine, the headwaters being collected by Moose River, Roach 

River, and a number of smaller streams rising in the hilly forested 

areas east and west of the lake. The drainage basin extends from the 

Canada line to the ocean. It measures about 150 miles in length, O /

varies in width from 50 to 80 miles in the main portion, and embraces 

a total area of 5,970 square miles (about one-fifth the total area of 

the State), of which 1,240 square miles are tributary to Moosehead 

Lake. The length of the river from the lake to its entrance into 

Merrymeeting Bay, near Brunswick, including the more considerable windings, is about 140 miles.

The important tributaries of the Kennebec, in the order of their 

confluence from the source of the river, are as follows:

Tributaries of Kennebec River.

River. Enters Kennebec at 

Drainage

area 

(square 

miles).

Moose River........................................................1 Moosehead Lake...... 680

Dead River......................................................... The Forks............ 870

Carrabassett River.................................................. North Anson.......... i 395

Sandy River........................................................ Madison.............. 670

Sebasticook River................................................... Winslow...........

Messalonskee Stream................................................ Waterville.........

Cobbosseecontee Stream............................................. Gardiner...........

970

210

240

The northern part of the drainage basin is broken by offsets from 

the White Mountains. Near Moosehead Lake the hills and highlands 

lie well back from the lake, leaving a great open plain. Below the 

lake nearly to The Forks the river is a torrent, flowing in a narrow, 

rocky chasm with precipitous sides. Below the junction of Dead 

River at The Forks the Kennebec flows through a broader valley 

with gentler slopes. The general elevation of the basin is less than 

that of the Androscoggin, which adjoins it on the west, although 

near the center of the area Saddleback, Abraham, and Bigelow 

mountains rise as isolated peaks to an elevation higher than any 

mountains in the State except Katahdin. The extreme headwaters 

of the Kennebec at the Canadian line reach an elevation of approximately 2,000 feet. Moosehead Lake is about 1,026 feet above tide 

water and distant from it 120 miles, corresponding to an average 

descent of 8.55 feet per mile.

The Kennebec basin presents considerable variety in its rock 

formations. In the northern part of the basin the rocks are mostly 

sedimentary, including sandstones, conglomerates, shales, slates, and
KENNEBEC RIVER DRAINAGE BASIN. 75

impure limestones. A few masses of igneous rocks are found, notably 

the rhyolite of Mount Kineo. In the central and southern portions 

of the basin extensive areas of granite appear, and in general the 

tendency is toward metamorphic rocks. The quarries at Hallowell 

are located on one of the larger masses of pure granite. A notable 

characteristic of the rocks in the Kennebec basin is their compactness 

and hardness, which gives a permanence to the present channels of 

the river. The surface materials are usually finely pulverized, and 

water-retaining sands and gravels are more abundant in the northern 

part, succeeded by a greater proportion of loam and clay to the 

southward.

The greater part of the Kennebec River drainage basin is in forest 

cover, and the upper portion is heavily timbered, although extensive 

cutting has been going on for many years. Spruce is most abundant, 

and large quantities of poplar, valuable in the production of the best 

grades of paper, are found. About one-third of all the lumber used 

in the State for pulp and paper comes from the Kennebec basin.

The mean annual precipitation in the Kennebec basin above Waterville is about 40 inches. It varies from a little over 44 inches at 

Gardiner to probably not over 35 inches in the extreme northwestern 

part of the basin.

The river is generally frozen over during the winter, and the accumulations of snow in the northern portions of the basin frequently 

reach a depth of 3 feet, with a water equivalent of 5 or 6 inches.

The natural storage facilities on the Kennebec basin are excellent, 

there being about 420 square miles of lake and pond surface. Moosehead Lake, with an area of about 115 square miles, is the largest lake 

in New England. It is about 35 miles in extreme length, 12 miles in 

maximum width, and of such depth that it is crossed by steamboats 

from end to end. It has been in use many years as a reservoir to 

store the spring flow for use in log driving and for power and is commanded by substantial log-crib dams at its two outlets. The east 

outlet stream is the most important and is joined by the west outlet 

stream at the upper end of Indian Pond, about 4 miles below the lake.

The present head of water at Moosehead Lake is about 7.5 feet, 

corresponding to about 23.5 billion cubic feet storage, but surveys 

and estimates have been made by the Kennebec Water Power Company covering an additional depth of 2 feet, corresponding to approximately 1.6 square miles of additional water area. Considerable damage to property at Greenville and Kineo would occur by this change, 

but an additional storage capacity of about 6.5 billion cubic feet 

would result. The lake could also be drawn down to a lower level 

by dredging at the outlet, which, however, would doubtless be 

objected to by the navigation interests.
76 SURFACE WATER SUPPLY, 1001-8.

Other important storage basins in Kennebec headwaters, little used 

at present, are Brassua Lake, Long, Wood, Attean, and the Roach 

ponds. Economical storage in the headwaters up to 40 billion cubic 

feet capacity is possible, which with that on Dead River and other 

tributaries should make the Kennebec River, with its large amount 

of fall, one of the best power streams in the country.

While the regimen of flow of the Kennebec has been much improved 

by storage in Moosehead Lake, a systematic regulation of the use of 

stored water is greatly needed, for much of the stored water 

impounded by the lake at the present time is needlessly wasted during 

log driving and at other times for lack of an adequate system of 

measuring and recording the flow from the outlets.

The Kennebec River has always been an important river for log 

driving, the annual drive at present amounting to about 150 million 

feet b. m.

Below Skowhegan practically all of the fall is utilized for power, 

but above this point there is a large amount of unutilized power. 

About 40 feet of fall in the vicinity of Madison is being developed by 

the Hollingsworth & Whitney Company for a pulp and paper mill. 

Some of the important industries using water power on the main river 

are the cotton mills at Augusta and Waterville, the pulp and paper 

mills at Waterville, Skowhegan, Madison, and Solon, and numerous 

lumber mills.

The longest continuous run-off record on the main river is that at 

Waterville, beginning in 1893. The driest year since that time was 

1908, and the wettest was 1907, the total flow in these two years being 

in the ratio of about 1 to 2.32.

The following gaging stations have been maintained in this basin:

Moose River at Rockwood (1902-1908).

Moosehead Lake at Greenville (1903-]908; stage only).

Moosehead Lake at East Outlet (1895-1908; stage only).

Kennebec River at The Forks (1901-1908).

Kennebec River at Bingham (1907-8).

Kennebec River at North Anson (1901-1907).

Kennebec River at Waterville (]891-1908).

Roach River at Roach River (1901-1908).

Dead River at The Forks (1901-1907).

Carrabassett River at North Anson (1901-1907).

Sandy River at Madison (1904-1908).

Sebasticook River at Pittsfield (1908).

Messalonskee Stream at Waterville (1903-1905).

Cobbosseecontee Stream at Gardiner (1890-1908).

All available data pertaining to the Kennebec River drainage 

basin collected prior to 1907 have been assembled and published in 

Water-Supply Paper 198, Water resources of Kennebec River basin.
KENNEBEC RIVER DRAINAGE BASIN. 77 

EIVER SURVEYS IN KENNEBEC DRAINAGE BASIN.

In order to point out the power and storage possibilities in the 

Kennebec basin, surveys have been made as follows:

From tide water to Moosehead Lake, for the determination of the profile and plan 

of the river.

Moose River from Moosehead Lake to near Long Pond.

Surveys of Wood and Attean ponds and Brassua Lake, to determine their storage 

capacity.

Surveys of Holeb, Long, Lower and Middle Roach, West Carry, and Spencer ponds, 

and Flagstaff and Spring lakes, to determine their areas.

From the data collected by the river surveys sheets have been prepared, showing as far as available the profile of water surface, plan 

of the river, contours along the banks, and prominent natural or artificial features.

From the lake surveys sheets have been prepared, showing as far as 

possible the shore lines and bank contours, covering from 10 to 20 

feet depth of storage.

The results of these surveys have been published on sheets, and 

may be had on application to the Director of the Geological Survey.

MOOSE RIVER NEAR ROCKWOOD, ME.

Moose River, the largest stream tributary to Moosehead Lake, rises 

in the extreme northern part of Franklin County, flows in a direction 

a little north of east, and enters the lake from the west. The river 

passes through Attean, Wood, and Long ponds and Brassua Lake, and 

receives the drainage from a large number of small ponds well scattered over the basin. Dams are maintained at the outlets of several 

of the lakes and ponds, but all of such stored water is used for log 

driving, and the effect upon the regimen of flow is but temporary. 

The flow is not subject to violent fluctuations. There is considerable 

fall to the river about 150 feet entirely undeveloped.

The gaging station was established September 7, 1902, to obtain 

general statistical data regarding the total flow of the stream, and 

was discontinued December 31, 1908. It was located 4 miles west of 

Kineo, near the village of Rockwood, and 2 miles from the mouth of 

the river.

The gage datum remained the same during the maintenance of the 

station. Discharge during the winter months is affected by ice. 

Conditions for obtaining accurate discharge data are good, and a good 

rating curve has been developed except for extreme low stages, where 

it is somewhat uncertain. Data prior to 1907 have been compiled in 

Water-Supply Paper 198.

The following measurement was made September 26, 1908: Width, 

150 feet; area, 262 square feet; gage height, 1.48 feet; discharge, 

71.2 second-feet.
78 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Moose River near Rockwood, Me., for 1907-8. 

[Peter Callaghan and John King, observers.]

Day.

1907.0 

1. ..............

3...............

6...............

7...............

9...............

10...............

11....... .......

13...............

14...............

16...............

18...-.....---...

19

20...............

21...............

22...............

00

24. ..............

25...............

26...............

27...............

28....--.-..--...

29...... ........ .

30...............

31...............

1908.& 

1...............

2...............

3...............

5...-..----.-.-.

9

10...............

11...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

21...............

22...............

23...............

24...............

25...............

26............... 

27...............

28. ..............

29. ..............

30. ..............

31...............

Jan.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.7

2.7

O 0

Feb.

2.9

2.8

2.4

9 Q

2.8 

2.8

2.7

9 7

Mar.

2.2

1.9

1.9

1 9

2.1

2.8

2.8

2.7

2.7

2.6

2.6

2.6

2.5

2.5

2.6

2.6

2.5

2.5

2.5

2.5

2.5

2.6

2.6

2.6

2.5

2.85

2.95

3.1

3.2

3.3

3.4

3.5

3.5

3.5

3.6

Apr.

2.35

2.5

2.5

2.5

2.6

,6

2.6

2.8

2.8

2.85

2.85

2.95

3.05

3.1

5.25

5.75

5.8

5.9

6.2

3.6

3.6

3.7

3.7

3.7

3.8

3.8

3.8

3.9

3.9

4.0

4.0

4.1

4.2

4.3

4.3

4.4

4.5

4.5

4.8

4.9

5.0

5.3

5.3

5.95 

6.9

7.75

8.75

9.0

May.

6.4

6.8

7.2

7.4

7.7

7.8

7.9

8.2

8.2

8.3

8.3

8.4

8.4

8.4

8.4

8.15

7.9

7.65

7.5

7.45

7.65

7.9

7.85

7.55

7.4

7.3

7.1

6.85

6.5

6.3

9.1

9.2

9.1

8.8

8.8

8.7

8.6

8.6

8.6

8.65

8.6

8.4

8.2

8.1

7.0

7.2

7.3

7.1

6.9

6.7

6.5

6.2

6.0

6.1

6.2

6.5 

6.6

6.55

6.7

6.65

June.

6.05

5.8

5.6

5.4

5.2

5.0

5.1

5.1

5.0

4.95

4.85

4.85

4.85

4.75

4.7

4.5

4.35

4.15

4.1

4.05

4.15

4.7

4.7

4.7

4.85

5.15

5.35

5.6

6.65

6.35

5.65

6.0

5.9

5.8

6.0

6.2

6.0

5.95

5.8

5.55

5.3

5.0

4.7

4.0

3.0

3.2

3.4

3.55

3.6 

3.6

3.4

3.2

July.

5.6

5.4

5.3

4.3

4.05

3.95

3.9

4.0

4.05

4.0

4.2

4.95

4.75

4.35

4.1

3.95

3.9

3

n

3 95

3.95

4.05

4.15

4.25

3.2

3.1

2.9

2.8

2.6

2.6

2.5

2.5

2.5

2.2

2.2

2.1

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0 

1 9

1.9

1 9

1.9

1.9

Aug.

4.35

4.3

4.25

4.2

4.2

4.1

4.1

4.35

4.45

4.5

A ocr

3.65

Q CC

3.5

Q A

3.35

3.3

0 0

0 1

3.0

3.0

2.9

2.75

2.7

2.6

1.9

1 9

1.9

1 9

I Q

1.9

1 9

1.9

1 9

1.8

1.9

1 9

1 9

1 9

1 9

1.9

1.9

2.0

2.0

2.0

2.0

2. a

2.0

2.0

2.0

2.0

2.0

1.95

1.9

Sept.

2.5

2.5

2.6

2.6

2.5

9 %

2.5

2.5

2.5

9 ^

9 %

9 %

2.6

2.7

2.8

2.8

2.65

2 65

2.6

2.8

2.85

2.85

2.85

2.9

2.95

3.0

1 9

1 9

1 9

1 9

1 9

1 Q

1 9

1.9

1 9

1.9

1 9

1 Q

1 Q

1 Q

1 Q

1 9

1.8

1.8

1.8

1.5 

1.5

1.5

i ?t;

1.6

Oct.

3.15

3.2

3.3

3.4

3.5

3 9

4.05

d ^

A 1 ^

4 05

3.85

4.2

4.4

4.6

4.7

4 9

5.3

1.6

1.75

1.8

1.6

1.7

1 ft

1 Q

1 9

1 9

2.0

9 1

2.2

1 Q

1.8

1.8

1.8

1.8

1.7

1.7

1.8

1.8

1.7

1.7

1.8

1.8 

1 9

1.9

1 9

2.0

2.0

Nov.

5.4

5.7

6.0

6.2

6.4

6.7

6 9

7.0

7.1

7 9

7 9

7.1

7.0

6 9

6.7

6.4

6.3

6.2

6.1

5 0

5.8

K Q

5.8

5.8

5.85

2.0

1 9

1 9

i ft

1.7

1.7

1.6

1.6

1.7

1.7

1.7

1 ft

1.7

1.7

1.6

1.6

1.6

1.6

1.6

1.5

1.5

1.6

1.6 

1.5

1.5

1.5

1.5

Dec.

5.9

5.8

5.8

C Q

5.9

6.0

6.0

6.0

6.2

6.3

« 0

« 0

6.4

6.4

6.4

6.4

6.5

6.5

6.0

6.05

5.6

5.6

5.6

c c;

1.5

1.5

1.5

1.5

1.6

1.6

1.8

1.8

1.9

2.0

9 ft

9 ft

1 9

1 9

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.1

2.2

2.3

2.4

a Discharge affected by ice conditions during January and February, 1907. Conditions during March 

doubtful. It is probable, however, that the river was open. Ice conditions during the frozen seasons 

1907-8 are to water surface in a hole cut in the ice.

*> Ice conditions probably prevailed during the first half of February and from about December 6 to 31, 

1908.
KENNEBEC RIVER DRAINAGE BASIN".

Rating table for Moose River near Rockwood, Me., for 1907-8.

79

Gage

height.

Feet

1.50

1.60

1.70

1.80

1.90

2.00

2. 10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

Discharge.

Sec.-ft.

93

120

148

177

207

238

270

303

338

375

414

454

496

539

584

Gage

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Sec.-ft.

631

681

733

788

846

906

968

1,032

1,098

1,166

1,236

1,308

1,382

1,459

Gage

height.

Feet

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Sec.-ft.

1,538

1,620

1,703

1,788

1,875

1,964

2,055

2,240

2,432

2,629

2,830

3,035

3, 245

3,455

Gage

height.

Feet

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.20

Discharge.

Sec.-ft.

3,670

3,890

4,110

4,340

4,570

4,800

5,035

5,275

5,515

5,755

6,000

6,250

6,500

6,750

NOTE. The above table is not applicable for ice or obstructed-channol conditions. It is based on 

discharge measurements made during 1902-1908, and is well defined between gage heights 2 feet and 7 

feet.

Monthly discharge of Moose River near Rockwood, Me., for 1907-8. 

[Drainage area, 680 square miles.]

Month.

1907. 

January

D 

Maximum.

March ..... . .

May.....................................

July....................................

December

1908.

May....................................

July....................................

3,240 

5,760 

3,090 

2,630 

1,620 

631 

2,340 

4,340

5,760

968 

6,500 

6,750 

3,720 

733 

238 

207 

303 

238

6,750

scharge in st 

Minimum.

356 

3,350 

1,270 

1,170 

434 

375 

707 

2,060

414 

968 

3,040 

631 

207 

177 

93 

120 

93

cond-feet. 

Mean.

300 

150 

233 

1,030 

4,860 

1,970 

1,580 

1,030 

472 

1,330 

3,370 

1,500

1,490

800 

400 

559 

2,020 

4,790 

2,230 

343 

219 

174 

191 

136 

100

997

Per 

square 

mOe.

0.441 

.221 

.343 

1.51 

7.15 

2.90 

2.32 

1.51 

.694 

1.96 

4.96 

2.21

2.18

1.18 

.588 

.822 

2.97 

7.04 

3.28 

.504 

.322 

.256 

.281 

.200 

.147

1.47

Run-off 

(depth in 

inches on 

drainage 

area).

0.51 

.23 

.40 

1.68 

8.24 

3.24 

2.68 

1.74 

.77 

2.26 

5.53 

2.55

29.83

1.36 

.63 

.95 

3.31 

8.12 

3.66 

.58 

.37 

.29 

.32 

.22 

.17

19. 98

Accuracy.

D. 

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

NOTE. Discharge January to March and December, 1907, based on a study of discharge at all stations 

in the Kennebec River basin, and the effect of storage at Moosehead Lake. Discharge April 15 to 25, 1907, 

based on the discharge of Dead River. Discharge January, February, and December, 1908, based on the 

natural flow of Kennebec at The Forks.

Second-feet. 

Discharge April 15 to 25, 1907............................................................. 873

February 1 to 24,1908.......................................................... 373

December 6 to 31,1908......................................................... 101
80 SUKFACE WATER SUPPLY, 1907-8.

MOOSEHEAD LAKE AT EAST OUTLET, MAINE.

A record of gage heights of Moosehead Lake level at Moosehead 

Lake East Outlet has been kept since April, 1895, by the Hollingsworth & Whitney Company. This record, supplemented by gage 

readings at Greenville for a portion of the time, has been furnished 

for publication by the company. (See description of Kennebec 

River basin, p. 74.)

Two gage datums have been used at the East Outlet: The first is 

at elevation 1011.30 feet above mean sea level, and approximately 

10 feet below the gate sills; the other is 10 feet higher, i. e., the zero 

at the sill of the gates. All gage readings refer to this latter datum.

The maximum gage height recorded since the beginning of the 

records occurred May 9 and 30, 1902, and was 8 feet. The lowest 

gage height recorded, except September 28, 1895, when the stage 

was 0.1 foot, was 0.15 on December 4, 1903, although from this time 

until April 29, 1904, no gage readings were obtained, the water being 

below the bottom of the gage. The extreme range of lake level at 

present is thus about 8 feet.

Gage readings prior to 1907 have been compiled in Water Supply 

Paper 198.

Dates of closing and opening of Moosehead Lake.

Closed. Opened. 

December 2, 1906.......................................May 14, 1907

December 2, 1907.......................................May 11, 1908

December 5, 1908.......................................May 15, 1909
KENNEBEC BIVEB DRAINAGE BASIN. 81

[C. E. Wilson, observer.]

Day.

1907. 

1...............

2...............

3...............

5...............

7...............

8............... 

9...............

10. ..............

11...............

12. ..............

13...............

14...............

15...............

17...............

18. ..............

19...............

20. ..............

21...............

22...............

23...............

24...............

25. ..............

26. ..............

27...............

29...............

30...............

31...............

1908. 

1.... ...........

4...............

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...............

Jan.

3.4

3.5

3.4*

3.4

3.4

3.35

3.35

3.3

3.25

3.2

3.2

7.4

7.4

7.4

7.35

7.35

7.35

7.2

7.1

7.0

6.95 

7.0

7.0

Feb.

3.25

3.25

3.2

3.2

3.15

3.1

3.0

2.9

3.85

2.76

2.6

6.9

6.85

6.8

6.7

6.4

6.35

"0"4"

6.3

"6.3"

Mar.

2.4

2.3

2.15

1.95

1.9

1.85

1.75

1.7

1.0

1.6

1.6

1.6

1.6

6.25

6.3

6.2

6. i

6.0

5.8

5.6

5.4

5.4

"s.'i "

4.95

4.85

475

Apr.

1.7

1.75

1.8

2.0

2.1

2.25

2.35

.......

2.6

2.75

3.0

3.25

3.8

4 65

4.50

4.45

4.5

4.55

4.35

455

4.6

4.7

4.85

"495"

5.2

6.2

May.

4.5

5.1

6.0

6.45

6.75

7.3

7.35

7.4

7.5

7.55

7.55

7.6

7.5

6.5

7.15

7.25

7.25

7.1

7.4

7.55

"7.6 '

7.55

7.5

7.45

7.45

7.55

June.

7.4

7.45

7.45

7.4

7.4

7.1

7.1

7.0

0.95

6.9

6.95

7.3

7.75

7.6

7.5

7.45

7.3

7.2

7.2

7.2

7.3

7.15 

7.1

6.9

6.7

July.

7.5

7.4

7.1

7.3

7.2

7.1

7.05

? 1 c

7.05

7.05

7 1

7.2

6.6

6.2

6.6

5.9

5.8

5.6

5.4

5.3

5.1

5.05

4.9

48

47

Aug.

7.2

7.25

7.2

7.45

7.45

7.35

7.4

7.1

6.9

6.65

6.35

.......

4.5

4.4

43

4.1

4.1

40

3.95

3.S5

3.75

3.6

3.5

"3.4"

3.3

Sept.

6.1

6.05

5.85

5.9

5.85

5.75

5.75

5.7

5.75

5.75

5.7

3.1

3.5

2.95

2.65

2.5

2.4

2.4"

2.2

2.1

2.05

2.0

1.9

Oct.

5.7

5.9

5.9

"5J95'

6.1

6.26

6.2

6.4

6.4

6.3

6.35

6.7

1.85

1.8

1.75

1.6

1.6

1.5

1.3

1.3

1.2

1.05

Nov.

6.8

7.25

7.4

7.65

7.48

7.3

7.25

7.45

7.45

7.45

7.4

7.4

7.3 

7.3

7.2

0.85

.8

.7

.8

%7

.7

.......

.6

.7

.7

Dec.

7.0

*6."83

7.0

7.2

7.4

7.4

7 45

7.3

7.4

0.7

.6

.6

.5

.45

"'.45

.5

.5

.5

.4s

.45

16254 IRR 241 10-
82 SURFACE WATEE SUPPLY, 1907-8.

KENNEBEC RIVER AT THE PORKS, ME.

This station is located at the wooden highway bridge across Kennebec River at The Forks, about 2,000 feet above the mouth of Dead 

River. It was established September 28, 1901, to obtain general 

statistical and comparative data regarding the flow of the Kennebec.

The nearest dam used for storage is about 12 miles above the station, at the outlet of Indian Pond. From about May 1 to July 31 

considerable fluctuation in gage height, ranging from 2 to over 5 feet, 

occurs daily, owing to regulation of flow for log driving.

The gage datum has remained the same during the maintenance of 

the station. Its elevation above mean sea level, revised July, 1906, 

is 565.44 feet. During the winter months the discharge is affected 

by the ice. Conditions for obtaining accurate discharge data are 

fairly good, except for occasional backwater effect from Dead River, 

and a good rating curve has been developed for medium and low 

stages.

Data prior to 1907 have been revised and compiled in Water Supply Paper 198.

Discharge measurements of Kennebec River at The Forks, Me., in 1907-8.

Date.

1907 

February 20.... 

Do.........

March 17.......

Do.........

1908.

Hydrographer.

F. E. Pressey... .................. 

.....do.............................

.....do.............................

.....do.............................

.....do.............................

Width.

Feet. 

158 

158

120

120

123

123

122

118

Area of 

section.

Sq.ft. 

705 

715

666

692

731

Gage 

height.a

Feet. 

5.11 

5.08

4.50

4.51

2.34

4.10

1.91

1 fU

2.05

Gage 

height.&

Feet. 

5.31 

5.28

4.70

4.71

2.15

Discharge.

Sec.-ft. 

2,110

1,450

1,600

3,900

409

Thickness 

of ice.

Feet. 

2.8 

2.8

0 A

CO

To water surface. 6 To top of ice. c Considerable anchor ice.
KENKEBEC KIVEE DEALNAGE BASIN. 83

Daily gage height, in feet, of Kennebcc River at The Forks, Me., for 1907-8. 

[William AV. Young, observer.]

Day.

1907. a

2...............

3...............

4...............

6...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22... . .....

23...............

24............... 

25...............

26. .....

27...............

28............... 

29...............

30............... 

31...............

1908.6 

1.. .............

2 ... .

3............... 4...........:...

5...............

6...............

8...............

9............... 

10...............

11............... 

12...............

13...............

14...............

15...............

16......... .....

17...............

18...............

19

20...............

21...............

22............... 90

24...............

25...............

26...............

27...............

28...............

29......... .....

30............... 

31...............

Jan.

"27"

9 S

2.9

2.70 

2. 65

3. 05 

3.0

3.0

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.9

2.9

3.8

3.8

3.7

3.2

3.0

3.0

3.0

2.0

2.0

2.3

2.8

Feb.

2.3

2.3

2.5

5.1

4.5

2.85 

9 g

3. 05 

3. 15

3 4

3.5

3.5

3.8 

3.85

4.15 

4.1

4.0

3 9

3.7

3.7

2.5

2.5

2.5

2.5

2.4

2.4

2.4

2.65

3.0

o n

3.0

Mar.

4.6

4.8

4.5

4.5

2.0

3.0 

2.9

2.9 

3.3

O 0

3.4

3.9 

3.9

3.8 

3.9

3.9

4.0

4.1

4.0

3.9

3.8

') Q

3.8

3.7

3.7 

4.1

4.1

4.1

4.1

4.0

4.0

4.0 

4.0

Apr.

1.3

1.1

1.3

1.4

1.4

1.4

1.4

1.4

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.4

2.25 

3.55

3.7

3.7

3.75 

4.3

5.2

4.0

3.8 

3.8

 > Q

2.5

2.2 

2.7

2.9 

2.9

3.0

3.4

3.3

3.3

2.3

2.0

1.7

1.4

1.4

1.3

2.1

2.55

3.15

4.8

5.85

5.45

May.

5.85

6.05

5.6

5.1

4.35

3.8

3.95

4.6

4.4

6.45

5.35

7.1

6.65

7.3

6.8

5.2

5.5 

5.9

5.25

5.0

5.25

0.2 

5.85

5. 9

5. 7 

5. 35 

7.15

8.3

8.25

8.15 

8.25

8.1

4.6

4.6

5.1

5.7

5.9

6.65

6.15

6.3

6.7

6.4

^ QC

6.0

5.8

5.8

5.6

5.55 

6.5

June.

5.35

5.4

5.7

4.5

6.0

4.7

4.35

4.4

4

E

4.4

4.15

3.95

3.05

3.85

3.9

4.0

3.8 

4.0

4.1

3.4 

3. 15

4.0

6.8 

7.0

7.15

7.2

5. 65

5. 35

4.65 

5.3

4.9 

3.9

3.85

3.8

3.9

4.75

4.25

4.55

4 9^

5.05

5. 05

5.05

4. 7>;

5.55

4.65

4.6

3.65

3.6

July.

4.8

5.3

5. 75

3.95

4.3

4.35

3.8

2.85

2.3

2.1

1.9

1.85

3.6

1.7

3.75 

3. 65

0 i\

4.2

4.1 

3.6

3.65 

3.75

3.5 

3.5

3.45

3. 45

3.6

3.55 

3.6

3.55 

3.4

3.3

3.3

3.3

1.3

3.35

3.35

0 <>r

3.35

3.3

0 Q

3.3

3.25

3.25

3.25

3.35

3.35 

3.35

Aug.

3.55

3.4

3.5

3.55

3.45

3.3

3.25

4.75

4.55

4.0

3.55

3.55

3.7

3.35

3.4

3.75

3.75

3. 65 

4.1

3.8

3.6

3. 75 

3.8

3.3 

5.3

5.0 

5.0

4.65

3.0

2.5 

2.5

2.5 

3.0

3.2

3.2

3.1

3.1

3.1

3.0

0 A

3.0

2.95

2.9 

2.9

2.05

2.55

2.5

2.5

2.5

2.5

2.6

Sept.

3.5

Q C

3.3

3.1

3.0

3.0

2.6

2.2

2.7

2.7

2.7

2.7

2.3

2.2

2.2

1.9

2.05

2.35

2.4

2.5 

2.0

1 9

1. 35 

1.35

1.7

2. 55 

2.5

2.5 

2.5 

2.4

2.4

2.35

2.3

2.4 

2.45

2.4 

2.4

2.3

2.3

2.3

2.3

2.3

2.3

9 1

2.1

2.1

2.0 

2.0

2.0

1.95

1.9

1.9

2.0

2.15

2.0

Oct.

1.55

1.6

1.6

1.3

2.0

1.7

1.85

1.7

1.7

1.7

1.6

1.35

1.3

1.3

1.75

1.8

2.1 

2.1

2.1

2. 25 

2.95

2.9 

2.65

2.0

1.95 

1.8

1 45

1.4 

1.4

1.45

1.5

1.5

1.5

1.5

1.4

1.35

1.3

1.25

1.1

1.2

1.25

1.25

1.25 

1.25

Nov.

2.40

3 1

4.3 

4.15

3.7

4.85

6. 35

7.25

7.1

4 55

2.75

1.55

3.25

3.4

3.4

4.4 

4.15

4.3 

4.1

3.95

1. L5 

1. 15

1.15 

1.1 

1.0

Q

.9 

.9

1.0

g

.9

.9

.9

.9

.9

.8

.8

.8

.8

.9

g

g

.9

Dec.

 J A

3.1

3.7 

3.7

3.8

3 5

2 75

o AK.

'1 0

3.65

q or

3 2

2.65

2.2

1 5

2.9

0 A

2.9

2.45

o oc

3.6

4.5

3.5

2.25

2.6 

2.55

0.9 

.9

.9 

.9

2.0

2.1

2.1

1 9

2.0

1.9

a Ice conditions during January, February, and March, 1907.

6 Ice conditions from about January 31 to February 16 and about March 4 to 31,1908; also aboMt December 5 to 31,1908. During the frozen seasons 1907-8 gage readings were taken to water surface in a hole cut 

In the ice,
84 SURFACE WATER SUPPLY, 1907-8.

Rating table for Kennebec River at The Forks, Me., for 1907-8.

Gage 

height.

Feet.

0.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

Discharge.

Sec.-ft.

520

565

615

670

730

795

860

930

1,000

1, 075

1,155

1,235

1,320

Gage 

height.

Feet.

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Sec. -ft.

1,405

1,495

1, 590

1, 700

1,815

1,935

2,060

2,190

2,325

2,470

2,620

2,775

2,935

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

Discharge.

Sec.-ft.

3,100

3,270

Gage 

height.

Feet.

5.40

5.60

3, 450 5. 80

3,635

3,825

4,020

4,220

4,635

6.00

6.20

6.40

6.60

6.80

5, 070 7. 00

5,535

6,020

6,525

7,050

8.00

9.00

Discharge.

Sec.-ft.

7,590

8,145

8,720

9,315

9,930

10, 550

11, 190

11,850

12, 520

16, 070

19, 890

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1901-1908 and is well defined below gage height 5 feet. Above gage 

height 5 feet it may give somewhat too large discharge.

Monthly discharge of Kennebec River at The Forks, Me., for 1907-8. 

[Drainage area, 1,570 square miles.]

Month.

1907.

July....................................

1908.

July....................................

Discharge in second-feet.

Maximum.

7,050 

13,600 

9,320 

8,580 

5,900 

3,640 

2,400 

18, 000 

5,660

18,000

3,820

8,870 

17, 200 

13, 200 

3,450 

7,320 

1,880 

1,360 

700

17,200

Minimum.

670 

3,540 

2,540 

1,080 

2,860 

828 

795 

860 

930

1,320

800 

5,540 

3,450 

795 

1,700 

1,240 

670 

520

Mean.

920 

1,260 

1,620 

1,570 

8,440 

5,070 

3,920 

3,670 

1,940 

1,190 

5,950 

2,720

3,190

2,450 

2,030 

3,090 

3,030 

10, 500 

6,860 

2,960 

2,830 

1,550 

906 

581 

451

Per 

square 

mile.

0. 586 

.803 

1.03 

1.00 

5.38 

3.23 

2.50 

2.34 

1.24 

.758 

3.79 

1.73

Run-off 

(depth in 

inches on 

drainage 

area).

0.68 

.84 

1. 19 

1.12 

6.20 

3.60 

2.88 

2.70 

1.38 

.87 

4.23 

1.99

2. 03 27. 68

1.56 

1.29 

1.97 

1.93

6.69 

4.37

1.89 

1.80 

.987 

.577 

.370 

.287

3,100 1 1.98

1.80 

1.39 

2.27 

2.15 

7.71 

4.88 

2.18 

2.08 

1.10 

.67 

.41 

.33

26.97

Accuracy.

D. 

D. 

D. 

B. 

B. 

B. 

B. 

C. 

B. 

A. 

A. 

A.

B. 

B. 

B.

A. 

B. 

C. 

C. 

D. 

A. 

A. 

A. 

C.

NOTE. Discharge during the frozen period, 1907, based on the discharge at North Anson, and a study 

of storage conditions at Moosehead Lake, and during 1908 on a study of storage conditions at Moosehead 

Lake.

Second-feet. 

Discharge, February 1 to 16, 1908................................................ .... 2,100

March 4 "to 31. 1908............................................................ 3,170

December December 5 to 31, 1908........................................................ 1908........................................................ 435

The relatively low accuracy values from May to August for 1907 and 1908 are due to errors in computed 

lischarge cause'd by controlled flow for flushing logs down the river and backwater from log jams. The 

lischarge is probably too high for most of these months, and particularly so for August, 1908.
KENNEBEC EIVEE DRAINAGE BASIN. 85

KENNEBEC EIVER AT BINGHAM, ME.

This station, which is located at the new steel highway bridge 

across Kennebec River at Bingham, was established June 21, 1907, 

to obtain general statistical and comparative data regarding the 

flow of the Kennebec. It is located just below the mouth of Austin 

Stream. The nearest dam is about 11 miles downstream at Solon, 

but the station is above the influence of backwater. The drainage 

area at this point is 2,670 square miles.

The datum of the gage has remained the same during the maintenance of the station. During the winter months discharge is 

affected by the ice. Conditions for obtaining accurate discharge data 

are good, but no rating table has been published because of the few 

discharge measurements made up to this time.

This station was established to replace the stations at North 

Anson on the Kennebec and The Forks on Dead River. In connection with the other stations in this drainage basin the records of 

discharge will afford a basis for an estimate of water for power and 

storage flowing in the Kennebec at any point.

Discharge measurements of Kennebec River at Bingham, Me., in 1906-1909.

Date.

190G. 

September 6....

1907.

Do. cd..... 

June 23 ........

September 18. .

1908. 

March 2<>d...... 

September 23 . . 

November 5.. . . 

December lad. .

1909. 

April 23........

May 19. ........

llydrographer. Width.

F. E. Vressey ...................

do................ ..........

do...........................

F. E . Pressey ................... 

do......'.....................

F. E . Pressey ...................

do...........................

Feet. 

419

402 

402 

437 

423

530 

406 

390 

402

444 

461

Area of 

section.

Sq.ft. 

1,680

1,500 

1,480 

2,620 

1,740

3,800 

1,580 

1,420 

1,400

3,120 

3,940

Gage 

height."

Feet. 

3.14

5.79 

5.79 

4.85 

3.21

9.73 

2.52 

2.18 

3.00

6.03

7.37

Gage 

height. b

Feet.

5. 79 

5.79

10.03

3.10

T hickness of 

ice.

Feet.

2.80 

2.80

2.60

.88

Discharge.

Sec.-fl. 

2,670

2,650 

2,420 

7,550 

2,600

5,200 

1,490 

797 

805

13,200 

23,200

« To water surface. c Gates open in dams at Pierce and Moxie ponds. 

b To top of ice. d Anchor ice.
86 SURFACE WATEE SUPPLY, 1907-8.

Daily gage height, infect, of Kennebec River at Bingham, Me., for 1907-8. 

[C. R. Ellis, observer.]

Day.

1907.o

2...............

3...............

6...............

7...............

8...............

9...............

11...............

12...............

1 ' }

14...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24...............

25... ............

26. ..............

27...............

28..............

29. ..............

30...............

31...............

1908. & 

I.'..............

2...............

3...............

4...............

5...............

6...............

7. ..............

8...............

9. ..............

10..............

11...............

12.......... ....

13...............

14...............

15...............

16...............

17............... 

18...............

19...............

20...............

21..............

22. .............

23............... 

24...............

25...............

20............... 

27...............

28...............

29...............

30............... 

31...............

Jan.

10.0

10.5

10 0

9.5

9.7

7.5

8.7

9.0

Feb.

10.3

id i

9.0

8.7

9.0

Mar.

9. 1

8.8

9.3

9.6

Apr.

5.7

4.2

3.1

.......

""7."6"

8.2

7.4

May.

8. 25

7 8

7.05

7.45

7 9

7.85

7.25

6.0

6.2

6.1

r\ 'A

5.2

4. 75

4.7 

4.9

5. 55 

6.4

June.

4.15

3.95

3.9

4.25

4.95

4.8

4.25

C. 75

7.15

6 2

5.3

5.7

5.2

4.9

4.85

5.2

4.75

4.5

4 6

5.1

4.9

4.3

4.25

4.05 

4.15

4.05

3.9

3.5

4.75

4.35

4.0

July.

5.2

5.95

5.45

5.35

5.0

4.75

4.3

4.25

4.6

4.35

4.35

4.5

4.35

4.55

4.35

4.15

3.9

3.85

3.8

3.9

2.9

3.7

3.8

3.8

3.75

4.15

4.15

3.9

3.8

4.05

3.8

3.65

3.05

3.6

3.7

3.6

3. G

3.6

3.55

3.5

3.7

3.45 

3.5

3.2

3.1 

3.5

3.55

3.3

0 A

3.4

3.35

3.35 

3.35

Aug.

4.3

4.2

4.05

3.95

4.05

4.1

4.05

3.75

3.95

4.05

3.7

3.7

3.75

3.7

1 Q

3.9

3.85

3.75

4.25

3.8

3.8

3.6

3.8

3.35

3.25

3.55

3.6

3.1

3.0

2.95

2.95

3.25

3.15 

3.45

3.15

3.15

3.15

3.05

9 Q^

2 95

2.95 

2 95

Sept.

3.75

3.65

3.6

3.7

3.85

3.7

3.4

3.4

3.2

3.1

3.6

3.7

3.4

3.4

3.4

3.2

3.1

3.0

9 Q

3.0

3.0

3.4

3.5

3.4

3.3

3.1

2.9

2.95

2.95

2.95

2 95

2.95

2.85

2.95

2.85

2.73 

2. 75

2.75

2.65

2.7 

2.6

2.6

2.5 

2.5

9 ^

2.8

2.8

Oct.

3.5

3.7

3.5

3.3

3.6

3.7

3.5

3.4

4.0

4.1

3.9

3.9

3.7

3.6

3.5

3.4

3.1

2.9

3.0

3.0

3.0

3.0

3.0

3.0

2.9

3.1

4.7

5.3

4.7

2.7

2.8

2.7

2.6

2.5

2 5

2. 4

2.4

2.3

2.3

2.4

2.4

2.4

2.4

2.4

2.4

2.4 

2.3

2.2

2.2

2.2

2.2

2.1

2.1

2.1

2.3

2.2

2.2

2 2

Nov.

4.3

4.0

4.7

6.0

6.1

5.5

6.75

7.75

8.2

7.7

7.1

6.8

6.5

6.4

5.3

4.4

3.5

3.3

3.4

4.0

4.0

3.9

3.9

4.2

4.2

4.3

4.5

4.4

4.3

4.2

2.2

2.1

2.1

2.1

2.1

2.1

2.1

2. 1

2.1

2 i

2.1

2.0

2.1

2.2

2 2

i. 3

2.3

2.4

2.5

2.9

2.8

2.7

2.3

2.4

2.3

Dec.

4.1

3 9

4.0

4.1

4.1

4.1

3.9

3.7

3.6

3.7

5.1

5.4

5.0

4.4

4.0

4.0

3.8

7.1

4.8

8.4

9.7

6.7

6.7

6.4

4.4

4.6

5.2

9.1

2.3

2.2

2.3

2.3

2.8

2.9

3.0

"~2.~9

9 Q

o n

o n

" Fourteen gates opened at Moosehead Lake November 7, and closed November 14, 1907. Anchor ice 

during the first half of December. Discharge affected by ice conditions about December 19 to 31, 1907.

& Discharge affected by ice conditions from January 1 to about April 26, about November ]G to 26, and 

December 1 to 31, 1908. Gage heights during the frozen periods are to water surface in a hole in the ice.
KEISriSTEBEC RIVER DRAINAGE BASIIST.

Rating table for Kennebec River at Bingham, Me., for 1907-8.

87

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Sec.-ft.

620

750

890

1,040

1,190

1,350

1,520

1,700

1,890

2,090

2,300

2,510

2,730

Gage 

height.

Feet.

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Sec.-ft.

2,960

3,200

3,450

3,710

3,980

4,260

4,550

4,850

5,160

5,480

5,810

6,150

Gage 

height.

Feet.

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Sec.-ft.

6,500

6,860

7,230

7,610

7,990

8,380

9,210

10,080

10,990

11,920

12, 880

13, 870

Gage 

height.

Feet.

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

Discharge.

Sec.-ft.

14, 890

15, 930

17,000

18,100

19, 230

20, 380

21,560

22, 700

23 980

25^ 220

26, 490

27,780

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 7 

discharge measurements made during 1906-1909 and is well defined.

Monthly discharge of Kennebec River at Bingham, Me., for 1907-8. 

[Drainage area, 2,660 square miles.]

Month.

1907. 

June 22 to 30 ............................

July.....................................

1908.

March...... ..... ......

April..................... ..........

July....................................

November. ......................... ...

Discharge in second-feet.

Maximum .

8,180 

12,600 

5,810 

4,400 

9,640 

25,200 

10,100

Minimum.

4,550 

2,090 

3,710 

2,090 

2,090 

2,960

27,800 I.. .........

25,500 

18,900 

4,400 

4,700 

2,620 

1,890 

1,190

27,800

7,230 

3,450 

2,510 

2,200 

1,350 

750

............

Mean.

5,930 

5,950 

4,540 

3,150 

3,680 

9,740 

5.660

3,200 

2,600 

3,800 

6,520 

15,600 

8,230 

3,540 

2,800 

1,930 

1,120 

744 

749

4,240

Per 

square 

mile.

2.23 

2.24 

1.71 

1.18 

1.38 

3.66 

2.13

1.20 

.977 

1.43 

2.45 

5.86 

3.09 

1.33 

1.05 

.726 

.421 

.280 

.282

1.59

Run-off 

(depth in 

inches on 

drainage 

area).

0.75 

2.58 

1.97 

1.32 

1.59 

4.08 

2.46

1.38 

1.06 

1.65 

2.73 

6.76 

3.45 

1.53 

1.21 

.81 

.49 

.31 

.33

21.71

Accuracy.

C. 

C. 

A. 

A. 

A. 

A. 

B.

C. 

C. 

C. 

C. 

C.

c.

A. 

A. 

B. 

B. 

C.

NOTE. Discharge December 19 to 31, 1907, determined from the discharge at The Forks and at Waterville. Discharge during the frozen periods in 1908 determined from a study of the discharge at The Forks 

and the conditions of storage at Moosehead Lake, climatological reports, and two measurements made 

under ice conditions.

Second-feet.

Discharge December 19 to 31, 1907...................................................... 6,000

April 1 to 26, 1908........................................................... 4,000

November 16 to 26, 1908..................................................... 600

KENNEBEC RIVER NEAR NORTH ANSON, ME.

This station is located 1^ miles east of North Anson and about 1 

mile above the mouth of Carrabassett River, at a wooden highway 

bridge across the Kennebec, known locally as Patterson Bridge. It 

was established October 18, 1901, to obtain general statistical and 

comparative data regarding the flow of the Kennebec and was dis-
88 SURFACE WATER SUPPLY, 1907-8.

continued August 16, 1907, being superseded by the station at 

Bingham.

Dams are located at Solon, about 8 miles above the station, and at 

Madison, some 6 miles below. The discharge at North Anson is 

probably not affected by the dam at Madison. Considerable daily 

fluctuations in the gage heights at this station occur from about 

May 1 to July 31, owing to the regulation of the flow at Indian Pond 

dam for log driving. These fluctuations are, however, less marked 

than those at The Forks. The gage datum has remained the same 

during the maintainance of the station and is 243.83 feet above 

mean sea level, as determined by the Kennebec River survey of 1904, 

and readjusted in 1906. During the winter months the discharge is 

affected by ice.

The two rating curves developed for this station are fairly good 

at medium and low stages, but are somewhat uncertain at high stages. 

Frequent measurements have been made during frozen periods and 

fair estimates of discharge determined during ice conditions from the 

ratings developed. Further details of ice measurements at this 

point are given in Water-Supply Paper 187.

Data prior to 1907 have been revised and compiled in Water-Supply 

Paper No. 198.

Daily gage height, in feet, of Kennebec River near North Anson, Me., for 1907. 

[H. C. Stetson, observer.]

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16............... 

17...............

18............... 

19...............

20. ..............

21...............

22...............

23...............

24. ..............

25. ..............

26. ..............

28. ..............

29...............

30...............

11

Jan.

4.55

4.55

4.55

4.45

4.45

4.35

4.35

4.25

4.25

4.15

4.15

4.15

4.15 

4.15

4.15

4.15

4.25

4.25

4.25

4.25

4.25

4.25 

4.25

4.25

4.35

4.35

4.35

Feb.

4.35

4.4

4.5

4.55

4.55

4.55

4.65

4.65

4.7

4.85

4.95

5.15

5.55 

5.55

5.65 

5.85

6.05

6.10

Mar.

5.9

5.6

"~i.8~

5.3

Apr.

5.8

5.2

4.7 

4.35

3.9

3.85

6.55

8.1

8.25

8.0

8.4

9.8

May.

12.95

12.95

11.85

10.4

9.2

7.95

6.6

6.55

7.35

8.1

7.95

7.95

8.35

8.2

9 1

8.75 

7.95

9.5

8.95

9 65

8.50

7.75

6.9

6.25

6.0 

5.2

5.2

5.9

7.2

7.6

7.4

June.

6.75

6.6

6.05

5.6

5.4

5.5

5.7

5.45

5.65

5.75

5.3

5.45

5.75

5.85

5.7

4.5 

4.5

4.8 

4.75

4.6

4.7

4.6

4.65

4.5

4.5

4.8

5.7

5.85

5.05

5.95

July.

6.6

6.75

6.6

6.25

5.5

5.0

5.0

5.2

5.1

4 9t;

4.9

5.05

4.85

4 9

4.3= 4.75

4.3 

4.3

4. 1.

5.0

3.9

4.2

4.4

4.25 

4.9

5.2

5.1

5.1

5.35

4 0

Aug.

5.2

4.7

4.65

4.45

4.3

4.2

4.3

4.25

4.15

4.15

4.05

3.95

4.1

3.8

4.3

4.1

Sept.

.......

Oct.

.......

.......

Nov.

.......

Dec.

NOTE. Ice conditions prevailed from January 1 to April 17. Gage heights are to the top of the ice for 

January and February and to water surface in a hole cut in the ice March and April.
KENNEBEC RIVER DRAINAGE BASIN. 89

Rating tables for Kennebec River near North Anson, Me., for 1904-1907. 

UNDER OPEN-CHANNEL CONDITIONS.

Gage 

height.

Feet.

1.90

2.00

Discharge.

Sec.-ft.

990

1,080

2. 10 1, 182

2.20

2.30

2.40

2.50

1,294

1,415

1,544

1,680

2. 60 1', 822

2.70

2.80

2.90

3.00

3.10

1,970

2,124

2,284

2,450

2,621

Gage 

height.

Feet.

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

2,797

2,978

3,164

3, 355

3. 60 3, 551

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

3,752

3,958

4,169

4,385

4,006

4,832

5, 062

5,297

Gage 

height.

Feet.

Discharge.

Sec.-ft.

4. 50 5, 536

4. 60 5, 779

4. 70 6, 026

4.80

4.90

5.00

5. 20

5.40

5.60

5.80

6.00

6.20

6.40

. 6, 277

6,532

6,790

7,316

7,858

8,415

8,984

9,565

10,130

10,710

Gage 

height.

Feet.

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

Discharge.

Sec.-ft.

11,310

11,920

12, 550

13, 200

13, 880

14,580

15, 300

16, 030

19, 930

24, 030

28, 530

33, 130

37, 930

NOTE. The first table is not applicable for ice or obstructed-channel conditions. It is based on 7 

discharge measurements made during 1904-1906 and the form of the 1903 curve. It is well defined below 

gage height 5 feet.

UNDER ICE COVER.

2.00

2.10

2.20

2.30

2.40

2.50

1,000 ! 2.60

1,085

1,170

1,255

1,340

1,430

2.70

2.80

2.90

3.00

3.10

1,520 3.20

1,610 3.30

1,700 3.40

1, 790 i 3. 50

1,885 ! 3.60

1,980 3.70

2,075

2,170

2,265

2, 360

2,460

2,560

3.80

3.90

4.00

4.10

4.20

4.30

2,660

2,760

2,860

2,970

3,080

3,190

NOTE. The second table is applicable only for ice-cover conditions. It is based on 13 discharge 

measurements made during 1904-1906, and is well defined between gage heights 2.5 feet and 3.4 feet. 

Gage heights refer to bottom of ice.

Monthly discharge of Kennebec River near North Anson, Me., for 1907. 

[Drainage area, 2,790 square miles.]

Month.

February ...............................

July....................................

Discharge in second-feet.

Maximum.

1,920 

2,860

23, 200

37, 700 

11,800 

14,900 

7,320

Minimum.

1,040 

1,040

7,320 

5,540 

4,170 

3,960

Mean.

1,440 

1,540 

2,450 

6,450 

17, 400 

7,740 

7,190 

5,060

Per

square 

mile.

0.516 

.552 

.878 

2.31 

6.24 

2.77 

2.58 

1.81

Run-off

(depth in

inches on 

drainage

area).

0.59

.57

1.01

2.58

7.19

3.09

2.97

1.08

,

racy.

C.

C.

C.

B.

B.

B.

B.

B.

KENNEBEC RIVER AT MADISON, ME.

The following measurements of the low-water discharge of Kennebec River at the new concrete dam of the Hollingsworth & Whitney 

Company were made and furnished for publication by C. S. Humphreys, engineer, Madison, Me.:

Discharge of Kennebec River at Madison, Me.

[Drainage area, 3,220 square miles.] 

December 28, 1908 (Monday)..................................... 992

December 29, 1908.............................................. 853

December 30, 1908.............................................. 758

December 31, 1908.............................................. 847
90 STJKFACE WATEK SUPPLY, 1907-8.

January 1, 1909................................................. 967

January 2, 1909................................................. 584

Mean for six days.......................................... 834

Mean per square mile for six days......................... 0. 26

It is stated that no detailed gage readings were taken on Sunday, 

December 27, but from available information the discharge that clay 

was at least 800 second-feet. Probably the mean flow for six days 

as given is substantially the mean for the week. It is stated that the 

above results are probably correct within 5 per cent.

KENNEBEC RIVER AT WATERVILLE, ME.

Observations of the flow of Kennebec River at Waterville have 

been made by the Hollingsworth & Whitney Company since November, 

1891, and have been continuous since January 12, 1893. This 

company manufactures manila paper and ground-wood and sulphite 

pulp. The records for 1907 and 1908 have been furnished for computation by George H. Marr, engineer for the company.

The station is located about 2 miles above the mouth of Sebasticook River. Messalonskee Stream also enters about 3^ miles below 

the station.

The dam is of timber cribwork, the main portion having a vertical 

downstream face with a horizontal crest about 5.75 feet wide and an 

upstream slope of about 40° from the horizontal. The average 

elevation of the crest of the dam, as determined by levels during 

July, 1906, was 119.37 feet above the Hollingsworth & Whitney 

datum, or 71.53 feet above mean sea level, according to the Kennebec 

datum as corrected by levels of 1906. The total length of the dam 

is 800 feet, which includes a width of logway of 34 feet. Flashboards 

are kept on the dam a greater part of the time, their average elevation in July, 1906, being 123.73 feet above the Hollingsworth & 

Whitney datum, or 75.89 feet above mean sea level. The crest of 

the dam is in fairly good condition. The leakage has never been 

measured, but is assumed arbitrarily as 100 second-feet. The water 

which flows in the canals is used through 46 wheels, most of which 

have been rated at Holyoke under practically the same head, the 

average head at Waterville being about 23 feet. Some water is lost 

from the canal through small waste gates and over wasteweirs. A 

small amount, estimated at 100 second-feet, is used for washing and 

mill purposes.

Methods and diagrams for estimating the flow through the wheels 

and over the dam were developed by the late Sumner Hollingsworth, 

engineer for the company. Observations were made at 12 o'clock 

noon of each day, that hour having been chosen after investigation 

as a time when the flow is least affected by storage of dams upstream 

and as giving most nearly the average for the day. When the flow
KENNEBEC RIVER DRAINAGE BASIN. 91

of the river is less than about 3,500 second-feet, all of the water is 

used through the wheels.

Prior to 1906 some errors have occurred in computing discharge 

data at this point, owing to the use of inaccurate information regarding flashboards, and the records are considered as only fair. Since 

1906 more care has been taken and the present results are fairly good.

The maximum crest discharge since records have been kept occurred 

from 7 until 9 a. m. December 16, 1901, and was 156,800 second-feet. 

The average discharge during the twenty-four hours of December 16, 

1901, was 127,000 second-feet. This wT as probably the greatest 

flood occurring in the last century on the Kennebec, and even with 

this great discharge much of the flood flow above Moosehead Lake 

(some 1,240 square miles of drainage area) was being held in the 

lake. (See Water-Supply Paper 198 for discussion of this flood.)

The discharge for the minimum week occurred December 14 to 20, 

1903, and averaged 638 second-feet.

Data prior to 1907 have been compiled in Water-Supply Paper 198.

Daily discharge, in second-feet, of Kennebec River at Waterville, Me., for 1907-8.

Day.

1907. 

I..............

2

3..............

4..............

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..............

1908.

2..............

3..............

4..............

5..............

Jan.

3,290 

4,260 

4,420 

4,280 

4,160

« 2, 980 

4,010 

3,570 

3,300 

3,970

2,760 

2,760 

a 1.840 

2,730 

2,620

2,680 

2,410 

2,400 

2,100 

a 1,120

2,420 

2,700 

2,720

3,010 

2,750

2,540 

o2,120 

2,730

2,640 

2,430

4,210 

4,070 

4,020 

4,000 

a2.680

Feb.

2,410 

2,670 

a 2, 110 

2,690 

2,640

2,380 

2,380 

2,560 

2,680 

a 2, 120

2,970 

2,720 

2,380 

2,710 

2,680

3,280 

o2,410 

3,540 

2,940 

3,230

3,280 

3,820 

3,790

o2,650 

3,790

3,780 

3,760 

3,240

3,920 

a 2, 720 

3,690 

3,950 

3. 930

Mar.

3,200 

3,400 

« 2, 660 

3,530 

3,340

3,330 

3,070 

3,030 

3,040 

« 2, 080

3,380 

3,110 

3,060 

3,070 

2,800

2,770 

o2,210 

3,900 

3,340 

3,880

3,950 

3,980 

4,400

a 3, 740 

4,990

4,270 

4,300 

4,150 

4,040 

10,400 

a!6, 200

a 2, 720 

3,900 

3,660 

3,920 

3. 910

Apr.

16,900 

16,500 

13,500 

10,800 

12,600

15,800 

013,000 

13,400 

11,000 

9,030

7,870 

8,450 

8,640 

a!5, 700 

22, 900

19,000 

13,900 

13,500 

12, 900 

12,900

o!2, 100 

6,400 

9,700

29, 700 

41,400

24,500 

29,600 

a25, 700 

26,500 

29,200

8,110 

8,510 

8,930 

9,890 

a 7. 090

May.

43,500 

44,000 

35,300 

29,400 

"27, 900

21,100 

17,300 

14,400 

18,000 

17,900

18, 300 

ol8, 400 

16,600 

18,800 

17, 900

19,300 

20,000 

21,400 

a20,800 

22,000

20,600 

18,000 

14,500

12,200 

10,600

al2,000 

9,660 

10,300 

14,400 

13,600 

13,500

16,700 

26,700 

o!8, 300 

12,200 

9.940

June.

45,400 

a47,300 

37,000 

28,600 

27,500

18,400 

14,800 

12, 700 

a!5, 400 

15,900

16,000 

16,200 

14, 700 

16,800 

14,000

al3,000 

13,500 

16,200 

15,400 

12,500

11,500 

9,500 

o9,910

5,400 

5,160

4,440 

5,270 

6,300 

8,630 

a 7, 800

27,900 

20,000 

16,800 

13,100 

10.900

July.

12,000 

18,800 

15,300 

8,530 

9,990

8,690 

o8,690 

8,180 

8,190 

9,270

8,210 

8,190 

8,630 

a 8, 630 

8,230

7,560 

7,070 

3,990 

6,170 

5,170

a!8,400 

9,490 

5,780 

7,640 

8,030

7,420 

9,960 

« 9, 090 

7,620 

7,270 

6,120

4,920 

4,990 

4,260 

2,460 

a. 4 060

Aug.

7,670 

6,930 

7,200 

a 5, 660 

6,510

6,480 

6,330 

6,820 

6,520 

5,330

a 5, 260 

5,090 

5,280 

4,970 

4,500

4,970 

5,180 

a 4, 090 

4,670 

4,180

3,700 

5,000 

5,040

4,850 

a 4, 910

5,490 

5,070 

4,800 

4,840 

4,570

3,490 

a 3, 200 

3,350 

2,960 

3.050

Sept.

a 3, 740 

4,700 

4,670 

8,170 

6,040

7,530 

7,140 

a 5, 700 

4,530 

4,340

4,030 

3,670 

6,800 

5,900 

o4,030

4,350 

4,210 

4,230 

4,040 

3,740

3,200 

a 2, 160 

3,190 

3,370

4,850

5,640 

4,920 

4,220 

a 3, 050 

4,810

2,960 

2,820 

2,960 

3,030 

2.820

Oct.

9,040 

6,980 

6,740 

5,480 

7,460

07,410 

6,360 

6,080 

13,800 

11,800

13,000 

7,230 

a 6, 760 

7,040 

5,980

5,380 

4,840 

4,050 

4,130 

a 3, 100

4,090 

3,990 

3,720 

3,960 

3,420

3,950 

a 2, 990 

3,470 

24,500 

26,900 

15,500

2,490 

2,260 

2,540 

a940 

2.450

Nov.

8,600 

6,260 

a 5, 740 

27,900 

16,700

10,300 

70,300 

71, 200 

47,900 

044,500

38, 700 

31,700 

28,300 

26,200 

24,300

17,700 

a 6, 520 

5,560 

4,180 

6,380

6,460 

6,410 

6,380 

a 6, 210 

7,300

8,860 

9,330 

8,060 

7,840 

7,340

a 100 

2,350 

1,950 

1,670 

1.800

Dec.

a 5, 610 

6,010 

5,600 

4,790 

4,740

4,740 

5,170 

a6,240 

5,020 

5,180

25,200 

41,200 

30,800 

23,700 

a!4,000

14,100 

14,400 

13,800 

12, 200 

13, 400

15,100 

al2,600 

15,400 

15, 400 

17,600

21,700 

19, 700 

16,800 

a!4, 900 

13,700 

13,400

2,150 

2,460 

1,500 

1,890 

1.430

Sundays.
92 SURFACE WATER SUPPLY, 1907-8. 

Daily discharge, in second-feet, of Kennebec River at Waterville, Me.,for 1907-8 Con.

Day.

1908. 

6..............

7..............

9..............

10..............

12..............

13..............

14..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23.......... ...

24..............

25

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

3,990

3,920

4,160

4,450

4,390

4,040

a 2, 570

4,030

4,020

4,050

3.950

3,980

a 2, 820

4,050

4,000

4,020

3, 960

4,020

a 2, 730

4,030

4,760

3,990

3,980

Feb.

3,710

3,940

a 2, 770

3,920

3,940

3,980

3,960

3,680

3,930

a 5, 380

4,480

4,000

4,010

4,000

a 2 7'?0

3,870

3,860

3,850

3,900

3,840

3,890

Mar.

3,890

3,970

a 2, 670

3,970

3,900

3,880

3,890

3,940

3,960

a 2, 940

4,380

4,830

4,250

4,070

a2,880

7,620

10,700

9,690

8,010

8,140

Apr.

4,540

7,080

5,650

7,060

5,240

a6,520

7,790

5,630

6,000

6,570

5,700

5,510

5,440

5,080

5,120

7,280

8,480

olO, 900

17,900

24, 200

May.

10,700

10,700

9 180

12, 100

a!2, 100

14, 600

11,600

8,770

5,360

5,300

5,610

5,150

4,950

5,510

4,990

4.830

^3,860

5,330

4,940

6,280

5,210

«13, 900

June.

5,900

a 4, 940

5,330

5,240

5,090

5,150

5,190

5,110

a5,000

6,960

5,570

7,520

8,160

6,090

o4,850

5,250

5,240

5,070

5,200

5,160

5,150

a. 4, 070

5,240

5,110

July.

4,180

4,010

4,260

4,020

4,240

4,060

4,870

4,740

4,650

4,640

4,530

a 3, 390

4,530

4,690

4,120

4,170

4,460

3,600

a 3, 440

4,480

3,840

2,780

2,930

3,480

Aug.

4,660

7,610

04,240

4,150

3,460

4,220

4,480

5,160

5,080

a 3, 670

3,840

4,520

4,790

4,820

4,440

4,350

«3,310

3,430

3,440

3,370

2, SCO

2,900

2,840

a 2, 290

3,190

Sept.

a 1,530

2,410

2,380

680

2,430

2,460

2,220

al,290

2,440

2,230

2,210

2,540

2,410

2,270

o900

1,260

2,520

2,190

2,170

2,170

2, 200

Q690

2,050

1,940

2,270

Oct.

2,480

2,120

1,400

1,230

1,150

ol,240

1,640

2,020

2,230

2,080

1,850

1,630

a300

1,260

1,800

2,260

2,020

100

1,690

a640

1,710

1,680

1,300

1,740

2,400

1.970

Nov.

1,680

1,050

alOO

1,000

1,220

1,430

1,400

1,420

1,450

olOO

1,480

1,500

1,510

1,590

1,590

1,120

olOO

1,030

1,010

1,000

280

1,430

2,040

al,760

2,610

Dec,

a 100

1,150

1,170

1,500

1,190

1,220

1,510

0250

930

1,460

1,080

1,470

1,450

o290

1,050

1,440

1,160

190

1,800

750

o860

1,040

1,730

1,390

990

o Sundays.

Monthly discharge of Kennebec River at Waterville, Me., for 1907-8. 

[Drainage area, 4270 square miles.]

Month.

1907.

July ..........................................

1908.

May..........................................

July..........................................

Discharge in second-feet.

Maximum.

4,420 

3 820 

16^200 

41,400 

44, 000 

47,300 

18,800 

7,670 

8,170 

26, 900 

71,200 

41,200

71,200

4,760 

5,380 

10, 700 

29, 200 

26, 700 

27,900 

4,990 

7,610 

3,030 

2,540 

2,610 

2,460

29,200

Minimum.

1,120 

2,110 

2,080 

6,400 

9,660 

4,440 

3,990 

3,700 

2,160 

2,990 

4,180 

4,740

1,120

2,570 

2,720 

2,670 

4,540 

3,860 

4,070 

2,460 

2,290 

680 

100 

100 

100

100

Mean.

2,910 

2,910 

4,080 

16,800 

19,700 

16, 200 

8.910 

5,350 

4,700 

7,710 

19, 100 

13,900

Per 

square 

mile.

0.681 

.681 

.956 

3.93 

4.61 

3.79 

2.09 

1.25 

1.10 

1.81 

4.47 

3.26

10, 200 2. 39

3,900 

3,890 

5,110 

8,940 

8,850 

7,570 

4,110 

3,960 

2,150 

1,700 

1,290 

1,230

4,390

0.913 

.911 

1.20 

2.09 

2.07 

1.77 

.963 

.927 

.504 

.398 

.302 

.288

1.03

Run-off 

(depth in 

inches on 

drainage 

area).

0.79 

.71 

1.10 

4.38 

5.32 

4.23 

2.41 

1.44 

1.23 

2.09 

4.99 

3.76

32.45

1.05 

.98 

1.38 

2.33 

2.39 

1.98 

1.11 

1.07 

.56 

.46 

.34 

.33

13.98
KENNEBEC RIVER DRAINAGE BASIN.

ROACH EIVER AT ROACH RIVER, ME.

93

Roach River receives drainage from the slopes of Boardman and 

White Cap mountains in west-central Piscataquis County, flows 

northwestward through a series of three ponds, and empties into 

Spencer Bay on the east side of Moosehead Lake. It is about 20 

miles long, drains an area of 120 square miles, and its basin is completely forested. Dams at the outlets of several ponds control the 

flow of the river for log driving.

The gaging station is located at the outlet of Lower Roach Pond, 

near the village of lioach River, and is reached from Greenville Junction by stage or steamer or from Kineo by steamer. It was established November 10, 1901, to obtain general statistical and comparative data regarding the flow of the river, and was discontinued June 

30, 1908. The gage is located about 100 feet downstream from the 

lowest of the dams, at which point the river is so completely under 

control that the stage varies but little for weeks at a time.

The gage datum has remained the same during the maintenance of 

the station. The discharge is affected by ice in the winter months. 

Conditions for obtaining accurate discharge data are good, and a 

good rating curve has been developed except for discharges below 2 

second-feet.

Data prior to 1907 have been revised and compiled in WaterSupply Paper 198.

Daily gage height, in feet, of Roach River at Roach River, Me., for 1907-8. 

!"C. J. Sawyer, observer.]

Hay.

1907.1 

1. ..............

2. ..............

3

7...............

8...............

8. ..............

10...............

11. .............

12. ..............

13...............

14...............

16...............

17...............

18...............

19

20...............

22...............

23...............

24...............

25...............

Jan.

9 '}

2.3

9 *i

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.1

Feb.

2.1

Mar.

2.1

Apr.

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.4

2.4

2.4

2.5

2.6

2.6

May.

4.6

4.6

4.3

4.3

2.3

4.3

4.3

4.3

4 2

3.7

3.2

3.2

5.6

5.6

4.45

O 0

5.6

5.6

5.6

June.

3.3

3.3

5.8

6.0

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

5.0

2.7

2.7

4.7

July.

2.2

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.3

2.4

2.4

2.4

2.4

2.4

2.4

3.4

3 4

3.4

3.4

3.4

2.4

Aug.

2.5

2.5

2.5

2.5

3.0

3.0

3.0

3.0

3.0

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

9 Q

2.9

2.9

2.9

2.9

Sept.

2 9

2.9

2 9

2.9

2 9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2 9

2.8

2.8

2.8

9 fi

2.8

2.8

2.8

2.8

Oct.

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.9

2 9

2.9

2.9

2.9

2.9

Nov.

2 9

2.9

2 9

2 9

9 Q

2.9

2.9

2.9

3.2

3.2

3.7

4.2

4.2

4.2

4.2

3.4

2.6

2.6

2.6

2.6

2.6

Dec.

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.5

2.5

2.5

a See note at end of table next page.
94 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Roach River at Roach River, Me., for 1907-8 Continued.

Day.

1907. 

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

2.1

Feb. Mar. Apr.

2.6

2.6

2.6

2.6

2.6

May.

3.3

3.3

5.6

5.6

5.6

,.0

June.

4.5

2.3

4.7

4.7

4.7

.... .

July.

2.4

2.4

2.4

2.4

2.5

2.5

Aug.

2.9

2.9

2.9

2.9

2.9

2.9

Sept.

2.8

2.8

2.8

2.8

2.8

Oct.

2.9

2.9

2.9

2.9

2.9

2.9

Nov.

2.6

2.6

2.6

2.6

2.6

Dec.

2.5

2.5

9 ^

2.5

2.4

* 2.4

NOTE. Ice conditions prevailed from about January 1 to March 31,1907. Gage heights are to water 

surface in a hole in the ice. Ice in sluice from December 23 to 31, 1907.

Day.

1908. 

1.......... 

2. ........ .

3..........

4. .........

5..........

6..........

7..........

8..........

9..........

10. .........

13..........

14.......... 

15..........

Jan.

2.4

9 4.

2.4

2.4

2.4

2.4

2.5

2.5

2.5

2.5

2.5

2.4

2.4 

2.4

Feb.

2.4 

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4 

2.5

Mar.

2.5 

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5 

2.5

Apr.

2.5 

2.5

2.5

2.5

2.55

2.55

2.55

2.55

2.55

2.55

2.55

2.55

2.55

2.55 

2.55

May.

5.0 

^ fi

5.2

3.65

3.1

5.3

5.4

3.85

2.3

2.3

2.3

2.3

2.3

5.4 

5.4

June.

5.5 

5.5

5.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5 

2.5

Day.

1908. 

16 .......... 

17..........

18..........

19..........

20. .........

21..........

! 22..........

23..........

24..........

25..........

26..........

27..........

28..........

29.......... 

30. .........

31. .........

Jan.

2.4 

2.3

2.3

2.3

2.3

2.3

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4 

2.4

2.4

Feb.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

Mar.

2.5 

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5 

2.5

2.5

Apr.

2.55 

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.55

2.5

2.5 

3.5

May.

3.9

K. O

5.2

5.2

5.2

2.3

5.4

3.85

2.3

2.3

2.3

2.3

3.85

5.4

June.

2.5

9 ^

2.5

2.5

9 ^

9 ^

9 ^

9 ^

2.5

9 ^

2.5

2.5

2.7

NOTE. No information is available regarding ice conditions during 1908. It is probable that February 

and March were more or less affected.

Rating table for Roach River at Roach River, Me., for 1901-1908.

Gage Disheight.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

charge.

Sec.-ft.

46

68

94

122

153

186

221

258

298

338

Gage

height.

Feet.

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Discharge.

Sec.-ft.

379

421

463

506

550

595

640

085

730

775

Gage

height.

Feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

Discharge.

Sec.-ft.

820

865

915

965

1,015

1,065

1,115

1,170

1,225

1,280

Gage

height.

Feet.

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Sec.-ft.

1,335

1,390

1,445

1,500

1,555

1,610

1,670

1,730

1,790

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 10 

discharge measurements made during 1902-1905 and is fairly well defined.
KENNEBEC RIVER DRAINAGE BASIN. 95

Monthly discharge of Roach River at Roach River, Me., for 1907-8. 

[Drainage area, 85 square miles.]

Month.

1907. 

January. ........ . .

Discharge in second-feet.

Maximum.

March ... .......................... .

May.....................................

July....................................

The year..........................

1908.

153

1,560 

1,790 

463 

298 

258 

258 

820 

153

1,790

122 

122 

122 

506 

1,560 

1,500

Minimum.

68 

68 

68 

46 

122 

221 

221 

153 

94

68 

94 

122 

122 

68 

122

Mean.

50 

30 

50 

93.1 

974 

582 

137 

248 

241 

235 

358 

142

262

94 

108 

122 

152 

725 

204

Per 

square 

mile.

0.588 

.353 

.588 

1.10 

11.5 

6.85 

1.61 

2.92 

2.84 

2.76 

4.21 

1.67

3.08

1.11 

1.27 

1.44 

1.79 

8.53 

3.11

Run-off 

(depth in 

inches on 

drainage 

area).

0.68 

.37 

.68 

1.23 

13.26 

7.64 

1.86 

3.37 

3.17 

3.18 

4.70 

1.92

42.06

1.28 

1.37 

1.66 

2.00 

9.83 

3.47

Accuracy.

D. 

D. 

D. 

C. 

B. 

B. 

C. 

B. 

B. 

B. 

B. 

C.

C. 

D. 

D. 

B. 

B. 

B.

NOTE.--Discharge January to March, 1907, based on a study of discharge at all stations in the Kennebec 

River basin, and the effect of storage at Moosehead Lake. Discharge during the winter period, 1908, applied 

from the open-channel rating table without reduction; results may be somewhat too high.

DEAD RIVER NEAR THE FORKS, ME.

Dead River is formed by the junction of its North and South 

branches. The North Branch rises in the northern part of Franklin 

County and flows in a general southeasterly direction about 25 miles 

to Eustis, where it is joined by the South Branch. The South Branch 

rises in the mountains east of Rangeley Lakes and flows in a general 

northeasterly direction about 16 miles. From the junction of the 

two branches the main stream flows eastward, northward, and then 

eastward to its junction with Kennebec River at The Forks. 24 

miles below Moosehead Lake. The river has an extreme length of 

about 40 miles, drains an area of 870 square miles, and its basin is 

almost completely forested. The basin contains many lakes and 

ponds, the most important being Flagstaff and Spring lakes and 

Carry and Spencer ponds. Water is stored for log driving only. 

The dams are owned by the log-driving companies and the gates are 

kept open after the drives are out of the river. Opportunities for 

increased storage are numerous, and between Flagstaff and The 

Forks, about 36 miles, there is approximately 500 feet of fall which 

is entirely undeveloped. This river, with its steep slopes and littleutilized storage, contributes largely to floods on the Kennebec.

The gaging station is located 1^ miles west of The Forks. It was 

established September 29, 1901, to obtain general statistical data
96 SURFACE WATER SUPPLY, 1907-8.

regarding the total flow of Dead River, and was discontinued August 

15, 1907.

The gage datum has remained unchanged since the establishment 

of the station. During the winter months the discharge is affected 

by ice. Conditions for obtaining accurate discharge data are good, 

and a good rating curve has been developed.

Discharge measurements of Dead River near The Forks, Me., in 1907-8.

Date.

1907.

1908.

Hydrographer.

F E Pressey

Width.

Feet. 

238

190

123

200

Area of 

section.

Sq. feet. 

567

244

114

205

Gage 

height.

Feet. 

1.60

.55

.50

.80

Discharge.

Sec.-ft. 

1,320

134

116

a Wading measurement 800 feet above cable section.

6 Measurement under ice cover. Gage height to top of ice, 0.7 feet. Average thickness of ice. 0.95 foot.

Daily gage height, in feet, of Dead River near The Forks, Me., for 1907. 

[Jeremiah Durgin, jr., observer.]

Day.

3...............

6...............

9

10...... .........

11...............

12...............

10

15...............

17...............

18...............

19

20...............

21...............

22. ..............

23...............

24...............

25. ..............

26. ..............

27. ..............

28. ..............

29

30...............

31...............

Jan.

1.5

1.4

1.4

1.4

.......

.......

*~

Feb.

 

.......

.......

.......

.......

.......

Mar.

.......

-------

.......

.......

1.6

1.7

1.7

1.95

2.4

2.6

2.8

2.9

2.55

2.4

2.5

2.6

2.6

2.7

2.7

Apr.

3.5

2.9

2.45

2.0

2.0

1.9

1.8

1.7

1.7

1.6

1.55

1.55

1.6

1 7

,,

1.7

1.7

1.8

1.7

1.7

1.7

2.3

3.15

3.65

3.75

3.85

4.0

5.05

May.

6.0

6.9

6.35

6.45

5.2

4.7

4.15

4.35

3.9

4.05

4.55

4.45

4.5

3.2

3.75

4.6

4.15

4.15

4.45

4.45

3.7

2.45

2.55

2.45

2.55

4.0

3.05

2.5

2.5

June.

2.45

2.05 3.-0

2.3

2.25

2.3

2.25

2.95

2.4

1.95

2.45

2.55

3.05

2.6

2.05

2.0

1.85

1.6

1.8

1.7

1.7

1.7

1.7

1.8

1.95

2.15

2.45

2.55

2.35

2.1

July.

2.2

2.5

3.05

2.9

2.55

2.0

1.75

1.7

1.7

1.7

1.65

1.6

1.6

1.7

1.9

1.7

1.65

1.6

1.6

1.6

1.5

1.4

1.5

1.55

1.55

1.5

1.4

1.5

1.6

1.85

1.9

Aug.

2.05

2.05

1.9

1.8

1.8

1.7

1.8

1.7

1.65

1.55

1.5

1.5

1.4

1.25

1.15

Sept. Oct. Nov. Dec.

NOTE. Ice conditions prevailed from about January 1 to April 10.
KENNEBEC RIVER DRAINAGE BASIN. 97

Rating table for Dead River near The Forks, Me., for 1902-1907.

Gage 

height.

Feet.

0.40

.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

Discharge.

Sec.-ft.

45

110

185

270

365

470

580

700

825

955

1,090

1,225

1,365

Gage 

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40'

2.50

2.60

2.70

2.80

2.90

Discharge.

Sec.-ft.

1,505

1,650

1,795

1,945

2,100

2,260

2,430

2,600

2,780

2,970

3,160

3,360

3,570

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

Discharge.

Sec.-ft.

3,790

4,010

4,240

4,480

4,730

4,990

5,260

5,540

5,830

6,130

6,430

7,060

7,730

Gage 

height.

Feet.

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

8,420

9,140

9,890

10,680

11,500

12,340

13,200

14,080

14,980

15,900

16,840

17,800

18, 780

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1903 to 1908 and is well defined.

Monthly discharge of Dead River near The Forks, Me., for 1907. 

[Drainage area, 870 square miles.]

Month.

April....................................

May.....................................

July.....................................

Discharge in second-feet.

Maximum.

, 10, 100 

18,300 

3,900 

3,900 

2,020

Minimum.

2,690 

1,360 

1,090 

762

Mean.

380 

200 

577 

2,440 

7,380 

2,310 

1,690 

1,450

Per 

square 

mile.

0.437 

.230 

.663 

2.80 

8.48 

2.66 

1.94 

1.67

Run-off 

(depth in 

inches on 

drainage 

area).

0.50 

.24 

.76 

3.12 

9.78 

2.97 

2.24 

.93

Accuracy.

D. 

D. 

D. 

B. 

A. 

A. 

A. 

A.

NOTE. Discharge January to March based on a study of discharge at all stations in the Kennebec River 

basin and the effect of storage at Moosehead Lake. 

Discharge April 1 to 10 estimated 1,000 second-feet.

CARRABASSETT RIVER NEAR NORTH ANSON, ME.

Carrabassett River rises in eastern Franklin County, flows northward, eastward, and then southeastward, and enters Kennebec 

River at North Anson. Its basin is characterized by steep slopes, 

rapid fall, no large tributaries, and few lakes and ponds, and the 

flow of the stream is variable. The river is used to some extent for 

power development at Kingfield, East New Portland, and North 

Anson. It shares with Sandy River a large part of the responsibility 

for floods on the main stream below Madison.

The gaging station was established October 19, 1901, to obtain 

general statistical data regarding the total flow of the river, and 

was discontinued April 30, 1907. It was located about 4 miles 

from North Anson, above Embden Brook and below Anson Brook.

The datum of the gage remained the same during the maintenance 

of the station. In the winter months the flow is affected by ice.

16254 IRR 241 10 7
98 SURFACE WATEE STIFFLY, 1907-8.

Conditions for obtaining accurate discharge data are good except at 

low stages, and a good rating curve has been developed for medium 

stages. At low stages the channel conditions are somewhat unstable. 

The rating curve has not been developed for high stages, and it is 

probable that the extension used gives results which are somewhat 

too small.

Daily gage height, in feet, of Carrabassett River near North Anson, Me., for 1907.

[Nahum Hilton, observer.]

Day.

1 .......

2............

3............

4... ....

5............

6............

7............

8............

9............

10............

Jan.

1.9

2.1

2.1

2.2

1.9

Apr.

3.9

3.6

3.2

3.0

3.4

3.1

2.9

2.7

2.4

May.

6.6

5.7

4.2

Day.

11............

12............

13............

15............

16............

17............

> 18............

19............

20............

Jan. Apr.

...... 1.7

...... 2. 0

...... 2. 0

...... 1.9

...... 1.8

......; 1.9

...... 2.0

...... 2. 2

May. Day.

21............

22............

23............

25............

26............

27............

28............

29............

30............

Jan. Apr.

1 8

2.5

5

1

7.0

4.5

5.0

4.8

5.8

May.

NOTE. River frozen January 5 to March 30.

Rating table for Carrabassett River near North Anson, Me., for 1906-7.

Gage 

height.

Feet.

-0.10

.00

.10

.20

.30

.40

.60

.60

.70

.80

.90

1.00

1.10

Discharge.

Sec.-ft.

77

92

110

133

160

193

233

280

335

395

455

520

595

Gage 

height.

Feet.

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

Discharge.

Sec.-ft.

675

755

840

925

1,015

1,105

1,195

1,290

1,385

1,485

1,585

1,690

Gage 

height.

Feet.

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.20

3.40

3.60

3.80

4.00

Discharge.

Sec.-ft.

1,795

1,900

2,010

2,120

2,235

2,350

2,470

2,710

2,955

3,210

3,480

3,750

Gage 

height.

Feet.

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

7.00

8.00

Discharge.

Sec.-ft.

4,020

4,290

4,560

4,830

5,100

5,370

5,640

5, 910

6,180

6,450

7,800

9,160

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1902-1906 and is well defined.

Monthly discharge of Carrabassett River near North Anson, Me., for 1907. 

[Drainage area, 340 square miles.]

Month.

April....................................

May 1-4. ................................

Discharge in second-feet.

Maximum.

7,800 

8,880

Minimum.

1,100 

4,020

Mean.

250 

150 

400 

2,330 

6,550

Per 

square 

mile.

0.735 

.441 

1.18 

6.85 

19.3

Run-off 

(depth in 

inches on 

drainage 

area).

0.85 

.46 

1.36 

7.64

2.87

Accuracy.

D. 

D. 

D. 

B.

C.

NOTE. Discharge during the frozen period very uncertain. 

sons with adjacent streams.

It is based on opwi-chann«l intereompari*
KENNEBEC EIVEE DRAINAGE BASIN. 99 

SANDY RIVER NEAR MADISON, ME.

Sandy River rises in the western part of Franklin County, in the 

hilly region east of Rangeley Lake, flows southeastward about 32 

miles, then northeastward 17 miles, entering the Kennebec about 3 

miles below Madison. Its drainage area measures 670 square miles. 

It has no large tributaries or ponds. It has a total fall of about 

1,600 feet, mostly in the upper part of the basin, but its flow is variable and it is not very important for power, although small developments have been made at Madison, Farmington, Phillips, and a few 

other points. The upper areas of the basin are timbered, but in 

general it is made up of farm lands. This stream, with its quickspilling proclivities, shares with Carrabassett River a large part of 

the responsibility for floods on the Kennebec below Madison.

The gaging station was established March 23, 1904, to obtain 

general statistical data regarding the total flow of the river, and was 

discontinued December 31, 1908. It was located about 2 miles from 

the mouth of the river, at the dam of the Madison electric works 

a municipal light and power plant just over the town line in Stark, 

but nearer the Madison post-office.

The dam rests on ledge rock and has a fairly level crest, 341.4 feet 

in length (except that a log way 15 feet long and 0.75 feet deep was 

cut near the left end of the dam during 1906) between vertical abutments. The crest is 1 foot wide on top, sloping from the upstream 

edge 4.75 horizontal to 1.25 vertical, while the downstream face of 

the dam is vertical. The level top is of dressed stone (6-cut); the 

remainder is quarry faced, but care has been taken to leave no considerable projection on the approach to the crest. Flashboards are 

used most of the time. The head developed is about 15 feet, which 

is used in a power development on the right bank, consisting of a 

head bay nearly 100 feet long, decreasing in width from 40 to 20 feet 

at the racks, and one pair of 38-inch McCormick turbines (rated at 

Holyoke), with complete arrangements for a second pair if found 

necessary. The pondage extends back about 2 miles, but there is no 

side flowage. When water is more than 3 feet deep on the dam, the 

crest is increased in length about 87.5 feet by flowing over the wall 

of the fore bay. Since 1906 the wheels and generators have, as a rule, 

been in operation day and night, and the discharge has been computed from wheel-gate openings and head-gage readings.

The datum of the gages has been the same since the establishment 

of the station. Records are obtained through the courtesy and assistance of C. S. Humphreys, of Madison, engineer in charge. During the winter months the discharge is affected by the presence of 

ice along the crest of the dam. Conditions for obtaining accurate 

discharge data are poor, owing to the uncertain conditions of flashboards and the length of crest which occasions very slight depths at
100 SURFACE WATER SUPPLY, 1907-8t

medium and low water stages and consequently much inaccuracy in 

estimating discharge.

Data prior to 1907 have been compiled in Water-Supply Paper 198.

The maximum daily discharge recorded since the establishment of 

the station occurred November 7, 1907, and was about 13,800 secondfeet. Discharge for the minimum week occurred September 19 to 25, 

1908, and averaged 30 second-feet.

Discharge measurements of Sandy River near Madison, Me., in 1907-8.

Date.

1907.

1908.

Hydrographer. Width.

Feet.

50

Area of 

section.

Sq. ft.

20

Gage 

height.

Feet. 

100.18

Qfi Qfi

Discharge.

Sec.-ft.

1 SQ

4.5

o Wading measurement one-fourth mile below the dam and 100 feet above a ford.

i> Measurement made about 300 feet below dam. Power plant shut down. This measurement represents the leakage through the wheels and dam.

Daily discharge in second-feet of Sandy River near Madison, Me., for 1907-8. 

[Samuel Brackett, observer.]

Day.

1907. 

1... ............

2...............

4........ ------

7.....-.--......

9...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23...............

24...............

25...............

26...............

27. ..............

28. ..............

29...............

30...............

31...............

1908. 

1...............

2...............

3...............

5...............

Jan.

334

549

510

457

381

a 303

298

281

308

248

248

255

a 285

285

293

347

390

439

448

a 414

369

415

384

490

523

472

o415

320

320

300

241

932

906

811

705

0643

Feb.

178

187

a 206

182

170

181

165

173

174

o!71

176

145

157

165

169

132

a 132

121

108

120

130

119

112

ollG

108

93

96

100

332

a504

558

754

709

Mar.

100

100

olOO

89

88

91

92

92

90

»95

89

87

89

91

91

133

a 143

161

197

217

182

300

352

a 553

640

620

912

1,190

2,440

a4,230

a 833

713

749

809

744

Apr.

4,640

3,100

2,370

2,370

3,330

3,710

a3,230

2,980

2,320

1,430

2,080

1,800

2,030

"2, 250

2,650

3,060

3,220

3,370

3,660

3,630

o2, 970

3,000

4,090

11,600

8,460

6,420

7,460

a7.180

6,840

7,150

3,200

2,910

2,090

1,130

ol,320

May.

9,620

7,500

4,710

3,760

«3,420

2,800

2,550

2,630

3,370

3,520

3,090

o2, 610

1,980

2,510

2,030

2,000

2,950

2,710

o2, 120

2,190

1,810

1,330

1,080

697

971

866

2,650

3,390

2,130

2,090

5,590

4,860

o3,400

4,500

3,390

June.

1,910

ol,230

1,140

1,180

1,010

2,240

2,600

2,050

«1,620

1,370

1,240

997

857

688

589

o558

412

388

313

263

465

372

o313

114

122

153

80

120

304

o394

5,910

5,050

3,020

2,230

1,660

July.

1,700

1,340

676

380

302

220

o220

212

712

625

543

300

453

o424

304

209

185

172

133

546

o2,660

1,910

837

90

382

562

1,470

o788

458

343

300

137

121

116

111

o!45

Aug.

263

320

451

o366

539

474

451

366

309

204

a 196

147

139

112

112

112

168

ol60

112

95

86

67

62

66

o75

64

65

63

62

63

63

81

a 101

71

61

69

Sept.

066

60

68

176

514

1,080

579

«322

195

156

157

462

1,050

475

o310

197

166

144

6145

106

107

o!23

100

164

667

326

236

o507

2,690

63

65

63

57

104

Oct.

1,620

970

626

731

1,720

"1,110

685

1,040

3,260

1,520

988

ol; 260

841

656

549

495

447

403

o361

282

282

282

282

249

248

o238

941

9,130

7,300

3,040

49

45

62

a 67

65

Nov.

2,070

1,640

3,060

13,800

4,300

2 K/in

1,540

974

860

o747

603

539

630

627

1,020

795

618

503

a 108

82

81

82

91

Dec.

345

392

336

402

460

989

5,990

1,180

874

630

489

835

768

921

917

9 ion

1 980

1,460

1,280

212

123

98

101

a Sundays.

i> Actual discharge measurement made September 19, 1907, showed a discharge of 189 second-feet.
KENNEBEC RIVER DRAINAGE BASIN. 101

Daily discharge in second-feet of Sandy River near Madison, Me., for 1907-8 Continued.

Day.

1908. 

6...............

8...............

9...............

10..............

11...............

12...............

13...............

14...............

15...............

16. ..............

17...............

18...............

19

20. ..............

21....... .......

22

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30. ..............

31...............

Jan.

263

420

2,200

2,190

1,480

897

a 665

740

682

536

507

450

244

330

283

208

213

a 161

1,490

1,280

563

169

Feb.

704

74fi

630

a520

439

470

517

483

473

613

ai 970

1,800

1.510

912

1,030

1,110

al,040

901

903

871

880

918

872

Mar.

630

o761

728

779

697

727

773

«1,080

1,780

1,650

1,320

1,240

"1,150

1,140

2,052

2,600

2,280

5,340

3,060

3,010

Apr.

1,630

2,920

2,060

1 920

3,070

«3,750

1,980

2,270

2,270

2,060

a9 150

2,560

1,990

1,700

3,890

5,880

7,270

5,650

3,930

May.

2,870

3,140

3,930

3,810

2,910

2,820

2,400

1,580

1,480

al 340

1,290

1,150

1,110

1,110

503

858

a 876

718

708

1,340

1.480

1,130

9(il

a4,320

June.

1,340

909

785

883

761

550

a 433

331

423

704

505

423

351

a 928

237

200

207

207

186

a 179

137

143

July.

Ill

89

89

85

a 89

66

66

62

63

63

62

a 82

65

68

77

130

113

111

a 199

102

92

89

85

Aug.

414

1,190

896

a 685

351

333

359

461

604

452

a 290

217

200

319

207

189

a 237

139

132

122

111

92

85

a 123

63

Sept.

a.37

60

60

52

42

40

39

a52

52

43

43

43

41

38

a 97

27

64.5

40

31

38

79

"157

234

347

630

Oct.

69

70

70

69

68

a 86

65

69

69

69

69

67

a 65

54

61

62

63

59

57

a50

53

73

82

96

109

125

Nov.

80

75

a 84

74

76

86

99

«72

88

78

86

72

85

79

o85

70

74

85

123

393

480

a 384

234

Dec.

a 92

106

104

86

89

175

a 122

178

132

148

127

120

141

a 123

126

126

120

118

136

155

a 98

cl41

cl27

c]41

cl26

a Sundays.

6 Actual discharge measurement. See list of measurements.

c Actual discharge measurements gave values as follows: December 28,1908, 87 second-feet; December 29, 

1908, 84 second-feet; December 30,1908, 85 second-feet; December 31, 1908, 85 second-feet.

NOTE. During the frozen periods 1907-8 the discharge was much affected by ice conditions. Flashboards 

were used most of the time during both years.

Monthly discharge of Sandy River near Madison, Me., for 1907-8.

[Drainage area, (550 square miles.]

Month.

1907.

May........................................ ...

July...........................................

1908.

April ..........................................

May..... ......................................

July...........................................

Discharge in second-feet.

Maximum.

549 

206 

4,230 

11, 600 

9,620 

2,600 

2,660 

539 

2,690 

9,130 

13, 800 

5,990

13,800

2,200 

1,970 

5, 340 

7,270 

5,590 

5, 910 

145 

1,190 

630 

125 

480 

212

7,270

Minimum.

241 

93 

87 

1,430 

646 

80 

90 

62 

60 

238 

503 

333

00

157 

332 

630 

1,130 

503 

137 

62 

61 

4.5 

45 

72 

78

4.5

Mean.

365 

146 

462 

4,080 

2,770 

836 

628 

188 

395 

1,370 

2,350 

1,150

1,230

723 

837 

1,590 

2,950 

2,350 

1,000 

92.5 

291 

87.0 

68.9 

122 

125

853

Per 

square 

mile.

0.562 

.225 

!711 

6.28 

4.26 

1.29 

.966 

.289 

.608 

2.11 

3.62 

1.77

1.89

1.11 

1.29 

2.45 

4.54 

3.62 

1.54 

.142 

.448 

.134 

.106 

.188 

.192

1.31

Run-off 

(depth in 

inches on 

drainage 

area).

0.65 

.23 

.82 

7.01 

4.91 

1.44 

1.11 

.33 

.68 

2.43 

4.04 

2.04

25.69

1.28 

1.39 

2.82 

5.06 

4.17 

1.72 

.16 

.52 

.15 

.12 

.21 

.22

17.82

NOTE. Records of discharge at this station can only be classed as approximate. See description.
102 SURFACE WATER SUPPLY, 1907-8.

SEBASTICOOK RIVER AT PITTSFIELD, ME.

Sebasticook Kiver rises in ponds in southeastern Somerset and 

western Penobscot counties, and flows in general southwestward for 

45 miles to Kennebec River at Winslow, opposite Waterville. It is 

the largest tributary of the Kennebec, and it is also one of the most 

fully developed for power. Out of a total fall of 170 feet between 

Moose Pond and the Kennebec only about 50 feet remain undeveloped. 

Storage facilities are good, but have been only in part utilized. The 

basin is largely in farm lands.

The gaging station, which was established July 3, 1908, to obtain 

general statistical data regarding the total flow of the Sebasticook, is 

located at the steel highway bridge just above the Maine Central 

Railroad bridge across the river in the town of Pittsfield, Me.

About 800 feet upstream from the highway bridge is a dam which 

furnishes power to the Robert Dobson Company and the Smith 

Woolen Company; the dam of the Waverly Woolen mill is about 

one-half mile farther upstream. About 5 miles below the station and 

2 miles from Burnham is the Sebasticook Power Company's dam. 

There is a clear fall below the gage, and the dam below has no effect 

on the discharge.

The gage datum has remained the same since the establishment 

of the station. Conditions are good for obtaining accurate discharge 

data, and a rating curve has been partly developed, but is withheld 

pending the collection of additional information.

Discharge measurements of Sebasticook River at Pittsfield, Me., 1907-8.

Date.

1907.

1908. 

JulyS.........

July 23........

Hydrographer.

F. E. Pressey ......................................

.....do..............................................

Width.

Feet. 

108

106.5

105.5

100

98.5

96

Area of 

section.

Sq.ft. 

205

175

172

140

154

102

Gage 

height.

Feet. 

3.68

3.26

3.22

3.06

2.96

2.56

Discharge.

Sec. ft. 

486

362

322

231

224

86.7
KENNEBEC RIVER DRAINAGE BASIN. 103

Daily gage height, in feet, of Sebasiicoolc River at Pitlsfield, Me., for 1908. 

[Easter B. Morrill, observei.]

Day.

1. .........

2..........

3..........

5..........

6..........

7..........

8.......... 

9..........

10..........

11..........

12..........

1 3

14..........

15..........

July. Aug.

2.75

2.7

2.95

2.9

2.9

2.95

2.95

2.7 

2.7

2.95

2.95

9 Q

3.1

2.95

Sept.

2.85

2.85

2.85

2.6

2.6

2.85

2.85 

2.85

2.85

2.85

2.6

9 z.^

2.8

2.85

Oct.

2.75

2.7

2.55

2.55

2.8

2.8

2.85

2.8 

2.8

2.6

2.65 '^ 9

9 9

2.85

2.8

Nov.

2.55

2.85

2.85

3.0

2.95

2.8

2.6

2.5 

2.7

2.9

2.9

2.8

2.75

2.65

2.45

Dec.

2.85

2.75

3.0

2.9

2.6

2.4

2.8

3.0 

2.95

2.9

2.85

2.5

2.4

2.75

2.9

Day.

16. .........

17..........

18..........

19 ..........

21 ..........

22..........

23. ......... 

24..........

25..........

26..........

27 ..........

28..........

29. .........

30..........

July.

2.95

3.0

3.0

2.95

2.9

Aug.

2.85

3.05

3.0

3.0

3.0

2.95

2.75

2.7 

2.9

2.9

2.95

2.95

2.9

2.7

2.65

2.8

Sept.

2.85

2.8

2.8

2.55

2.5

2.75

2.75

2.75 

2.75

2.75

2.5

2.45

2.7

2.75

2.75

Oct.

2.75

2.6

2.65

2.75

2.8

2.8

2.65

2.55 

2.55

2.5

2.8

2.8

2.8

2.7

2.6

Nov.

2.7

2.8

2.9

2.9

2.7

2.65

2.4

2.65 

2.9

2.85

2.65

2.6

2.6

2.3

2.65

Dec.

2.95

2.9

3.0

2.8

2.7

3.0

3.0

2.9 

2.9

2.45

2.65

2.45

2.9

2.8

2.85

2.8

NOTE. Discharge in December probably not affected by ice conditions.

COBBOSSEECONTEE STREAM AT GARDINER, ME.

Cobbosseecontee Stream drains a group of lakes lying from 5 to 15 

miles west of Augusta. From the largest of these, Cobbosseecontee 

Great Pond, which has an area of 8.4 square miles, the river flows 

southward, eastward, and then northeastward, entering Kennebec 

River at Gardiner. Its total drainage area, 240 square miles, is 

largely in farm lands. The aggregate area of the ponds at the head 

of the stream is about 19 square miles. From Lake Maranacook 

one of the upper lakes to the Kennebec the fall is 206 feet, about 

128 feet of which occurs at Gardiner in the last three-fourths mile of 

the river course, where there are seven dams. The stream is quite 

fully developed for power and its excellent storage is very efficiently 

controlled, so that there is little waste of water.

Records of flow of Cobbosseecontee River have been kept at the 

dam of the Gardiner Water Power Company since 1890. This dam 

is the uppermost of a series of seven dams near the mouth of the 

river at Gardiner, and is of stone masonry, with a timber apron at 

the toe. The downstream face has an approximate slope of I horizontal to 4 vertical. The crest is horizontal and is about 6 feet wide. 

The upstream slope is about 1 vertical to 8 horizontal. The total 

length of the dam is about 100 feet, and flashboards 4.5 feet high are 

maintained continuously. The total head obtained is about 10 feet. 

The head-bay entrance is on the right bank, and from this runs a 

wooden penstock in which is placed a 39-inch Hercules wheel. In 

the head bay there is also a gatehouse with two gates which are kept 

partially open most of the time to regulate the proper flow down 

the river.
104 SURFACE WATER SUPPLY, 1907-8.

The records of flow are made up by considering (1) the flow over 

the dam, which is usually nothing, except for a short time in the 

spring; (2) the flow through the sluice gates, which is regulated by 

means of tables drawn up for the company by Hiram F. Mills, 

C. E., showing the discharge through the two gates for different 

pond level, the practical application of this method being to obtain 

a given flow at any time by setting these gates at the required gate 

opening, the flow through the wheel being taken into account; (3) 

the amount of water flowing through the 39-inch wheel, which is 

ascertained from this gate opening and pond level by means of a 

table, also provided for this purpose by Mr. Mills. The water that is 

pumped for the Gardiner supply is neglected in computations, being 

but a small percentage of the flow. It is also assumed that the tail 

water level remains constant. The leakage by the dam was measured 

during 1905 and found to be 10 second-feet, and correction made 

accordingly until August, 1907, when the dam was repaired. On 

Sundays and legal holidays gates are closed and no water is allowed 

to run unless the lake is full.

These records have been furnished by S. D. Warren & Co., through 

their engineer, Joseph A. Warren, and are considered excellent.

The maximum daily discharge since the establishment occurred 

March 12, 1903, and was 3,275 second-feet. The discharge for the 

minimum week (not including holidays or times when for some reason 

the plant was shut down) occurred October 23 to 29, 1899, and 

averaged 57 second-feet.

The Cobbosseecontee is a most remarkable example of the regularity of flow that can be obtained with proper storage, and except 

for a short time each spring there is usually no water wasted.

Data prior to 1907 have been compiled in Water-Supply Paper 198.

Daily discharge, in second-feet, of Cobbosseecontee Stream at Gardiner, Me., for 1907-8.

Day.

1907.

2...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

15...............

Jan.

280

280

280

a 10

280

280

a 10

280

280

Feb.

290

290

290

290

290

290

290

290

a 10

290

290

300

300

300

Mar.

300

310

310

310

310

310

310

a 10

310

310

310

310

310

Apr.

310

720

1,050

al,200

380

320

310

340

a 440

760

May.

300

290

290

« 10

290

290

290

June.

a 10

280

280

280

a 10

280

280

280

280

280

July.

280

150

280

280

280

280

280

a 10

280

Aug.

280

280

280

280

280

a 10

280

280

280

Sept.

aQ

270

270

270

270

a 0

270

270

270

270

an

Oct.

260

260

260

260

260

270

270

afl

270

270

Nov.

260

a()

o«n

^O A

OCA

820

0510

280

280

280

280

Dec.

oon

97n

97ft

270

270

aQ

270

270

270

aO

Sundays.
KENNEBEC EIVER DRAINAGE BASIN. 105

Daily discharge, in second-feet, of Cobbosseecontee Stream at Gardiner, Me., for 1907-8 

Continued.

Day.

1907. 

16...............

17...............

18.--.--..-.-.--.

19...............

20

21...............

22...............

23...............

24...............

25...............

26... ............

27...............

28

29...............

30...............

31...............

1908. 

1...............

2...............

5...............

6...............

7.--...-........

8..----.....-...

9...............

10...............

11...............

12...............

13...............

14...............

IS...............

16...............

17. ..............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29

30...............

31...............

Jan.

280

280

280

280

a 10

290

290

290

290

290

290

a 15

290

290

290

290

290

290

290

290

a 10

280

280

460

590

510

514

«570

950

970

930

880

620

a 270

300

300

310

300

300

oO

300

310

300

300

300

Feb.

300

<* 10

300

300

300

300

300

300

a 10

300

300

300

300

300

00

300

300

300

300

300

300

«0

300

300

300

300

300

300

a 300

730

945

960

970

930

870

720

500

315

350

Mar.

310

a 10

310

310

310

310

310

310

a 10

310

310

310

310

310

310

a 10

o365

375

385

385

385

385

385

o385

385

385

385

380

360

340

o340

340

340

340

340

340

310

o310

330

650

730

575

485

660

715

Apr.

1,020

1,100

1,150

1,180

950

a500

600

480

370

630

1,670

1.690

ol.500

1,200

980

730

865

985

960

o895

890

870

500

325

335

340

o340

335

320

310

300

300

290

oO

280

285

280

280

280

280

00

280

280

285

290

May.

290

290

290

"10

290

290

290

290

290

290

OlO

290

290

290

150

290

955

1,720

ol,820

1,820

1,750

1,430

1,100

980

710

o330

455

560

735

730

560

410

oO

280

280

280

280

280

280

00

280

280

280

280

280

140

a20

June.

a 10

280

280

280

280

280

280

a 10

280

280

280

280

280

280

a 10

145

410

815

960

960

960

o925

840

565

300

290

280

280

oO

280

280

280

280

280

280

00

280

280

275

270

270

270

oO

270

270

July.

280

280

280

280

280

olO

280

280

280

280

280

280

a 10

280

280

270

270

270

145

a 10

270

270

270

270

270

270

oO

270

270

270

270

270

270

00

270

270

270

270

270

270

oO

270

270

270

270

270

Aug.

280

280

olO

280

280

280

280

280

280

afl

270

270

270

270

270

270

270

00

270

270

270

270

270

270

oO

270

270

270

270

270

270

00

270

270

270

270

270

270

oO

270

270

270

270

270

270

oO

270

Sept.

270

270

270

270

270

00

240

240

240

260

260

260

270

270

270

270

270

aO

270

270

270

270

270

270

afl

270

260

260

260

260

260

oO

260

260

260

260

260

250

oO

250

250

250

Oct.

270

270

270

270

00

270

270

270

270

270

270

270

9fin

260

250

250

250

00

210

210

210

210

210

210

00

200

190

185

180

180

180

00

180

180

180

180

180 180'

00

180

180

180

180

180

180

Nov.

280

oQ

280

280

280

280

280

oQ

280

280

280

140

280

280

00

180

180

180

180

170

160

00

160

160

160

160

160

160

00

160

160

160

160

160

160

00

160

150

140

70

140

140

aQ

140

Dec.

27(

27(

27C

27C

27(

27C

OC

28C

OAT

15C

29C

29C

oC

29C

29C

14C

14C

14C

14C

12£

oC

12C

13C

14C

140

14C

14C

140

14C

140

140

140

14C

oQ

140

140

140

140

70

30

ofl

140

140

140

14C

a Sundays.

NOTE. Leakage of dam until August, 1907, taken as 10 second-feet as determined by measurements 

made during 1905. Repairs were made to the dam during August, 1907, and after about August 20 there 

was no leakage.
106 SURFACE WATER SUPPLY, 1907-8,

Monthly discharge of Cobbosseecontee Stream at Gardiner, Me., for 1907-8. 

[Drainage area, 240 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Per 

square 

mile.

Run-off 

(depth in 

inches on 

drainage

1907.

January....................................... 290

February...................................... 300

March......................................... 310

April.......................................... 1,690

May........................................... 910

June.......................................... 290

July........................................... 280

August........................................ 280

September.................................... 270

October....................................... 270

November..................................... 860

December..................................... 300

The year................................ __ 1,690

1908. '

January....................................... ! 970

February...................................... 970

March......................................... 730

April.......................................... 985

May........................................... 1,820

June.......................................... 960

July........................................... 270

August........................................ 270

September.................................... 270

October....................................... 250

November..................................... 180

December..................................... 140

The year................................ 1,820

10

10

10

310

10

10

10

0

0

0

0

0

249

255

261

798

335

236

237

243

220

232

294

223

1.04

1.06

1.09

3.32

1.40

.983

.988

1.01

.917

.967

1.22

.929

1.20

1.10

1.26

3.70

1.61

1.10

1.14

1.16

1.02

1.11

1.36

1.07

299 1.24 16.83

0

0

310

0

0

0

0

0

0

0

0

0

409

466

422

424

623

386

231

226

228

170

130

115

1.70

1.94

1.76

1.77

2.60

1.61

.962

.942

.950

.708

.542

.479

1.96

2.09

2.03

1.98

3.00

1.80

1.11

1.09

1.06

0.82

0.60

0.55

1.33 18.09

MISCELLANEOUS MEASUREMENTS IN KENNEBEC RIVER DRAINAGE

BASIN.

The following miscellaneous discharge measurements were made 

in Kennebec Kiver drainage basin during 1907-8:

Miscellaneous discharge measurements made in Kennebec River drainage basin in 1907-8.

Date. Stream. Locality. Width. Area of 

section.

B. M. Discharge.

1907.

May 15a.. 

June 5 6... 

June 5a...

Sebasticook River. 

....do............

.do.

Burnham, Me. 

.do........

.do.

1908. 

September 21«. Sebasticook River ...... Burnham, Me.

Feet.

166

178

Sq.ft.

851

551

685

439

Feet. 

15.44 

20.24 

16.27

17.58

Sec.-ft.

1,360

843

854

266

a Gaging made from railroad bridge. Reference point is top of bottom chord 5.5 feet from end inclined 

post on right bank, downstream truss.

& Gaging made from highway bridge. Reference point is top of guard rail of sidewalk 10 feet from right 

abutment, downstream side of bridge.
SURFACE WATER SUPPLY, 1907-8. 107

ANDROSCOGGIN RIVER DRAINAGE BASIN.

DESCRIPTION.

Androscoggin River is formed by the junction of Magalloway 

River and the outlet of the Umbagog-Rangeley Lakes near the 

Maine-New Hampshire boundary. For about 35 miles it flows 

southward in the State of New Hampshire, then turns abruptly 

and flows eastward in the State of Maine, finally turning toward the 

south and joining the Kennebec in Merrymeeting Bay, near Brunswick. The river is about 200 miles in length and the greatest width 

of its basin about 70 miles. The total drainage area is 3,470 square 

miles, about 80 per cent of which is in Maine. The only tributary of 

any importance is Little Androscoggin River, which enters at Lewiston.

The lower part of the basin is hilly and partially wooded, and much 

of it is in farm land, while the upper portion is very broken and 

mountainous and largely in forest. In general the elevation of the 

basin is greater than that of any other watershed on the Atlantic 

coast. Umbagog Lake is about 1,240 feet above mean tide, and 

Rangeley Lake about 1,500 feet. The sources of the Magalloway 

River reach elevations of from 2,600 to 2,900 feet.

Granite, gneiss, and mica schists are found along the main course 

of the river, with clay slate in the upper part of the basin. The bed 

of the river, like that of the Kennebec and Penobscot, is generally 

rocky where falls occur, with high banks little subject to overflow 

conditions that are advantageous in the development of water power.

The mean annual precipitation is probably about 40 inches, varying 

from 43 inches near the coast to less than 35 inches in the extreme 

northern part of the basin. Winter conditions in the northern portions of the basin are extremely rigorous and low water frequently 

occurs during the winter months on this account.

The Androscoggin is naturally provided with storage facilities as 

fine as those of any river in the east. Including the Umbagog-Rangeley series, which afford a combined water surface of about 80 square 

miles and a storage of about 15 billion cubic feet lake surface, 

its total amounts to about 312 square miles. Under the efficient 

management of the Union Water Power Company the storage 

afforded by these lakes has had a marked effect upon the regimen 

of flow during low water for the past few years. A number of the 

companies on the river have united during the last year in making 

plans for a dam on the Magalloway River which will afford approximately 8 billion cubic feet of additional storage and very materially 

increase the low-water flow of the Androscoggin.

Androscoggin River is probably more fully developed, in respect 

to water power per square mile of drainage area, than any river in the
108 SURFACE WATER SUPPLY, 1907-8.

country. Of the 1,240 feet fall between Umbagog Lake and tide 

water more than 600 feet has been developed, furnishing power to 

many mills, including the cotton mills of Brunswick and Lewiston, 

and the great pulp and paper mills of Livermore Falls, Rumford 

Falls, and Berlin; but there still remain some excellent unutilized 

sites of especial value on account of the uniform regimen of flow of 

the river.

Androscoggin River is an important stream for log driving, but 

more care is taken in the use of water for this purpose than on any 

of the other streams in the State of Maine, and consequently there 

is little waste of water during the driving season.

Little Androscoggin River, about 30 miles in length, with a drainage area of about 380 square miles, is well endowed with storage 

facilities and is an important water-power stream for its size. Developments have been made at Mechanic Falls and near Auburn, and 

there is still considerable unutilized power.

The longest record of flow on the Androscoggin is that at Rumford 

Falls, extending back to 1892. The driest year since the beginning 

of the records was 1904, and the wettest 1893, the total flow during 

these two years being about in the ratio of 1 to 1.66.

The following gaging stations have been maintained in this river 

basin:

Androscoggin at Gorham, N. H. (1903) fragmentary. 

Androscoggin River at Shelburne, N. H. (1903-1907). 

Androscoggin River at Rumford Falls, Me. (1892-1908). 

Androscoggin River at Dixfield, Me. (1902-1908).

RIVER SURVEYS IN ANDROSCOGGIN DRAINAGE BASIN.

Surveys have been made of Androscoggin River by the United 

States Geological Survey, as follows:

From tide water at Brunswick to Livermore Falls; survey for profile only. 

From Livermore Falls to Umbagog Lake at Errol Dam; for plan and profile.

The results of these surveys are being prepared for publication, and 

eventually may be had on application to the Director of the United 

States Geological Survey.

ANDROSCOGGIN RIVER AT SHELBURNE, N. H.

This station is located at the steel highway bridge about one-half 

mile north of the railway station at Shelburne, N. H., and was established May 30, 1903, to obtain general statistical and comparative 

data regarding the flow of the river. It was discontinued April 30, 

1907.
ANDEOSCOGGIN EIVEE DEAINAGE BASIN. 109

It is about 5f miles below the mouth of Peabody River and about 

6 miles above Wild River. The nearest developed power upstream 

is at the Lead Mine Bridge power station of the Berlin Mills Company: a plant constructed during 1906 about 2 miles distant. 

Down-stream the first dam is at Rumford Falls.

The gage datum has remained the same during the maintenance of 

the station. During the winter months the discharge is affected by 

the ice. Conditions for obtaining accurate discharge at medium and 

high stages are good, and a good rating curve has been developed 

within these limits. At low water conditions are poor for gagings 

and results approximate.

Daily gage height, in feet, of Androscoggin River at Shelburne, N. H.,for 1907. 

[James Simpson, observer.]

Day.

2.......

5.-.-...

6.......

7.......

8.......

9.......

10.......

11.......

12

13.......

14.......

Jan. Feb.

6.6

Mar.

6.75

Apr.

5.2

5.1

4.7

4.6

4.5

4.5

4.5

4.5

4.5

May.

9.5

Day.

10.......

17.......

19.......

20. ......

21.......

22

23.......

24. ......

25.......

26.......

27.......

28.......

29.......

30. ......

Jan.

6.5

Feb.

i*7

6.85

Mar.

6.7

6.5

Apr.

4.4

4.3

4.4

4.4

4.3

4.3

4.4

6.2

6.3

6.15

6.5

6.8

7.55

May.

NOTE. River frozen January 1 to March 31. 

surface in a hole in the ice.

During the frozen period gage heights were taken to water

Rating table for Androscoggin River at Shelburne, N. H.,for 1903-1907.

Gage 

height.

Feet.

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Sec.-ft.

1,100

1,212

1, 330

1,472

1,618

1,774

1,938

2,110

2,290

2,480

2,680

2,890

Gage 

height.

Feet.

5.10

5.20

5.30

5.40

5 50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

Discharge.

Sec.-ft.

3,105

3,325

3,545

3,775

4,005

4,240

4,480

4,725

4,970

5,225

5,480

5,740

Gage 

height.

Feet.

0.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

Discharge.

Sec.-ft.

0,000

6,265

6,535

6,810

7,090

7,375

7,660

7,950

8,530

9,130

9,730

10,330

Gage 

height.

Feet.

8.00

8.20

8.40

8.60

8.80

9.00

9.20

9.40

9.60

Discharge.

Sec.-ft.

10, 930

11,550

12, 170

12,790

13, 410

14, 030

14,670

15,310

15,950

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measurements made during 1903-1906, and is well defined between gage heights 4.3 feet and 7.7 feet.
110 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Androscoggin River at Shelburne, N. H.,for 1907. 

[Drainage area, 1,500 square miles.]

Month.

May 1 ..................................

Discharge in second-feet.

Maximum. Minimum.

i

13,300 

15, 600

1,620

Mean.

1,000 

900 

1,300 

3,330

Per 

square 

mile.

0.667 

.600

.867 

2.22

Run-off 

(depth in 

inches on 

drainage 

area).

0.77 

.62 

1.00

2.48

Accuracy.

C. 

C. 

C. 

B.

NOTE. Discharge January to March determined from discharge at Rumford Falls and climatological 

reports.

ANDROSCOGGIN RIVER AT RUMFORD FALLS, ME.

The discharge of Androscoggin River at Rumford Falls since 1892 

has been computed and furnished by Charles A. Mixer, engineer for 

the Rumford Falls Power Company, by adding the actual measured 

quantities passing through the wheels to the computed flow over 

the dam, using the customary Francis weir formula with modified 

coefficient.

At Rumford Falls is one of the finest water powers on the Atlantic 

coast. Here the Androscoggin descends 177 feet in a mile in several pitches over granite ledges. A comprehensive plan of development for the use of power from three levels has been laid out and 

partly executed. From the high-level canal there is a fall of 97 

feet to the middle level, which also receives a direct and independent 

supply of water from the river. The water in the middle-level canal 

is then used and discharged, after a fall of 50 feet, into the low-level 

canal, from which, in turn, there is a final drop of 30 feet to the 

river. Dams have been built at the entrance of the high and middle level canals.

At present about 19,000 gross horsepower are utilized at Rumford 

Falls, largely in the manufacture of pulp and paper. The total comprises some 40,000 gross horsepower, under present conditions of 

storage in the Rangeley Lake system. Further storage will probably be available in a few years and add still more to the value of 

this privilege, which is only about 85 miles by rail from Portland and 

has excellent transportation facilities.

The maximum daily discharge occurred April 15, 1895, and was 

about 55,200 second-feet. The discharge for the minimum week 

occurred February 15 to 21, 1904, and averaged 686 second-feet.
ANDBOSCOGGIN EIVEE DEAINAGE BASIN. Ill 

Daily discharge, in second-feet, of Androscoggin River at Rumford Falls, Me., for 1907-8.

Day.

1907. 

1........ .....

2 .

3.. . ...

4........

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..............

1908. 

1..............

2..............

3..............

4..............

S. .............

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..............

Jan.

1,592

1,720

1,678

1,636

1,772

ol,870

1,824

1,858

1,742

1,626

1,631

1,631

a 1, 547

1,514

1,578

1,479

1,422

1,411

1,457

a 1, 424

1,502

1,644

1,527

1,469

1,398

1,392

o 1, 370

1,285

1,409

1,355

1,316

2,909

2,912

2,755

2,500

o 2, 537

1,954

2,657

2,822

3,212

2,932

2,771

o 2, 720

2,613

2,735

2,545

2,5%

2,289

2,440

02,264

2,088

2,460

2,601

2,526

2,518

2,445

o 2, 442

2,680

3,103

2,867

2,599

2,282

Feb.

1,319

1,378

al,456

1,408

1,494

1,434

1,451

1,434

1,471

ol,445

1,447

1,460

1,388

1,388

1,402

1,404

a 1,401

1,329

1,419

1,357

1,367

1,329

1,339

ol,279

1,211

1,337

1,323

1,338

2,345

a2,276

2,207

2,358

2,173

2,245

2,272

2,242

a2,117

1,992

2,362

2,409

2,425

2,446

2,626

<»5,984

5,361

3,854

3,180

3,041

2,892

3,243

02,663

2,748

2,735

2,647

2,684

2,674

2,679

Mar.

1,348

1,362

a 1, 352

1,282

1,387

1,450

1,486

1,518

1,552

ol,451

1,528

1,570

1,538

1,530

1,546

1,534

ol,488

1,582

1,690

1,609

1,534

1,442

1,641

ol,855

1,957

1,932

1,819

1,904

3,198

5,819

07,224

a2,644

2,610

2,662

2,602

2,663

2,656

2,606

02,305

2,634

2,618

2,501

2,552

2,535

2,642

02,707

3,617

3,949

3,370

2,916

2,626

3,049

a 2, 446

2,922

3,831

4,476

4,055

5.221

8,097

<»9,898

7,987

6,387

Apr.

6,104

4,732

4,131

4,037

4,103

4,072

a 3, 875

3,770

3,376

2,916

3,251

3,207

3,206

03,227

3,248

3,078

3,095

3,163

3,406

3,365

03,248

3,131

4,160

12,045

11,332

9,222

11,542

oll,809

12, 697

17,943

6,454

5,987

5,278

4,409

03,828

5,004

6,433

6,340

5,184

5,013

5,800

o5,956

5,240

4,740

5,029

6,781

5,144

4,674

o 5, 174

5,350

4,612

4,194

4,094

8,838

8,334

all,561

13,649

15,667

15,894

13,049

May.

23, 834

19,312

14, 816

13,465

ol2,231

11,085

9,756

9,988

10,780

10, 781

10, 338

08,696

8,165

9,946

9,875

9,912

12, 092

10,591

09,551

10, 233

8,916

8,300

7,567

6,472

5,259

o 4, 970

4,681

4,766

4,484

4,069

3,885

18,696

17,017

012,282

11,584

10,370

9,638

8,660

8,457

9,251

010,349

10, 823

10,256

10,673

10,026

8,769

8,780

08,699

8,629

8,507

8,203

7,089

6,389

6,480

05,488

5,073

4,939

5,568

5,683

5,589

6,078

all,935

June.

3,617

03,720

3,822

3,865

3,584

4,736

4,209

3,800

o 3, 473

3,718

3,723

3,375

3,220

3,189

3,241

o 3, 278

3,314

2,951

3,030

4,670

4,621

3,892

03,554

3,215

3,157

4,227

4,794

3,866

3,276

05,016

10, 892

8,913

7,256

7,197

7,156

6,357

o 5, 148

5,047

4,679

4,034

3,603

3,457

3,452

03,217

3,183

4,020

4,442

3,907

3,628

3,019

13,051

3,082

2,921

2,677

2,234

2,352

2,281

01,625

1,738

2,093

July.

6,756

5,550

4,556

3,733

3,758

3,301

02,811

3,141

2,951

2,852

2,786

2,810

3,003

o 2, 732

2,861

2,665

2,451

2,448

2,338

2,106

02,065

1,998

2,217

2,267

2,373

2,434

2,788

o 2, 553

2,530

2,502

2,777

1,567

1,785

1,645

1,600

ol,400

1,320

1,942

1,947

1,990

1,903

1,536

ol,259

1,264

1,554

1,397

1,392

1,521

1,906

oi,864

2,783

2,603

2,022

1,717

1,659

1,592

al,787

1,761

1,845

1,685

1,713

1,780

Aug.

3,076

2,880

2,796

03,070

3,343

3,071

2,676

2,541

2,398

2,305

o 2, 027

1,937

2,003

1,872

1,813

1,738

1,434

oi,487

1,602

1,581

1,427

1,520

1,545

1,629

o 1, 575

1,398

1,643

1,602

1,745

1,812

1,814

1,562

ol,695

1,309

1,286

1,438

3,089

3,017

2,158

o 1, 781

1,454

1,580

1,971

1,847

1,922

1,593

ol,600

1,176

1,426

1,475

1,487

1,483

1,471

ol,310

1,149

1,390

1,287

1,375

1,331

1,346

o 1, 330

1,315

Sept.

ol,613

1,668

1,724

2,327

3,067

3,273

2,401

o 2, 224

1,642

2,019

1,895

4,517

3,045

2,535

o 2, 202

1,820

2,275

1,971

1,916

1,782

1,800

ol,685

1,329

2,624

3,098

2,802

2,440

2,258

02,735

7,171

1,240

1,388

1,519

1,493

1,511

ol,411

1,332

1,190

1,380

1,423

1,386

1,370

ol,438

1,190

1,380

1,423

1,386

1,370

1,438

o 1, 217

1,192

1,390

1,287

1,334

1,381

1,444

o 1, 403

1,388

1,761

1,719

Oct.

5,279

3,938

3,335

3,367

4,547

o 3, 399

2,434

4,351

6,207

4,552

3,591

4,319

04,645

5,269

4,824

4,321

4,094

3,873

3,566

03,005

2,380

2,813

2,715

2,522

2,390

2,344

o 2, 107

5,413

14, 016

12,067

7,089

1,621

1,707

1,727

oi,637

1,591

1,595

1,586

1,567

1,503

1,540

ol,471

1,677

1,593

1,566

1,582

1,509

1,586

ol,489

1,534

1,558

1,518

1,594

1,512

1,463

ol,404

1,450

1,518

1,542

1,581

1,636

1,471

Nov.

5,783

5,490

o23, 019

16,811

9,210

10, 269

22,771

16, 759

12, 320

olO, 745

10,760

9,414

7,447

6,495

5,493

5,096

o 3, 925

4,319

4,339

3,981

3,461

3,451

3,418

03,082

3,175

3,716

3,234

3,118

3,037

2,899

al,249

1,138

1,473

1,487

1,600

1,500

1,533

o 1, 285

1,425

1,484

1,547

1,566

1,552

1,526

ol,555

1,485

1,501

1,382

1,358

1,442

1,374

o 1, 444

1,346

1,513

1,572

1,733

2,080

1,949

o 1, 702

1,553

Dec.

o2,116

2,043

2,686

2,482

2,265

2,418

2,711

o2,569

2,600

4,601

14, 933

9,940

3,680

3,170

03,083

3,126

3,767

3,432

3,211

2,975

3,009

02,605

3,043

4,703

4,545

4,109

3,640

3,671

o 3, 223

3,185

3,247

1,677

1,350

748

1,012

1,383

o 1, 177

1,134

1,200

1,341

1,220

1,117

1,155

ol,240

1,260

1,338

1,183

1,110

1,038

1,052

o 1, 132

1,022

1,119

995

935

924

950

ol,093

987

980

972

909

Sundays.
112 SUEPACE WATER SUPPLY, 1907-8.

Monthly discharge of Androscoggin River at Rwnford Falls, Me., for 1907-8. 

[Drainage area, 2,090 square miles.]

Month.

1907.

April.... ......................................

July...........................................

1908.

April..........................................

July. ..........................................

December .......... . . ........... ...

The year. ...............................

Discharge in second-feet.

Maximum.

1,870 

1,490 

7,220 

17,900 

23,800 

5,020 

6,760 

3,340 

7,170 

14,000 

23,000 

14,900

23,800

3,210 

5,980 

9,900 

15,900 

18,700 

10,900 

2,780 

3,090 

1,760 

1,730 

2,080 

1,680

18,700

Minimum.

1,280 

1,210 

1,280 

2,920 

3,880 

2,950 

2,000 

1,400 

1,330 

2,110 

2,900 

2,040

1,210

1,950 

1,990 

2,300 

3,830 

4,940 

1,620 

1,260 

1,150 

1,190 

1,400 

1,140 

748

748

Mean.

1,550 

1,390 

1,940 

5,680 

9,640 

3,740 

2,970 

2,040 

2,460 

4,480 

7,570 

3,770

3,940

2,610 

2,790 

3,670 

6,920 

9,030 

4,220 

1,730 

1,600 

1,390 

1,560 

1,510 

1,120

3,180

Per 

square 

mile.

0.742 

.665 

.928 

2.72 

4.61 

1.79 

1.42 

.976 

1.18 

2.14 

3.62 

1.80

1.88

1.25 

1.33 

1.76 

3.31 

4.32 

2.02 

.828 

.765 

.665 

.746 

.722 

.536

1.52

Run-off 

(depth in 

inches on 

drainage 

area).

0.86 

.69 

1.07 

3.04 

5.32 

2.00 

1.64 

1.13 

1.32 

2.47 

4.04 

2.08

25.66

1.44 

1.43 

2.03 

3.69 

4.98 

2.25 

.95 

.88 

.74 

.86 

.81 

.62

20.68

ANDROSCOGGIN RIVER AT DIXFIELD, ME.

This station was established August 22, 1902, to obtain general 

statistical and comparative data regarding the flow of Androscoggin 

River, and was discontinued July 1, 1908.

It was located about one-half mile west of Dixfield which is situated just above the confluence of Webbs River, at the highway 

bridge on the road to West Peru.

It is about 4^ miles below the large development at Rumford 

Falls. During the winter months the discharge is affected by ice. 

Conditions for obtaining accurate discharge data are good, and a 

fairly good rating curve has been developed for low and medium 

stages. The curve has not been developed for high stages. The 

gage datum has remained the same during the maintenance of the 

station.
ANDKOSCOGGIN RIVER DRAINAGE BASIN. 113

Daily gage height, in feet, of Androscoggin River at Dixfteld, Me., for 1907-8. 

[S. F. Robinson, observer.]

Day.

1907.o 

1...............

2...............

3...............

6...............

8.....--..-...-.

9...... ......... 10...............

11...............

12...............

13...............

14...............

15...............

16...............

18...............

19...............

20. ..............

21...............

22. ..............

23. ..............

24. ..............

oc

26. ..............

27...............

28. ..............

29...............

30.....--.......-

31 ..............

Day.

1908.6 

1.......... 

2.......... 

3. .........

4..........

5..........

6.......... 

7..........

8.......... 

9.......... 

10..........

11..........

12..........

13.......... 

14.......... 

15..........

Jan.

8.5

'"8.3

8.2

8.2

9.5

9.3

8.2

Jan.

8.9 

8.8 

8.55

8.35

8.35

8.25 

8.65 

8.65 

8.95 

9.05

9.05 

9.0

8.45 

8.4 

9.8

Feb.

11.0 

11.1 

11.0

10.9

11.0

11.1 

11.1 

11.1 

10.9 

11.0

11.1 

11.1

11.0 

11.0 

10.9

Feb.

8.3

8.3

9.2

9.1

Mar.

10.8 

10.7

10.8

10.6 

10.3 

30.3 

10.1 

10.1

10.1 

9.7

9.5 

9.2 

9.0

Mar.

9.3

9.3

8.25 

8.05 

8.2 

8.05

8.1 

7.95 

8.1

8.25 

8.15

8.4 

8.25 

8.25 

8.65 

9.8 

10.6

Apr.

9.9 

9.85 

9.8

9.85

9.4 

9.3 

10.15 

9.85 

9.6

9.95 

10.1

9.8 

9.4 

9.45

Apr.

10.15 

9.75 

9.5 

9.3 

9.25

9.35 

9.25 

9.15 

! 8.95 

8.7

8.8 

9.0

8.85 

8.8 

8.8

8.85 

8.95 

8.9 

8.95 

8.9

8.75 

8.8 

9.25 

11.3 

12.0

11.5 

11.6 

11.5 

12.4 

13.05

May.

12.95 

L3.6 

L2.45

LI. 4

10.9 

10.65 

10.6 

10.75 

11.25

11.15 

LI. 2

11.05 

11.05 

10.55

May.

14.75 

13.95 

12.55 

12.1 

11.6

11.4 

11.05 

11.0 

11.3 

11.3

11.15 

10.7 

10.5 

10.9 

11.0

10.9 

11.55 

11.2 

10.9 

11.0

10.75 

10.5 

10.3 

9.9 

9.65

9.5 

9.35 

9.4 

9.35 

9.2 

9.1

June.

11.6 

10.75 

10.4

10.1

10.1

10.05 

9.8 

9.45 

9.55 

9.3

9.1

8.95

8.8 

8.65 

8.65

June.

9.1 

8.95 

9.0 

9.1 

9.05 

1 9.45 

9.4 

9.05 

9.0 

9.0

9.05 

8.95 

8.95 

8.8 

8.75

8.65 

8.65 

8.65 

8.6 

8.95

' 9.4 

9.05 

8.8 

8.65 

8.65

9.15 

9.35 

9.05 

8.75 

8.9

July.

10.05 

9.8 

9.35 

9.15 

8.9

8.85 

8.7 

8.65 

8.7 

8.5

8.5 

8.5 

8.55 

8.35 

8.45

8.4 

8.25 

8.2 

8.25 

8.05

8.05 

7.95 

8.15 

8.1 

8.1

8.2 

8.6 

8.25 

8.2 

8.3 

8.3

Day.

- 1908.6 

16.......... 

17.......... 

18..........

19

9ft

21.......... 

22.......... 

23.......... 

24.......... 

25..........

26.......... 

27..........

28.......... 

29.......... 

30..........

31..........

Aug.

8.55 

8.5 

8.45 

8.45 

8.65

8.6

8.45 

8.4 

8.35 

8.25

8.1 

8.05 

8.15 

8.0 

8.0

7.95 

7.75 

7.55 

7. 7 

7.9

7.65 

7.7

7.8 

7.8 

7.8

7.65 

7.9

7.85 

7.85 

7.9 

7.85

Jan.

9.8 

11.6

"io.'i"

10.5 

10.2 

10.5

10.7

Sept.

7.75 

7.95 

8.15 

8.25 

8.5

8.55 

8.35 

8.15 

7.65 

8.0

8.0 

9.3 

8.7 

8.35 

8.15

7.85 

8.2 

8.05 

8.0 

7.9

7.9 

7.9

7.7 

8.0 

8.75

8.55 

8.35 

8.2 

8.3 

10.25

Feb.

11.0 

11.0 

10.9 

11.0 

11.1

10.9 

11.0 

11.0 

11.1 

10.9

11.0 

10.9 

10.9 

10.9

Oct.

9.6 

9.15

8.85 

8.7 

9.55

8.9 

8.25 

8.55 

10.1 

9.4

9.0 

9.15 

9.4 

9.4 

9.3

9.1 

9.0 

8.95

8.8 

8.5

8.0 

8.5 

8.45 

8.35 

8.25

8.15 

8.15 

8.4 

12.2 

11.9 

10.85

Mar.

9.0 

9.35 

9.3 

9.05

8.8

8.55 

8.4 

8.55 

9.0 

9.4

9.3 

9.45 

10.3 

10.9 

10.6 

9.95

Apr.

10.15 

9.65 

9.65 

9.65 

9.85

9.5 

9.3 

9.15 

10.2 

10.7

11.8 

12.15 

12.55 

12.65 

12.35

Nov.

9.85 

9.6 

13.9 

13.75 

10.9

10.5 

14.05 

13.45 

11.65 

11.4

11.05 

10.6 

10.35 

10.0 

9.75

9.45 

9.35 

8.9 

9.25 

9.05

8.8 

8.8 

8.8 

8.7 

8.65

8.85 

8.7 

8.6 

8.55 

8.45

May.

10.7 

10.7 

10.65 

10.45 

10.35

10.2 

9.9 

10.0 

9.8 

9.55

9.45 

9.8 

9.8 

9.65 

9.8 

11.45

Dec.

8.4 

8.3 

8.45 

8.15 

8.5

8.45 

8.5 

8.4 

8.3

8.7

12.35 

11.1 

9.6 

8.9 

9.05

8.8 

8.95 

8.8 

8.9 

8.9

8.65 

8.8 

8.5 

9.1 

9.45

9.3 

9.05 

8.9 

9.2

8.85 

8.7

June.

9.1 

9.4 

9.1 

9.05

8.8

8.5 

8.55

8.7 

8.55 

8.2

8.15 

8.15

7.7 

8.0 

8.05

olce conditions during January, February, and March, 1907. Discharge not affected by ice conditions 

December, 1907. During the frozen seasons, 1907-8, gage heights are to water surface in a hole cut in the ice. 

6 Ice conditions from January 6 to March 20, 1908.

16254 IRR 241 10 8
114 SUKFACE WATER SUPPLY, 1907-8.

Rating table for Androscoggin River at Dixfield, Me., for 1906-1908.

Gage 

height.

Feet.

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.60

8.70

Discharge.

Sec.-ft.

1,430

1,540

1,660

1,790

1,940

2,100

2,280

2,480

2,690

2,910

3,150

3,410

3,680

Gage 

height.

Feet.

8.80

8.90

9.00

9.10

9.20

9.30

9.40

9.50

9.60

9.70

9.80

9.90

10.00

Discharge.

Sec.-ft.

3,970

4,270

4,580

4,900

5,230

5,580

5,940

6,310

6,690

7,080

7,470

7,870

8,280

Gage 

height.

Feet.

10.10

10.20

10.30

10.40

10.50

10.60

10.70

10.80

10.90

11.00

11.20

11.40

11.60

Discharge.

Sec.-ft.

8,700

9,130

9,560

10,000 .

10, 450

10,900

11,360

11,830

12,310

12,800

13,810

14, 840

15, 880

Gage 

height.

Feet.

11.80

12.00

12.20

12.40

12.60

12.80

13.00

13.20

13.40

13.60

13.80

14.00

15.00

Discharge.

Sec.-ft.

16,940

18,000

19,060

20, 130

21,210

22,300

23,400

24,500

25,600

26,720

27, 840

28,960

34,660

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 12 

discharge measurements made during 1903-1906, and is well defined below gage height 11 feet.

Monthly discharge of Androscoggin River at Dixfield, Me., for 1907-8. 

[Drainage area, 2,230 square miles.]

January... 

February.. 

March.....

April......

May.......

June.......

July.......

August....

September. 

October....

November. 

December..

Month.

1907.

The year.

1908.

Discharge in second-feet.

Maximum.

2,250

1,800

10,000

23,700

33,200

6,120

8,490

3,540

9,340

19, 100

29, 200

19,900

33, 200

4,270

7,200

12, 300

21,500

26, 700

15, 900

Minimum.

1,550

1,450

1,550

3,680

4,900

3,410

2,020

1,480

1,600

2,100

3,030

2,380

1,450

2,350

2,400

2,770

4,740

6,120

1,660

Mean.

1,870

1,680

2,340

7,860

12, 700

4,490

3,380

2,270

2,770

5,450

9,710

4,800

4,940

3,160

3,360

4,530

9,310

11,800

5,350

Per 

square 

mile.

0.839

.753

1.05

3.52

5.70

2.01

1.52

1.02

1.24

2.44

4.35

2.15

2.22 '

1.42

1.51

2.03

4.17

5.29

2.40

Run-ofl

(depth in 

inches on 

drainage 

area).

0.97

.78

1.21

3.93

6.57

2.24

1.75

1.18

1.38

2.81

4.85

2.48

30.15

1.64

1.63

2.34

4.65

6.10

2.68

Accuracy.

A.

A.

A.

B.

B.

A.

A.

B.

B.

A.

A.

A.

A.

A.

A.

B.

B.

A.

January.. 

February. 

March....

April.....

May......

June.....

NOTE. Discharge during the winter periods based on the discharge at Rumford Falls.

Discharge January 6 to 31, 1908. 

March 1 to 20, 1908...

Second

feet.

... 3,110 

... 3,400
PRESTJMPSCOT RIVER DRAINAGE BASIN. 115

MISCELLANEOUS MEASUREMENTS IN ANDROSCOGGIN RIVER DRAINAGE

BASIN.

The following miscellaneous discharge measurements were made 

in Androscoggin River drainage basin during 1908:

Miscellaneous discharge measurements made in Androscoggin River drainage basin in 1908.

Date.

Do.........

Stream.

River. 

.....do..................

.....do..................

Locality.

Oxford, Me. 

Mechanic Falls, Me. .....

Width.

Feet. 

62

38

97

Area of 

section.

Sq.ft. 

139

56.4

177

Gage 

height.

Feet, 

a, 19. 61

b 23. 46

(«)

Discharge.

Sec.-ft.

78

64

152

a Bench mark is top of top board of side of bridge, 74 feet from initial point. Initial point is shore edge 

of end post, downstream truss, left abutment.

b Bench mark is top of horizontal tie plank, 30 feet from initial point and 2 feet from top of lower chord. 

Initial point is shore edge of end post, downstream truss, right abutment.

cHead gage read +32 inches; tail-water gage read 1 foot (normal); height of flashboards 29 inches. 

Zero of tail-water gage is top of flashboards of Poland Paper Company's dam. Crest of dam to zero of 

tail-water gage, 13 feet. Gate opening of No. 2 gate, TV

PRESUMPSCOT RIVER DRAINAGE BASIN.

DESCRIPTION.

Presumpscot River, the outlet of Sebago Lake, rises about 17 miles 

northwest of Portland. The principal tributary of the lake is 

Crooked River, a stream heading 35 miles farther north and within 

3 miles of the Androscoggin. The area of the lake is 46 square miles. 

The total water surface in the drainage basin is 97 square miles. 

The area of the drainage basin at the outlet of the lake is 420 square 

miles, and at the mouth of the river 600 square miles.

The northern part of the basin is mountainous and wooded; the 

southern part is moderately hilly and mostly in farm land. Granite, 

gneiss, and mica-schists appear in many places, and the soil is 

gravelly and sandy. The fall from Sebago Lake to tide water is about 

265 feet in a distance of nearly 22 miles, or an average of about 12 

feet per mile.

The mean annual precipitation is probably about 42 inches. The 

river and lake generally freeze over during the winter.

Sebago Lake is a magnificent natural storage reservoir, and its 

utilization for this purpose has made the regimen of flow of the 

Presumpscot extremely regular. Nowhere in the United States is 

there a better example of efficient regulation of storage than on the 

Presumpscot.

A record of flow from Sebago Lake has been kept since 1887. 

During this period of over twenty years the driest season was that 

of 1905, and the wettest 1891, the total flow for these two years being 

about in the ratio of 1 to 2.22.
116 SURFACE WATEE SUPPLY, 1907-8.

PBESUMPSCOT EIVER AT OUTLET OF SEBAGO LAKE, ME.

Since January, 1887, the flow from Sebago Lake has been regularly recorded, the quantity being deduced during most of this time 

from the openings in the gates at the dam, the discharging capacity 

of which under different conditions of head has been determined and 

tabulated by Hiram F. Mills, of Lowell. In March, 1904, S. D. 

Warren & Co. completed a hydroelectric plant at Eel Weir Falls, 

near Sebago Lake, bringing water directly from the dam at the lake 

by means of a canal. A head of 40 feet is thus obtained at average 

lake level.

The development at Eel Weir has necessitated a different method 

of recording the flow from the lake. The water is used through three 

pairs of 33-inch Hercules wheels. The water used by these wheels 

is recorded by three Alien meters, one on each pair. These meters 

were rated by the result of a test at Holyoke of one pair of these 

wheels.

Since the station was finished the performance of the wheels and 

of the recording meters has been checked by careful current-meter 

readings in the canal and brake tests of the wheels, combined with 

electrical readings of the generator output. The records of the 

generator output of the station are kept and the constant ratio between these readings and the Alien meter records gives a good check 

on the latter.

It is usually desired to keep a constant flow through the canal, 

and when demands for power are not sufficient to utilize the entire 

flow through the wheels the excess of water is run off through a pair 

of regulating gates at the power station, a record of the openings of 

these gates being kept and the flow computed from a coefficient 

determined by current-meter tests.

The flow at times from the lake may be greater than it is safe to 

carry through the canal, though this has not as yet happened. At 

such times it will be necessary to draw part of the water through the 

old regulating gates in the main dam.

A continuous record of the Sebago Lake level has been kept since 

January, 1872. The lake fills rapidly after March 1, attaining its 

maximum height between the middle of April and June 1, and then 

gradually subsides as water is withdrawn for mill purposes, until a 

minimum stage is reached sometimes in the autumn but usually 

in the winter.

The records of lake level and discharge make an unusually complete and valuable series of data. These have been furnished from 

time to time by S. D. Warren & Co., and the data regarding the new 

methods of measurement, etc., is from a description furnished by 

Joseph A. Warren.
PEESUMPSCOT EIVEB DBAINAGE BASIN. 117

The maximum daily discharge occurred from April 25* to May 75 

1898, and was a continuous flow of 2,000 second-feet. The discharge 

for the minimum week (not considering periods when for some reason the plant was not running) occurred March 17 to 23, 1907, and 

averaged 256 second-feet.

Daily discharge, in second-feet, of Presumpscot River at outlet of Sebago Lake, Me., for

1907-8.

Day.

1907.

2

3

4. ..............

8----..--..---..

9

12...............

13...............

16.-.-.......-...

18-.-..----.--.-.

20...............

21. ..............

22

23.. .............

25. .............. 

26...... .........

27

28.. ............ .

29-....--.-.-....

30

31

1908. 

1...............

2...............

3.............. .

5...............

7...............

10...............

12...............

13...............

15.. ...... .......

17...............

18......... ......

20. ..............

21...............

22...............

23....... ....... .

25.--....-..--...

Jan.

520

522

522

522

522

a 382

522

522

500

515

522

513

» 393

522

522

522

522

522

522

a 417

522

517

517

520

522

522

«427

522

522

522

522

668

667

668

667

a 318

745

723

558

720

742

a 200

668

750

750

750

750

742

a 383

750

750

750

750

750

730

Feb.

517

522

a 417

522

522

522

522

522

522

a 335

518

518

517

517

508

517

a 325

517

517

517

517

515

515

a 263

333

433

333

333

725

a 542

817

817

817

893

800

a 450

817

822

823

820

823

717

a 467

812

820

822

817

822

808

a 542

812

818

Mar.

333

333

a 228

350

350

350

350

350

350

i225

345

345

345

342

283

267

a 192

267

267

267

267

267

267

a 208

267 

283

325

333

333

333

a 500

810

820

820

820

800

533

a 333

817

822

820

818

758

328

i 103

585

525

525

600

553

267

a 58

615

470

515

Apr.

317

267

267

267

285

272

i 173

272

290

328

418

417

418

« 317

418

420

417

418

415

400

a300

417

418

417

427 

425

413

i287

415

417

613

662

625

292

a 217

667

733

717

550

617

233

i!50

617

667

667

667

633

283

a 158

550

617

675

675

683

225

May.

417

417

417

408

a 282

417

417

417

417

417

417

a342

548

548

550

550

552

552

a 350

552

552

550

550

553

551

i 445

550

552

550

485

550

400

242

a 158

533

633

667

667

517

233

a 83

683

800

817

817

817

267

a 117

748

825

825

825

825

254

i 167

770

June.

550

a 417

550

550

547

550

550

550

a375

550

550

550

552

552

552

a 367

552

552

552

552

552

552

i439

550

547 

520

513

540

535

i 433

550

783

788

808

825

150

a 280

725

750

775

817

825

275

a 258

733

825

800

792

700

300

a 262

733

817

817

817

July.

543

368

570

493

a 385

547

548

547

547

547

a 410

540

538

548

553

588

593

i308

500

495

497

503 

503

493

«408

500

500

493

733

717

400

67

a 200

333

333

333

333

333

167

a 200

733

750

750

733

750

700

i358

750

750

750

750

750

617

Aug.

488

i333

427

433

427

432

427

430

«370

437

437

437

450

435

435

1347

433

433

443

433

433

433

i373 

412

373

373

373

373

650

«333

767

750

750

767

750

700

«300

750

742

550

650

683

650

«375

782

782

767

783

783

667

« 367

817

817

Sept.

275

275

275

275

275

275

i272

333

337

335

337

337

337

a 308

337

357

433

373

408

400

i258

387

382

393 

405

410

402

a 160

403

817

817

817

783

617

i442

750

783

783

783

783

725

a 467

783

783

733

783

783

667

a 400

792

792

800

792

792

Oct.

405

552

542

542

542

. 542

542

542

a 231

543

540

540

540

542

542

a 270

538

538

540

540

542 

502

a268

540

540

553

800

783

617

i325

800

800

800

800

800

633

i267

792

783

800

800

792

700

«358

817

817

800

783

767

650

i383

Nov.

a225

542

542

542

542

545

545

i398

685

686

684

664

674

661

i332

691

680

678

677

672

647

i433

670 

668

660

660

672

663

i392

733

750

742

750

750

583

i333

742

750

758

758

750

625

i430

750

750

733

717

642

625

i443

768

762

717

Dec.

n o en

677

672

672

647

i272

668

665

670

670

671

663

i438

672

672

677

670

670

680

i268

677

677

675 

662

672

668

i 272

667

668

680

682

695

650

a 417

650

553

593

605

562

580

i422

608

607

628

610

612

617

i392

622

642

625

625

608

< Sundays.
118 SURFACE WATER SUPPLY, 1907-8.

Daily discharge, in second-feet, of Presumpscot River at outlet of Sebago Lake, Me., for

1907-8 Continued.

Day.

1908. 

26...............

27............ ..

28...............

29...............

30...............

31...............

J;;n.

792

817

70S

800

817

Feb.

820

822

Mar.

550

578

278

467

608

Apr.

567

517

667

May.

825

825

825

300

a 58

June.

692

350

"308

800

767

July.

a 217

750

750

817

800

Aug.

817

817

817

700

Sept.

583

783

800

783

Oct.

742

717

742

750

633

Nov.

667

678

a 400

Dec.

617

EDO

o Sundays.

Monthly discharge of Presumpscot River at outlet of Sebago Lake, Me., for 1907-8. 

[Drainage area, 420 square miles.]

Month.

January... 

February.. 

March......

April......

May.......

June......

July.......

August. 

September. 

October... 

November. 

December.

1907.

The year.

January....

February.. 

March......

April.......

May........

June.......

July........

August.....

September. 

October 

November. 

December..

1908.

The year.

Discharge in second-feet.

Maximum .

522

522

350

Minimum.

382

263

167

427 173

553

552

593

500

433

282

367

308

333

Per 

Mean. ' square 

mile.

505 ' 1.20

469 ! 1.12

296 ! .705

358

480

523

.852

1.14

1.25

507 1. 21

418 ; .995

160 334

553 215 488

691 225 594

680 259 till

.795

1.16

1.41

1.45

691 ; 160 465 1.11

817 ! 200 676

893 450

822 42

733

825

825

817

817

817

817

768

695

893

766

553

150 1 523

58 ' 560

150 637

67 563

300 679

342

267

333

719

698

661

350 587

42 635

1.61

1.82

1.32

1.25

1.33

1.52

1.34

1.62

1.71

1.66

1.57

1.40

1.51

Run-off

(depth in 

inches on 

drainage 

area).

1.38

1.17

.81

.95

1.31

1.40

1.40

1.15

.89

1.34

1.57

1.67

15.04

1.86

1.96

1.52

1.40

1.53

1.70

1.54

1.87

1.91

1.91

1.75

1.61

20.56

SACO RIVER DRAINAGE BASIN.

DESCRIPTION.

Saco River rises in the White Mountain region of New Hampshire at 

an elevation of about 1,900 feet above the sea and has a general southeasterly course to the Atlantic Ocean. It is about 105 miles long, 

the maximum width of its drainage basin is about 30 miles, and its 

drainage area, comprising 1,720 square miles, lies about equally in 

Maine and New Hampshire. Ossipee River, the largest tributary of 

the Saco, enters the main stream near Great Falls, N. H.
SACO RIVER DRAINAGE BASIN. 119

The headwaters of the Saco are in one of the highest and roughest 

mountain regions in the eastern portion of the United States, with 

steep wooded slopes and narrow river valleys, and with heavy falls 

to the mountain streams. The mountains grow gradually lower as 

the ocean is approached, becoming undulating hills in the central 

portions of the basin and comparatively flat land near the sea. The 

southern half of the drainage basin has been practically cleared of 

forests, but the remainder is still largely wooded. The prevailing 

rock is granite, which makes excellent building material for dams and 

foundations. The surface material covering the larger part of the 

region is sand and gravel.

The mean annual precipitation is about 43 inches. Winter conditions in the mountainous part of the basin are quite rigorous and 

snowfall usually deep.

The Saco River drainage basin has about 84 square miles of lake 

surface, of which Great Ossipee and Moose lakes are the most important. In its upper courses the river falls very rapidly, but the regimen of flow is variable and typical of the mountain stream. In the 

lower part of the basin, particularly below the entrance of Ossipee 

River, the stream is more stable in regimen. There are some excellent undeveloped power sites upon Saco River, and at Biddeford and 

Saco are the important developments of the Saco Water Power Company, furnishing power for cotton mills. The Saco is probably destined to much development in the next few years, as its power is adjacent to Portland and other cities where a good market is available.

Complete yearly records are not available, but the driest year since 

1903 was 1906, and the wettest 1907, the total flow during these two 

years being about in the ratio of 1 to 1.45.

The following gaging stations have been maintained in this river 

basin:

Saco River near Center Conway, N. H. (1903-1908). 

Saco River at West Biixton, Me. (1907-1908).

SACO RIVER NEAR CENTER CONWAY, N. H.

This station is located at the wooden highway bridge between 

Center Conway and Redstone, N. H., about 2 miles from each place. 

It was established August 26, 1903, in cooperation with the New 

Hampshire forestry commission, to obtain general statistical data 

regarding the flow of Saco River. Since 1904 it has been maintained 

by the United States Geological Survey.

It is about 3 miles below the mouth of Swift River and 2 miles above 

the outlet of Conway Lake. During the winter months the discharge 

is so affected by ice that the station is discontinued. Conditions for
120 SURFACE WATEE SUPPLY, 1907-8.

obtaining accurate discharge data during the rest of the year are good, 

and a good rating curve has been developed except for extreme high 

stages.

The gage datum has remained the same during the maintenance of 

the station.

The following discharge measurement was made November 23, 

1907: Width, 192 feet; area, 496 square feet; gage height, 4.94 feet; 

discharge, 865 second-feet.

Daily gage height, infect, of Saco River near Center Conway, N. H., for 1907-8. 

[Edward \V. Davidson and Fred Masterton, observers.]

Day.

1907.a 

1.... ...........

2...............

3...............

4...............

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...............

1908. c

2.-....----.....

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

5.11

4.91

4.88

4.74

5.22

Feb. Mar.

10.9

8.8

7.4

Apr.

6.65

6.05

5.65

5.65

5.9

5.9

5.6

5.5

5.3

5.1

5.15

5.1

5.15

5.1

5.15

5.3

5.3

5.3

5.2

5.1

5.85 

7.25

7.7

6.9

8.6

7.85

8.5

9.6

5.98

5.86

5.55

5.16

5.00 

5.23

5.70 

6.20

5.72

5.52

5.98

6.15

5.82

5.70

May.

11.3

8.95

8.0

7.5

6.9

6.75

6.65

6.85

7.4

7.2

7.05

5.35

6.2

7.45

7.6

7.8

8.1

7.05

6.8

6.5

6.0

5.55

5.35 

5.25

5.1

5.05

5.05

5.25

5.1

5.05

5.15

9.92

8.33

7.84

7.50

6.94 

6.72

6.44 

6.89

7.12

6.75

6.44

6.70

7.15

6.41

5.98

June.

5.0

5.0

5.3

5.45

5.1

6.1

5.6

5.3

5.05

4.95

4.85

4.65

4.55

4.45

4.5

4.4

4.3

4.2

4.1

4.2

4.15

4.0

3.95 

3.95

3.9

3.9

4.15

4.15

4.05

4.15

6.57

5.85

5.43

5.20

5.00 

4.85

4.72 

4.66

4.54

4.41

4.33

4.25

4.21

4.12

4.04

July.

5.9

4.9

4.5

4.3

4.0

4.45

3.9

4.0

3.95

3.85

3.9

4.1

4.35

4.05

3.95

3.9

3.8

3.8

3.65

3.65

3.65

3.6

3.65 

3.75

3.7

3.9

4.15

4.45

3.95

3.8

3.7

3.71

3.66

3.58

3.58

3.82 

3.71

3.62 

3.68

3.56

3.50

3.49

3.48

3.42

3.41

3.40

Aug.

3.65

3.8

4.05

4.0

4.0

3.95

3.85

3.7

3.65

3.6

3.55

3.5

3.55

3.5

3.55

3.5

3.45

3.4

3.35

3.4

3.4

3.35 

3.35

3.4

3.35

3.3

3.3

3.3

3.25

3.25

3.66

3.64

3.57

3.54

3.68 

7.25

6.47

4.68

4.38

4.20

5.23

4.45

4.19

4.02

Sept.

3.3

3.35

3.45

3.65

4.2

4.4

4.0

6.75

5.8

5.1

4.3

3.85

3.7

3.65

3.6

3.55

3.5

3.45

3.4

3.35 

4.15

4.3

4.15

4.0

3.85

4.4

7.1

3.48

3.50

3.45 

3.42

3.41 

3.41

3.40

3.38

3.36

3.34

3.32

3.31

3.30

Oct.

5.7

4.9

5.8

5.3

4.95

4.7

6.55

5.2

5.2

5.1

4.85

4.6

4.45

4.35

4.35

4.3

A OK

4.2 

4.1

4.0

6.3

9.85

7.6

6.6

3

C.A

3.48

3.50

3.42 

3.39

3.36

3.30

3.40

3.65

3.42

3.38

Nov.

6.0

5 7

8.65

7 1

6.8

12.9

8.35

7.25

6.8

6.5

6.25

5.9

5.7

5.5

5

0

5

0

5.1

5.05

4.95

4.95

4 9

4.95

4.85

4 9

4.9

4.75

4.65

4.55

3 4ft

3 4ft

3.39

3.36

3.38 

3.35

3.35

3

07

3.38

3.36

3.40

3.54

3.62

3.56

3.50

Dec.

4.9

5.55

7 45

6.7

5.9

5.8

c q

5

1 C

5.0

4.7

5.0 

7.35

6.05

5.55

5

OC

5

0

5 or

5 q

3.65

q en

3.65

3

CQ

3.67

......

oRiver frozen over January 1 to March 29, and December 1 to 9 and 26 to 31,1907. 

6 Maximum gage height November 3,1907, at 2.30 p. m. was 17.14 feet.

clce conditions January 5 to March 22,1908, except February 16 and 17, which were probably not materially affected by ice. Ice conditions also prevailed December 6 to 31,1908.
SAGO RIVER DRAINAGE BASIN. 121 

Daily gage height, in feet, of Saco River near Center Conway, N. H., far 1907-8 Con.

Day.-

1908. 

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

25...............

26. .............. 

27............... 

28...............

29...............

30...............

31...............

Jan. Feb.

10.14

7.09

8 27

Mar.

8.24

6.59

5.93

5.48

4.86

4.72

5.16

5.44

4.96 

5.93 

6.94

7.32

6.84

6.20

Apr.

6.65

5.94

5.80

5.95

6.07

5.62

5.46

5.56

6.84

7.17

8.56 

8.84 

10.01

8.72

7.68

May.

5.84

5.83

5.74

5.69

5.59

5.37

5.78

6.88

6.11

5.64

5.32 

5.24 

5.10

4.99

8.04

June.

4.49

4.74

4.26

4.12

4.02

3.98

3.92

3.86

3.86

3.85

3.82 

3.73 

3.70

3.70

3. 68

July.

3.39

3.39

4.18

4.07

5.85

4.78

4.38

4.30

4.02

3.92

4.18 

4.03 

3.82

3.75

3.69

3.69

Aug.

3.88

3.90

4.45

4.14

3.93

3.74

3.78

3.74

3.71

3.69

3.64 

3.62 

3.60

3.57

3.54

3.61

Sept.

3.29

3.30

3.27

3.28

3.25

3.25

3.28

3.26

3.32

3.34

3.32 

3.28 

3.27

3.45

3.89

Oct.

3.38

3.36

3.34

3.32

3.30

3.32

3.30

3.29

3.31

3.30 

3.44

3.58

3.55

3.65

3.58

Nov.

3.42

3.41

3.38

3.43

3.40

3.40

3.43

3.38

3.41

3.48

3.68 

4.06 

4.06

3.80

3.65

Dec.

......

Rating table for Saco River near Center Conway, N. H.,for 1906-1908.

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Sec.-ft.

100

115

133

154

178

206

238

274

314

358

404

453

504

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

Discharge.

Sec.-ft.

557

612

669

728

789

852

917

984

1,053

1,124

1,197

1,272

1,349

Gage 

height.

Feet.

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

Discharge.

Sec.-ft.

1,428

1,509

1,592

1,677

1,764

1,950

2,150

2,355

2,570

2,795

3,030

3,285

3,555

Gage 

height.

Feet.

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

Discharge.

Sec.-ft.

3,835

4,120

4,425

4,740

5,060

5,395

5,735

7,600

9,600

11,700

13,900

16,200

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 

discharge measurements made during 1903-1907 and is well defined between gage heights 3.3 feet and 9 feet.
122 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Saco River near Center Conway, N. H.,for 1907-8. 

[Drainage area, 385 square miles.]

Month.

1907.

July. ...................................

1908.

July....................................

Discharge in second-feet.

Maximum.

6,830 

10, 200 

1,860 

1,680 

612 

2,910 

7,300 

14, 100 

3,350

14,100

1,060 

7,880 

3,180 

7,620 

7,440 

2,320 

1,630 

3,090 

354 

256 

433 

270

7,880

Minimum.

1,050 

1,020 

358 

238 

144 

154 

404 

612

984 

904 

267 

176 

219 

144 

152 

166

Mean.

340 

160 

800 

2,020 

2,630 

750 

446 

242 

555 

1,290 

2,490 

1,160

1,070

523 

775 

882 

2,290 

2,330 

657 

363 

557 

174 

184 

211 

167

759

Per 

square 

mile.

0.883 

.416 

2.08 

5.25 

6.83 

1.95 

1.16 

.629 

1.44 

3.35 

6.47 

3.01

2.79

1.36 

2.01 

2.29 

5.95 

6.05 

1.71 

.943 

1.45 

.452 

.478 

.548 

.434

1.97

Run-off 

(depth in 

inches on 

drainage 

area).

1.02 .43' 

2.40 

5.86 

7.87 

2.18 

1.34 

.73 

1.61 

3.86 

7.22 

3.47

37.99

1.57 

2.17 

2.64 

6.64 

6.98 

1.91 

1.09 

1.67 

.50 

.55 

.61 

.50

26.83

Accuracy.

D. 

D. 

D. 

A. 

A 

B. 

B. 

C. 

B. 

A. 

A. 

B.

D. 

D. 

C. 

A 

A. 

B. 

B. 

B. 

C. 

C. 

C. 

D.

NOTE. Discharge during the frozen periods 1907 and 1908 also September 8 to 10, 1907, based on the 

discharge for the corresponding periods of Pemigewasset River at Plymouth.

Second-feet. 

Discharge March 1-28, 1907............................................................. 326

March 29, 1907............................................................... 7,000

September 8-10, 1907........................................................ 267

December 1-9, 1907.......................................................... 450

December 26-31,1907........................................................ 1,000

January 5, 1908.............................................................. 800

January 6-31,1908........................................................... 450

February 1-15, 1908.......................................................... 260

' February 18-29, 1908......................................................... 650

March 1-22,1908............................................................. 500

December 6-31,1908......................................................... 150

«

SACO RIVER AT WEST BUXTON, ME.

During October, 1907, a hydro-electric plant was completed at 

West Buxton, Me., by the Portland Electric Company. Records of 

flow at this point have been kept since that time, under the direction 

of J. G. White & Co., engineers and builders of the plant, and furnished the United States Geological Survey through their courtesy.

The dam is of concrete, with a rollway about 300 feet long, and a 

head of about 25 feet is utilized by three 750-kilowatt units. The 

discharge is based upon gage readings taken every hour and the 

results are considered excellent.
SACO EIVER DRAINAGE BASIN. 123

Daily discharge, in second-feet, of Saco River at West Buxton, Me., for 1907-8.

Day.

1907.

2......

4......

6......

7......

8......

9......

10......

Oct.

Day.

1908. 

1...............

2... ............

5...............

6............... 

7...............

8...............

9...............

10...............

11...............

12...............

13...............

15...............

16...............

17...............

18...............

19............... 

20. ..............

21...............

22. ..............

23............... 

24...............

25...............

26. ..............

27...............

28. ..............

29...............

01

Nov.

5,132 

5,398 

a 6, 720 

7,859 

8,232

10, 469 

13, 223 

13,018 

13,472 

113, 347

Jan.

5,000 

4,580 

3,940 

3,445 

o3,G35

2,555 

2,990

4,740 

4,260

3,635 

o3,215 

3,705

3,778 

3,442

3,220

2,818 

2,765 

al 525 

2,823

2,858 

2,803 

2,555 

2,236 

2,244

a], 818 

2,435 

2,364 

2,153 

2,111

Dec. Day.

a 2, 61 

2,59 

2,39 

2,39 

2,39

2,20 

2,01 

a 1,42 

2,39 

2,59

Feb.

1,791 

ol,522 

1,972 

1,989 

2,008

1,944 

2,450 

2,219 

ol,880

1,772

1,973 

2,018 

2,118 

2,243 

2,520

a4,864 

5,586 

4,591 

4,243 

3,875

3,795 

3,745 

a3,280 

3,294 

3,134

2,966 

2,878 

2,811 

2,781

1907. 

9 11......

5 12......

7 13......

7 15......

2 16......

7 17......

5 18......

7 19......

5 20......

Mar.

a2,395 

2,736 

2,532 

2,621 

2,004

2,541 

2,459 

o2, 212 

2,423 

2,219

2,129 

2,129 

2,286 

2,115 

a2,213

3,392 

4,123 

3,968 

3,526 

3,249

3,196 

a3, 004 

3,383 

5,031 

6,529

5,478 

4,219 

6,535 

06,501 

7,430 

7,532

Oct.

"

2,079 

ol,771

Apr.

7,771 

7,790 

7,551 

7,162 

a6,427

6,388 

6,404 

6,503 

6,527 

6,693

6,997 

07,299 

7,192 

6,714 

6, 641

6,714 

6,401 

6,241 

06,489 

6,485

6,365 

6, 162 

5,938 

5,886 

5,714

05,921 

6,562 

0,953 

8,434 

9,641

Nov.

12,761 

10, 898 

9,541 

8,581 

7,483

6,661 

a 5, 710 

5,434 

3,546 

4,270

May.

11,404 

11,641 

al2,197 

13,263 

12, 577

11,903 

10, 636 

9,821 

9,574 

09,093

8,688 

8,003 

7,892 

7,111 

7,167

6,831 

oO 306 

6,098 

5,778 

5,493

4,758 

4,536 

4,773 

o4,580 

5,074

5,209 

5,164 

4,830 

4,636 

4,369 

05,777

June.

6,341 

5,631 

5,443 

5, 409 

5,111

4,768 

o4,343 

4,039 

3,823 

3,291

2,982 

2,901 

2,627 

a2.303 

2,249

2,063 

1,860 

2,067 

2,039 

1,939

ol,57l 

1,596 

1,791 

1,698 

1,538

1,418 

1,296 

o662 

1,175 

1,561

Dec.

4,079 

5,930 

5,636 

5,930 

a 5, 506

6,226 

6,226 

5,636 

5,348 

4,782

July.

1,244 

1,800 

1,719 

666 

o609

1,741 

1,256 

1,751 

1,289 

1,113

1,058 

a 709 

756 

1,176 

1 , 134

841 

832 

1,380 

a 455 

938

1,217 

1,471 

1,406 

1,555 

1,242

a 849 

1,042 

1,180 

909 

778 

1,068

Day. Oct.

1907. 

21...... 1,

22...... 1,

23...... 1, 

24...... 1,

25...... 1,

26...... 1,

27...... ol,

28...... 1,

29...... 2,

30...... 4,

Aug.

683 

o878 

1,049 

1,311 

1,119

1,261 

1,337 

1,938 

ol,967 

2,153

2,499

2,276 

1,709 

1,586 

1,398

«965 

1,191 

1,250 

869 

1,121

1,074 

1,025 

o877 

899 

938

727 

669 

797 

842 

a 742 

787

Sept.

816 

771

752 

747 

747

a255 

735 

751 

505 

423

419 

632 

a 293 

924 

691

1,053 

811 

988 

890 

a 546

818 

780 

723 

763 

732

664 

a589 

842 

914 

761

857 

705 

749 

699 

606

155 

105 

613 

607 

006 

863

Nov.

4,149 

4,149 

3,889 

a 3, 431

3,781

3,639 

3,889 

3,531 

3,889 

3,163

Oct.

757 

782 

899 

a759 

773

897 

836 

732 

711 

696

a 562 

766 

a838 

693 

664

662 

622 

a 517 

624 

638

679 

644 

582 

552 

0431

583 

679 

743 

726 

787 

783

Dec.

4,506 

o 3, 527 

3,937 

4,709 

4,679

5,012 

5,060 

4,994 

a 4, 490 

4,990 

5,335

Nov.

a588 

884 

775 

657 

634

668 

722 

a509 

645 

624

641

578 

635 

622 

0410

629 

712 

615 

623 

649

619 

o405 

579 

617 

684

514

742 

772 

0552 

862

Dec.

797

777 

744 

727 

556

a 333 

470 

735 

746 

793

740 

744 

0452 

840 

798

755 

715 

732 

676 

a464

789 

737 

739 

850 

492

658 

0462 

662 

671 

592 

569

a Sundays.
124 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Saco River at WestBuxton, Me., for 1907-8. 

[Drainage area, 1,550 square miles.]

Month.

1907. 

October 19-31 .................................

1908.

May. ..........................................

July. ..........................................

Discharge in second-feet.

Maximum.

4,860 

13,500 

6,230

5,000 

5,590 

7,530 

9,640 

13,300 

6,340 

1,800 

2,500 

1,050 

899 

884 

850

13,300

Minimum.

1,100 

3,160 

1,425

1,800 

1,520 

2,120 

5,710 

4,370 

662 

455 

669 

255 

431 

405 

333

255

Mean.

2,140 

6,980 

4,260

3,130 

2,840 

3,640 

6,800 

7,590 

2,850 

1,140 

1,220 

711 

697 

639 

671

2,660

Per 

square 

mile.

1.38 

4.50 

2.75

2.02 

1.83 

2.35 

4.39 

4.90 

1.84 

.735 

.787 

.459 

.450 

.412 

.433

1.72

Run-off 

(depth in 

inches on 

drainage 

area).

0.67 

5.02 

3.17

2.33 

1.97 

2.71 

4.90 

5.65 

2.05 

.85 

.91 

.51 

.52 

.46 

.50

23.30

MERRIMAC RIVER DRAINAGE BASIN.

DESCRIPTION.

Merrimac River is formed near Franklin, N. H., by the union of 

Pemigewasset and Winnepesaukee rivers. The Winnepesaukee is a 

short stream coming from the northeast and forming the outlet of 

Lake Winnepesaukee, while the Pemigewasset has its extreme sources 

between 50 and 60 miles to the north of Franklin, and less than 10 

miles from Mount Washington. From Franklin the course of the 

river is southward for about 60 miles, where it crosses the state line 

into Massachusetts. A few miles below the state line, as it approaches the city of Lowell, it turns abruptly and runs for some 40 

miles northeastward to the ocean at Newburyport. Its total length is 

about 110 miles, and its drainage area measures 5,015 square miles, 

about 1,200 square miles being in Massachusetts, of which 212 square 

miles lie in the Nashua, Sudbury, and Lake Cochituate drainages, 

from which water is permanently diverted for the supply of the 

metropolitan district adjacent to Boston.

Important tributaries of the Merrimac other than the headwater 

streams are the Contoocook, Suncook, Piscataquog, Souhegan, and 

Nashua. The Nashua River lies nearly all in Massachusetts, but 

enters the Merrimac near Nashua, N. H. The other tributaries 

mentioned are all in New Hampshire.

The headwaters of the Pemigewasset reach an elevation approximately 2,000 feet above the sea, while at Franklin the river is at an 

elevation of about 270 feet. The upper portion of the basin is rough
MERRIMAC BIVEB DRAINAGE BASIN. 125

and mountainous and very largely in forest. Below Franklin the 

country is more uniform in topography and largely in farm land. 

The main river consists of a series of reaches with moderate slopes, 

usually separated by falls over ledge rock, and the fall being thus 

concentrated at a few places makes the river valuable for power 

purposes.

The observed mean annual rainfall is about 42 inches, varying from 

about 46 inches at Lowell to about 38 inches at Plymouth. It is 

probable, however, that in the mountain regions near the source of 

the Pemigewasset the precipitation is much greater than elsewhere 

in the drainage basin. The river is generally frozen during the 

winter, and especially in its northern portions there is usually a deep 

fall of snow.

The Merrimac drainage basin is well supplied with natural facilities 

for storage, the combined area of lakes and ponds amounting to 

approximately 183 square miles. About 105 square miles of this is 

tributary to the Winnepesaukee River, and of this amount about 72 

square miles is composed of Lake Winnepesaukee nexttoMoosehead 

Lake the largest body of water in New England which has about 4 

feet of available depth of storage, corresponding to somewhat less 

than 8 billion cubic feet. Squam Lake, tributary to the Pemigewasset through Squam River at Ashland, is also a large lake, with 

nearly 15 square miles area. Newfound Lake is also tributary to the 

Pemigewasset, with about half the water area of Squam Lake. The 

storage on all of these lakes, besides numerous smaller ones, is controlled by users of water power on the river and serves to improve the 

regimen of low water flow very greatly. In a general way the most 

favorable opportunities for storage on the Merrimac are being utilized, 

but there are still many reservoir sites, especially in the upper portions of the drainage basin, th'at will also be of eventual service for 

this purpose.

The river is navigable as far as Haverhill, and for small boats as 

far as Lawrence.

The Merrimac is one of the most noted rivers in the country, and in 

fact in the world, for the development of water power. Lawrence, 

Lowell, and Manchester are great industrial centers, largely devoted 

to cotton and woolen manufactures, that owe their location to the 

excellent water power available at their sites. There are only one or 

two opportunities remaining for power development on the main 

river, but on the tributaries, especially the Pemigewasset and its 

tributaries, there is a large amount of unutilized fall. (See Plate IV.) 

The longest available run-off record of flow on the Merrimac is that 

at Lawrence, extending back to 1890, and the driest year was 1893, 

and the wettest 1890, the total flow during these two years -being 

about in the ratio of 1 to 1.93.
126 SURFACE WATEK SUPPLY, 1907-8.

The following gaging stations have been maintained in this river 

basin:

Pemigewasset River at Plymouth, N. H. (1886-1908). 

Merrimac River at Franklin Junction, N. H. (1903-1908). 

Merrimac River at Garvins Falls, N. H. (1904-1908). 

Merrimac River at Lawrence, Mass. (1890-1908). 

Contoocook River at West Hopkinton, N. H. (1903-1907). 

Suncook River at East Pembroke, N. H. (1904-5). 

South Branch Nashua River at Clinton, N. H. (1896-1908). 

Sudbury River at Framingham, Mass. (1875-1908). 

Lake Cochituate at Cochituate, N. H. (1863-1908.)

PEMIGEWASSET RIVER AT PLYMOUTH, N. H.

This station is located at the wooden highway bridge a short distance below the mouth of Bakers River in the town of Plymouth, and 

was established September 5, 1903, in cooperation with the New 

Hampshire Forestry Commission, to procure general information regarding the flow of this river. From 1904 to June 30, 1907, it was 

maintained by the United States Geological Survey, and since the 

latter date gage heights have'been furnished by the Locks and Canals 

Company, of Lowell, Mass.

The nearest dam upstream is at the pulp mills at Livermore Falls, 

distant some 3 miles. Downstream the nearest dam is at Franklin, 

25 miles away.

The gage datum has remained the same during the maintenance of 

the station. During the winter months the discharge is usually affected by ice. Conditions for obtaining accurate discharge data are 

good, and a good rating curve has been developed.

Prior to 1903 a record of gage heights at Plymouth was obtained by 

the Locks and Canals Company extending back to 1886, and estimates of discharge of the river have been made covering this period 

and published in Water-Supply Paper 124, pages 97-101.

The following discharge measurement was made October 10, 1908: 

Width, 103 feet; area, 176 square feet; gage height, 1.51 feet; discharge, 

229 second-feet.

Daily gage height, in feet, of Pemigewasset River at Plymouth, N. If., for 1907-8. 

[Frank Mortem, observer.]

Day.

1907.1 

1. ..............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

Jan.

2.7

3 Q

3.7

3.1

4.2

4.0

3.5

3.3

3.25

Feb.

2.5

2.8

Mar.

2.9

2.4

Apr.

6. 05

4.8

4.1

- 4.85

4.1

3.7

3.55

May.

11.15

6.5

5.5

5.05

5.0

5.2

5.7

5.4

June.

3.0

2.9

3.1

3.3

3.4

4 95

4.2

3.7

3.45

3.2

July.

4.25

3.75

3.25

2.75

2.7

2.35

(")

2.2

2.2

2.1

Aug.

2.0

1.85

2.45

(")

2.2

1.85

1.5

1.7

Sept.

(6)

2.35

( 6 )

1.75

1.7

Oct.

4.45

3.6

3.25

3.2

4.5

(")

3.1

3.35

7.25

4.6

Nov.

4.2

12 85

10.1

10.25

5.6

(61

Dec.

(« )

2 35

2.35

9 9^

2.1

( 6 )

2.0

2.2

oRiver frozen January 1 to March 24,1907. River probably not affected by ice conditions during December, 1907. Gage readings during the frozen period are to water surface in a hole in the ice. 

6 Sunday.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 241 PLATE IV

PROFILE FALLS NEAR THE MOUTH OF SMITHS RIVER, BRISTOL, N. H.
MEKEIMAC RIVER DRAINAGE BASIN. 127

Daily gage height, in feet, of Pemigewasset River at Plymouth, N. H.,for 1907-8-

Continued.

Day.

1907. 

11...............

12. ..............

13...............

14...............

15...............

16...............

17...............

18..............

19

20..--..-...-.--.

21...............

22...............

23...............

24...............

26...............

27....-...--.---.

28...............

29...............

30.... .......... . 

31...--...--.--..

1908. c 

1...............

2...............

5...............

6...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26. ..............

27...............

28...............

29...............

30. .............. 

31...............

Jan.

2.85

2 9

9 7

3 9

3 A

2 95

(a)

3 7

Q 7C

4.7

4.1

3.6

(a\

0 QC

3 7

o c

3.2

3

1

9 QP;

(a)

2 DC

2.7

9 7C

9 ^

2

e

(»)

2.45

3

C

3.45

3

1

Feb.

2.6

2.1

2.85

(»)

2.6

2.95

2.85

(a)

2.6

2.5

9 ^

2

9C

2.1

13.45

5.6

4.25

3.75

o 9

3

9C

3.1

(a)

2 75

9 7

9 t\

2.6

2.6

Mar.

2.9

63.4

4.3

4.2

4.05

4.7

6.6

9.4

7.8

(»)

2.45

2.6

2.5

2.35

(a)

2.2

2.2

2.1

9 ^

(a)

3.7

3.5

3.2

2.7

(»)

3.45

5.1

4.1

4.2

5.85

(a)

5.95

Apr.

3.55

3.4

3.55

3.6

3.65

3.45

3.45

3.5

3.5

3.3

3.4

3.5

4.55

8.35

7.6

6.2

8.8

6.4

8.3

9.0

4.35

4.1

3.6

3.25

(-)

3.2

3.85

4.1

3.6

4.2

(»)

4.25

3.75

5.95

3.95

(»)

4.7

3.85

3.5

7.1

(a}

9.5

11.0

11.0

7.45

May.

5.15

4.6

4.4

5.3

5.7

5.7

7.6

5.95

5.25

5.0

4.2

3.8

3.5

3.3

3.15

3.0

3.2

3.5

3.4

3.2 

3.0

8.2

7.85

(a)

7.45

6.6

5.5

5.0

5.25

5.85

fa}

5.1

6.0

10.5

(a)

4.1

4.2

Q QC

3.45

(a}

o 7

3

QC

3.1

2.95

3.0

2.85 

(»)

June.

3.1

2.9

2.8

2.6

2.5

2.45

2.3

2.3

2.2

2.2

2.8

2.5

2.3

2.05

2.1

2.15

2.9

2.85

2.5

2.6

4.6

3.85

3.5

3.2

2.85

2.6

(a)

2.2

2.1

2.1

2.2

2.0

(a)

2.2

2.95

2.5

(a)

9 ft

1.75

1.75

1.7

(a)

1.6

July.

1.95

2.0

2.6

(a)

2.1

1.95

1.95

1.85

1.7

1.7

fa}

1.75

1.7

1.95

1.85

1.85

2.95

(a)

2.1

1.95 

2.1

1.5

1.5

1.5

1.45

(a)

1.85

1.75

1.75

1.6

1.5

1.45

(a)

1.5

1.45

1.35

1.35

1.25

(d)

(»)

3.6

3.0

(»)

2.1

1.95

1.85

1.75 

1.6

Aug.

(a)

1.6

1.6

1.7

1.5

1.45

1.45

fa}

1.35

1.45

1.35

1.35

1.35

1.25

(a)

1.25

1.25

1.35

1.25

1.25

1.6

(a)

1.5

1.5

2.0

7.45

4.1

3.2

fa}

2.45

2.2

2.95

2.5

2.25

(a)

2.1

3.75

3.45

3.0

2.45

(a)

1.95

1.75

1.6

1.7

1.6

1.7

(a) 

1.5

Sept.

1.6

4.35

2.85

2.35

(»)

2.1

2.0

1.95

1.85

1.85

1.75

(a)

1.7

2.75

3.1

2.35

2.25

2.1

(»)

7.6

1.45

1.45

1.35

1.35

1.45

fa}

1.45

1.35

1.2

1.2

(d)

1.25

(a)

(d)

1.45

(d)

1.25

1.35

1.35

(a)

1.2

(d)

1.35

1.25

(d)

1.25

fa}

<

1.25

1.95

Oct.

3.85

3.95

(a)

3.7

3.25

2.95

2.85

2.75

2.6

(a)

2.45

2.25

2.2

2.1

2.2

2.1

(a)

4.7

12.25

9.35 

5.7

1.5

1.35

2.0

(a}

1.7

1.45

1.6

1.5

1.35

(d)

fa}

1.35

1.45

1.25

1.25

1.2

1.2

fa}

( d )

1.25

1.25

1.25

1.5

1.35

(a}

1.25

(d)

1.5

1.85 

1.75

Nov.

4.5

3.95

3.5

3.35

3.2

2.95

(a)

2.85

2.85

2.75

2.7

2.7

2.5

(a)

2.75

2.75

2.7

2.5

2.45

2.25

(a}

1.6

1.5

1.7

1.75

1.7

1.6

fa}

1.5

1.5

1.35

1.45

1.95

1.7

(a}

1.75

1.85

1.75

1.5

1.6

1.6

fa} H1.5

1.45

2.6

2.5

(a)

2.0

Dec.

13.6

7.1

4.25

4.1

(a}

3.6

3.45

3.25

3.1

2.95

2.85

(»)

2.7

6.6

4.75

3.1

3.25

3.2

(»)

3.1 

3.45

1.95

1.75

1.7

1.6

1.6

(a}

1.7

2.1

2.0

1.95

1.85

1.85

fa}

1.6

2.0

2.1

1.95

1.95

1.85

(a)

1.95

1.75

1.75

1.85

2.1

2.1

(a)

2.0

2.0

1.95 

1.95

a Sunday. 

& Top of ice.

clce conditions from about January 5 to February 15, and about December 15 to 31, 1908. January 9 

and 10 assumed open, 

d Gage height less than 1.2 feet.
128 SURFACE WATER SUPPLY, 1907-8.

Rating table for Pemigewasset River at Plymouth, N. H.,for 1907-8.

Gage 

height.

Feet.

1.10

1.20

1.30

1.40

1.50

1. 00

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec.-ft.

108

135

165

198

234

273

316

363

413

467

525

585

650

720

790

865

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Sec.-ft.

945

1,025

1,105

1,190

1,275

1,365

1,455

1,545

1,640

1,735

1,830

1,930

2,030

2,130

2,235

2,340

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

Discharge.

Sec.-ft.

2,445

2,555

2,665

2,780

2,895

3,010

3,130

3,250

3,500

3,760

4,030

4,305

4,590

4,890

5,200

5,520

Gage 

height.

Feet.

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

14.00

Discharge.

Sec.-ft.

5,850

6,185

6,525

6,875

7,230

7,595

7,970

9,970

12,050

14,150

16,250

18,350

20,450

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measurements made during 1905-1908, and is well denned.

Monthly discharge of Pemigewasset River at Plymouth, N. H.,for 1907-8. 

[Drainage area, 615 square miles.]

Month.

1907.o

April.. ....................... ..........

May....................................

July....................................

November

1908.6

May.......................... ......... .

July....................................

The year

Discharge in second-feet.

Maximum.

10,800 

9,970 

14,500 

3,190 

2,390 

755 

7,260 

16,800 

18,000 

19,600

19,600

2,900

19,300 

5,000 

14,200 

13,100 

2,780 

3,190 

6,960 

440 

467 

865 

525

19,300

Minimum.

1,460 

1,190 

496 

316 

150 

163 

500 

618 

467

525 

1,200 

1,060 

273 

120 

234 

120 

120 

182

Mean.

525 

250 

1,400 

3,450 

3,560 

1,100 

680 

296 

874 

2,480 

3,130 

2,110

1,650

876 

1,520 

1,600 

4,180 

3,980 

761 

555 

944 

170 

206 

341 

273

1,280

Per

square 

mile.

0.854 

.407 

2.28 

5.61 

5.79 

1.79 

1.11 

.481 

1.42 

4.03 

5.09 

3.43

2.69

1.42

2.47 

2.60 

6.80 

6.47 

1.24 

.902 

1.53 

.276 

.335 

.554 

.444

2.09

Run-off 

(depth in 

inches on 

drainage 

area).

/ 0.98 

' .42 

2.63 

6.26 

6.68 

2.00 

1.28 

.55 

1.58 

4.65 

5.68 

3.95

36.66

1.64 

2.66 

3.00 

7.59 

7.46 

1.38 

1.04 

1.76 

.31 

.39 

.62 

.51

28.36

Accuracy.

C. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

A. 

C.

"Discharge during the frozen period 1907 estimated on the basis of the discharge at Franklin Junction 

and climatological reports.' Discharge March 1 to 24, 1907, 400 second-feet. Discharge July 7, September 

29, and October 27, 1907, estimated on the basis of Saco River at Center Conway. All other missing days 

interpolated.

("Discharge during the frozen periods, 1908, estimated on the basis of the discharge at Franklin Junction 

and climatological reports.

Second-feet. 

Discharge January 5 to 8,1908...................................................................... 950

January 11 to 31,1908.................................................................... 624

February 1 to 15, 1908.................................................................... 400

December 15 to 31,1908.................................................................. 200

Discharge interpolated for missing days except March 29, April 5 and 12, May 31, July 18 and 19, September 

11, 13, 14, 16, 22; 25, 27, 28, October 10, 11, 18, 19, 28, on which days the discharge was estimated on the 

basis of Saco River at Center Conway.
MERRIMAC RIVER DRAINAGE BASIN. 129

MERRIMAC RIVER AT FRANKLIN JUNCTION, N. H.

This station is located at the wooden railroad bridge near Franklin 

Junction, about 1 mile below the union of Pemigewasset and Winnipesaukee rivers, and was established July 8, 1903, to obtain 

general statistical and comparative data regarding the flow of the 

Merrimac.

Since June 30, 1907, gage heights at this point have been furnished 

by the Locks and Canals Company, of Lowell, Mass.

The records at this station, in conjunction with those at Garvins 

Falls and Lawrence, furnish fairly complete information regarding 

the total flow of the main river, and are of value for purposes of water 

power and studies of storage problems; also in regard to navigation 

in the portion of the river in tide water below Lawrence.

There are dams on both Pemigewasset and Winnipesaukee rivers 

within 2 miles of the station. The nearest dam downstream is at 

Sewall Falls, near Concord, distant some 15 miles.

The datum of the gage has remained the same since the establishment of the station. During the winter months the discharge is 

slightly affected for short periods by ice. Conditions for obtaining 

accurate discharge data are good, and a good rating curve has been 

developed for this station.

The following discharge measurement was made October 9, 1908: 

Width, 224 feet; area, 734 square feet; gage height, 4.12 feet; discharge, 1,100 second-feet.

Daily gage height, in feet, of Merrimac River at Franklin Junction, N. H.,for 1907-8.

[F. R. Roers, observer.]

Day.

1907.a 1...............

2...............

7...............

9...............

12. ..............

14...............

16...............

17...............

18. ..............

19...............

20. ..............

Jan.

4.7

4.9

5.1

5.2

4.8 

4.7

4.5

4.7 

4.8

4.8

4.85

4.8

4.7

Feb.

c o

5.2

c nc

5.15

5.15

5.2

5.15

Mar.

4.2

4.2

4.15

3.85

4.05 

4.2

4.4

4.8

4.9

4.8

Apr.

9 1

7.8

6.7

6.55

6.55

6.5

6.25

6.2 

6.0 "e.'i"

6.15

6.1

6.0

6.1

5.9

May.

11 9

10.3

8.6

8.0

7.3

7.0

6.75

6.55

6.55 

6.8

6.4 

6.15

5.9 

6.95

6.75

8.6

8.75

6.35

6.9

June.

5.1

4.75

5.4

5.5

6.4

6.55

6.0

"b".7"

5.55

5.4 

5.3

5.2 

5.2

4.9

4.8

4.7

4.6

July.

4.2

Aug.

4.45

4.4

4.6

4.5

4.45

4.4

4.3 

4.3

4.2 

4.2

4.1 

4.1

4.05

3.95

4.0

3.9

Sept.

3.85

3 9

4.1

4.2

4.3

4.2 

4.25

4.3

4.5 

5.2

5.1 

4.9

4.6

4.4

4.3

4.2

4.2

Oct.

6.4

6.0

5.45

5.3

5.3

5.55

6.3

7.85 

7.4

6.2

5.8

5.7 

5.5

5.5

5.5

5.6

5.5

Nov.

6.4

12.3

12.55

8.55

7.1

11.3

8.7

7.3 

10.15

8.9

7.3 

6.55

5.8 

5.75

5.7

5.4

5.3

5.2

5.2

Dec.

4.0

4.35

4.4

4.4

4.35

4 Q

4.2

4.1

4.4 

4.9

13.05

10.1

8.5

6.1 

6.05

5.9

5.6

5.1

5.1

5.0

a lee conditions prevailed from about January 17 to March 9,1907, Station temporarily discontinue^ 

July 1 to 19, 1907.

16254-iBR 241 10 9
130 SUKFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Merrimac River at Franklin Junction, N. H.,for 1907-8 

Continued.

Day.

1907. 

21...............

22. ..............

00

24. ..............

25. ..............

26. ..............

27. ..............

28. ..............

90

30...............

01

1908.a

2...............

3...............

6...............

8.......:.......

g

10...............

11...............

12...............

13............... 

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23. ..............

24...............

26. .............. 

27...............

28. ..............

29...............

30. ..............

31...............

Jan.

4.8

5.0

4

QC

5.2

5.1

5.2

5.1

5

0

5.2

5.1

4.88

4.72

4 70

4.60

4.60

5.15

5.82

5.58

5.08

4.72 

4.62

4.50

4.52

4 55

4.60

4.65

4.75

5. 15

5.08

5.25

Feb.

6.12

6.40

9.90

9 25

6.30

6.02

5.68

5.82

5.68

5.60

5.48 

5.35

5.08

4.95

Mar.

4.7

4.95

5.5

5.65

5.6

5.8

6.05

7.6

12.15

5.38

5.10

5.05

5.10

4.92

4.72

4.62

A CO

4.70

4.68

4.60 

4.60

6.50

6.48

6.32

6.10

6.05

6.00

6.60

6.85

6.95 

7.10

7.35

8.00

7.22

Apr.

5.3

5.6

6.3

8.1

10.35

8.15

9.9

8.4

9.9

6.62

6.38

5.78

5.88

5.92

6.00

6.12

6.22

6.50

6.78 

6.48

6.08

6.78

6.48

6.25

6.08

7.05

8.05

'16.' 2"

10.5

12. 25

9.40

May.

6.7

6.15

5.8

5.6

5.4

5.0

5.4

5.5

5.6

5.4

5.2

9.35

8.65

9.00

10.25

9.85

8.30

8.70

8.65

8.35

7.40

7.50 

7.40

7.15

6.90

6.45

6.20

6.15

6.25

6.30

6.10

5.98 

6.00

5.85

5.92

June.

4.55

4.55

4.5

4.55

4.55

4.85

5.1

4.9

4.5

6.45

6.35

6.15

5.95

5.78

5.50

5.38

5.18

4.88

4.80

4.78

4.70

4.62

4.65

4.62

4.58

4.50

4.50

4.48

4.42

4.38

4.32 

4.25

4.35

4.35

July.

4.3

4.3

4.3

4.35

4.4

4.35

4.4

4.3

4.32

4.22

4.20

4.12

4.20

4.30

4.28

4.20

4. 12 

4.02

4.00

4.02

4.10

4.12

5.15

5.05

4.92

"4." TO'

4.62

4.52

4.52

4^50

Aug.

3.95

3.95

3.85

4.1

4.15

4.1

4.0

3.95

3.9

4.50

4.48

4.52

6.25

6.90

5.65

5.52

5.35 

5.15

4.85

4.52

4.40

4.52

4.50

4.42

4.48

4.40

4.48 

4.42

4.38

Sept.

4.1

4.1

4.5

5.0

4.9

4.7

7.9

4.38

4.30

4.32

4.25

4.18

4.10

4.12

4.05

4.15

4.00

4.08

4.10

3. 90

4.02

4.10

4.02

4.00

3.95

3.90

3.82

3.80

3.85

3.82

3.78

3.90

3.82

3.80

Oct.

5.7

4.9

4.8

4.7

4.7

4.6

5.0

12.6

11.5

8.05

3.80

3.82

3.92

3.95

4.02

4.05

4.00

4.08

4.00

3.98

4.02 

4.02

4.00

3.98

3.95

3.92

3.92

3.95

3.88

3.92

3.85 

3.90

3.95

4.05

4.12

Nov.

5.2

5.1

5.1

5.05

5.05

5.2

5.0

4.7

4.55

4.5

4.02

4.10

4.02

4.05

4.00

4.10

4.10

4.15

4.18 

4.20

4.22

4.20

4.08

4.05

4.00

4.02

4.08

4.10

4.10

"I" 22"

4.28

4.20

Dec.

5.0

4.75

4.95

6.7

6.8

5.75

5.2

5.1

5.1

5.0

5.0

4.15

4.05

4.05

3.98

3.92

4.02

4.15

4.12

4 08

" 4. 02

4.08

4.00

3.92

3.98

4.10

4.02

3.98

3.92

3.92

3.88

3.85

a, Ice conditions about January 30 to February 15 and December 30 to 31, 1908. 

Rating table for Merrimac River at Franldin Junction, N. H.,for 1906-1908.

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

Discharge.

Sec.-ft.

Gage 

height.

Feet.

660 4.80

750 1 4.90

850 ' 5.00

950

1,060

1,170

1,290

1,410

1,540

1,670

1,800

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

Discharge.

Sec.-ft.

1,940

2,080

2,230

2,380

2,530

2,680

2,840

3,000

3,160

3,320

3,490

Gage 

height.

Feet.

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

Discharge.

Sec.-ft.

3,660

3,830

4,180

4,540

4,900

5,270

5,650

6,030

6,410

6,800

7,200

Gage 

height.

Feet.

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

Discharge.

Sec.-ft.

7,600

8,000

8,400

8,800

9,200

9,600

11,700

13,800

15,900

18,000

20,100

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1905-1908, and is well defined between gage heights 4 feet and 16 feet. 

Above gage height 9 feet the rating curve is a tangent, the difference being 210 per tenth. The curve for 

high stages has been drawn about 5 to 10 per cent greater than 3 high-water measurements of 1906, all of 

which were made on a rapidly falling stage. It is considered as closely representing the flow for stationary
MEEEIMAC EIVEE DEAINAGE BASIN. 131

Monthly discharge of Merrimac River at Franklin Junction, N. II., for 1907-8. 

[Drainage area, 1,460 square miles.]

Month.

1907.

April. ...................................

July.....................................

December

1908.

April....................................

July.....................................

Discharge in second-feet.

Maximum.

2,530

16,200 

12,400 

15,700 

4,810 

3,500 

1,670 

7,400 

17,200 

17,100 

18, 100

18, 100

3,520 

11,500 

7,600 

16,400 

12,200 

4,630 

2,600 

5,460 

1,390 

1,080 

1,270 

1,120

16,400

Minimum.

800 

2,680 

2,230 

1,540 

1,170 

800 

800 

1,600 

1,540 

950

800

1,640 

3,300 

3,500 

1,230 

950 

1,290 

732 

750 

950 

750

732

Mean.

1,820 

1,350 

2,460 

5,780 

5,410 

2,470 

1,640 

1,130 

1,720 

4,180 

5,440 

3,410

3,070

1,980 

2,930 

3,660 

5,880 

6,410 

2,190 

1,460 

2,180 

968 

910 

1,080 

945

2,550

Per 

square 

mile.

1.25 

.925 

1.68 

3.96 

3.71 

1.69 

1.12 

.774 

1.18 

2.86 

3.73 

2.34

2.10

1.36 

2.01 

2.51 

4.03 

4.39 

1.50 

1.00 

1.49 

.663 

.623 

.740 

.647

1.75

Run-off 

(depth in 

inches on 

drainage 

area).

1.44 

.96 

1.94 

4.42 

4.28 

1.89 

1.29 

.89 

1.32 

3.30 

4.16 

2.70

28.59

1.57 

2.17 

2.89 

4.50 

5.06 

1.67 

1.15 

1.72 

.74 

.72 

.83 

.75

23.77

Accuracy.

B. 

C. 

A. 

A. 

A. 

A. 

B. 

B. 

A. 

A. 

A. 

A.

A. 

B. 

A. 

A. 

A. 

A. 

B. 

A. 

B. 

B. 

B. 

B.

NOTE. Discharge during the frozen periods 1907-8 based on the discharge at Garvins Falls and climatological reports.

Second-feet. 

Discharge January 17 to 31,1907........................................................ 1,610

March 1 to 9, 1907............................................................ 1,070

January 30 to 31, 1908........................................................ 2,100

February 1 to 15, 1908........................................................ 1,650

December 30 to 31, 1908...................................................... 750

Discharge for missing days interpolated, except July 1 to 19, August 24 and 25, September 28 and 29, and 

October 27, 1907, and January 16 to 21, April 5 and 12, May 30 and 31, 1908, which were estimated on the 

basis of the discharge at Plymouth and at Garvins Falls.

Second-feet. 

Discharge July 1 to 19, 1907............................................................. 1,840

January 16 to 21, 1908........................................................ 1,670

MERRIMAC RIVER AT GARVINS FALLS, N. H.

The power at Garvins Falls, 4 miles below Concord, is one of the 

best on Merrimac River. There has been a dam at this point since 

1815, first in connection with the Old Bow Canal, and later to furnish power for a pulp mill. This privilege has since become the 

property of the Manchester Traction, Light and Power Company, 

and has been more completely developed. During 1903-4 an overfall dam of the ogee type, somewhat similar in cross section to the 

dam at Holyoke, was completed. This is 550 feet long between 

abutments and about 800 feet over all, including headgates, and is 

of stone masonry, substantially built. A canal has been completed 

which is about 500 feet long and 74 feet wide at the water line, and
132 SURFACE WATER SUPPLY, 1907-8.

wasteways are provided from the sides of this, one 90 feet long at 

elevation 102 (the main crest of the dam being taken as elevation 

100) and another 45 feet long at elevation 103. A waste gate 10 

feet wide and capable of being lowered to elevation 93 is also provided, for use especially in floating out any obstructions which lodge 

against the racks. The new dam and headgates to the canal are 

situated about 800 feet downstream from the old dam, which was 

destroyed on the completion of the new structure. There are six 

triplex turbines of somewhat over 1,000 horsepower each, and one 

small duplex turbine of 75 horsepower used in running exciters. 

Each large unit has three 39-inch runners, mounted on a horizontal 

shaft, which revolves at 180 revolutions a minute. Two of the 

wheels in each set discharge through a common T center and draft 

tube near the fore bay wall. The third wheel is set opposite a quarter 

turn at the downstream end of the casing and discharges through 

this quarter turn into a smaller draft tube. The top of the penstock opening is at elevation 95.5, while the lower ends of the draft 

tubes are horizontal and are about 2 feet below the level of usual tail 

water. The gates for the runners are of the plain cylindrical pattern 

without fingers and are controlled by governors. The average head 

on the wheels is about 29 feet and there are six 650-kilowatt 3-phase 

generators direct connected with the turbines. The power developed 

is transmitted at 12,000 volts tension to Manchester, about 14 miles 

away, where it enters a substation and is transformed to a lower 

voltage and through a distributing switch-board utilized for light 

and power purposes. The Garvins Falls station is one of a system of 

three water-power plants and one steam-power plant operated by this 

company.

Careful record of the pond and tail-race levels, wheel openings, 

etc., have been kept by the company since the completion of the 

new dam in 1904, and have been furnished for computations of flow 

by J. Brodie Smith, manager. The computations for 1907-8 have 

been made and results furnished by Hollis French & Alien Hubbard, consulting engineers for the power company. A number of 

current-meter measurements have been made from time to time by 

the hydrographers of the Survey for the purpose of rating turbines 

and to assist in computing flow over the dam.

Conditions are favorable at this station for accurate, records of 

discharge. The flow over the dam is affected somewhat by ice 

during the winter.

The maximum daily discharge during the maintenance of the 

station occurred March 31, 1905, and was about 33,970 second-feet. 

Discharge for the minimum week occurred October 22 to 28, 1908, 

and averaged about 1,019 second-feet. '
MEERIMAC EIVEE DRAINAGE BASIN. 133 

Daily discharge, in second-feet, of Merrimac River at Garvins Falls, N. H., for 1907-8.

Day.

1907. 

1..............

2..............

3..............

.4..............

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..............

1908. 

1..............

9

3..............

4..............

5..............

6..............

8..............

g

10..............

11.. . . ....

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..

99

23..............

24..............

25..............

%..............

27..............

28.... .... ....

29

30..............

31..............

Jan.

f 

2,913 

4,454 

4,887 

4,657 

4,325

.14,725 

4,570 

4,057 

3,964 

3,381

4,238 

3,079 

a, 2, 661 

2,583 

2,486

2,305 

3,159 

2,249 

2,329 

a 2, 224

2,461

2,744 

2,843 

2,507 

2,603

2,664 

a2,702 

2,208 

2,109 

2,169 

2,261

6,860 

6,051 

5,100 

3,642 

o 2, 936

2,567 

3,475 

4,144 

5,055 

5,100

4,303 

o3,938 

4,967 

6,272 

5,572

4,786 

3,789 

3,946 

a 3, 477 

3,108

3,033 

2,993 

2,937 

2,995 

2,601

a 2, 566 

2,979 

3,467 

4,008

2,822

Feb.

2,239 

2,433

a 2, 428 

2,207 

2,289

2,167 

2,190 

2,260 

2,472 

a 2, 580

2,383 

1,941 

1,685 

2,106 

2,343

2,334 

o2,397 

2,173 

1,792 

1,872

M,690 

1,509 

2,082 

a 2, 291 

1,589

1,551

1,588 

1,457

2,465 

a 2, 478 

2,321 

2,401 

2,312

2,420 

3,079 

3,013 

a 2, 951 

2,165

2,249 

2,299 

2,306 

2,493 

3,082

o8,554 

16,926 

11,346 

7,795 

5,610

4,674 

4,292 

a 3, 996 

3,448 

3,208

3,156 

3,033 

3,157 

2,992

Mar.

1,505 

1,712 

a 2, 068 

1,685 

1,672

1,502 

1,592 

1,588 

1,409 

a 1,858

1,550 

1,460 

1,553 

1,547

2,378

3,914 

a 3, 392 

3,935 

5,086 

4,939

4,056 

3,646 

3,735 

a 6, 065

7,276

7,408 

6,747 

6,896 

8,465 

14,427 

o20, 412

a 2, 856 

2,886 

2,847 

2,857 

2,840

2,746 

2,714 

a 2, 688 

2,665 

2,350

2,495 

2,605 

2,739 

3,277 

o4,373

7,348 

10,470 

9,337 

7,249 

5,762

4,899 

i4,615 

4,859 

7,202 

12,546

ll,9fil 

11,855 

14,117 

al4,992 

17,334 

16,330

Apr.

20,213 

14,376 

10,933 

9,163 

8,581

9,853 

o9,148 

7,777 

7,008 

6,346

5,806 

5,946 

6,413 

a 6, 699 

6,855

7,242 

7,057 

7,047 

6,442 

6,249

o 5, 465 

5,107 

4,893 

6,571 

16,069

12,535 

12,541 

"14,637 

12,917 

12, 128

13,010 

10,858 

9,469 

7,483 

o6,277

5,905

6,884 

8,508 

8,808 

8,397

8,697 

olO,391 

9,466 

7,934 

6,995

7,011 

8,745 

7,192 

o6,810 

8,346

7,856 

6,741 

5,925 

6,672 

8,994

o9,806 

14,290 

13,430 

18, 426 

17,413

May.

14,611 

16,625 

11,020 

8,807 

a8,244

7,925 

7,358 

7,352

6,862 

6,811

6,641 

o6,058 

5,372 

4,723 

5,866

5,787 

7,458 

11,586 

o8,438 

7,429

6,113 

5,377 

4,849 

4,200 

4,072

o3,459 

3,511 

3,978 

4,683 

4,154 

3,868

12,087 

17,332 

ol3,593 

15,968 

14,451

12,092 

10,107 

10,542 

14,691 

ol3,802

13,536 

11,181 

10,315 

11,383 

10,620

9,977 

o8,769 

7,772 

7,266 

6,691

6,212 

5,958 

6,553 

o7,389 

6,293

5,329 

4,849 

4,580 

4,292 

3,869 

a4,738

June.

3,393 

« 3, 076 

3,288 

4,654 

5,248

5,910 

7,972 

6,991 

a 5, 463

4,586

4,295 

4,165 

3,704 

3,234 

3,257

o2,368 

2,726 

2,635 

2,424 

2,416

2,360 

2,545 

o2,318 

1,918 

2,208

1,992 

2,116 

2,668 

2,717 

o2,463

9,341 

7,699 

6,747 

4,923 

4,294

4,014 

o3,628 

3,437 

3,087 

2,880

2,867 

2,723 

2,509 

o2,178 

2,076

2,170 

2,725 

2,921 

2,502 

2,361

o2,049 

1,762 

1,815 

1,947 

1,818

1,850 

1,695 

ol,557 

1,457 

1,795

July.

3,633 

4,516 

3,742 

3,119 

2,406

2,423

«2,288 

2,386 

2,219

1,787

1,937 

2,184 

2,500 

o2,853 

2,384

2,129 

1,905 

1,918 

1,964 

1,865

ol,625

1,767 

1,816 

1,902 

1,998

1,992 

1,883 

a 2, 078 

2,033 

1,913 

1,795

1,825 

1,803 

1,586 

1,398 

ol,287

1,616 

1,677 

1,767 

1,504 

1,354

1,266 

ol,175 

1,358 

1,429 

1,413

1,211 

1,306 

1,155

«1,598 

2,356

4,402 

3,107 

3,003 

2,684 

2,195

o2,002 

2,065 

2,059 

1,883 

1,808 

1,808

Aug.

1,938 

1,965 

1,945 

ol,955 

1,989

2,155 

1,922 

1,955 

1,762 

1,712

ol,334 

1,227 

1,196 

1,516 

1,621

1,632 

1,566 

ol,048 

1,588 

1,339

1,075 

1,317 

1,326 

1,297 

a891

1,048 

1,068 

1,204 

1,202 

1,247 

1,233

1,652 

ol,415 

1,807 

1,456 

1,674

2,597 

6,132 

4,479 

o3,646 

2,827

2,655 

2,559 

3,159 

2,783 

2,393

a 1,880 

2,094 

1,968 

3,093

2,778

2,369 

2,046 

ol,758 

1,805 

1,763

1,828 

1,823 

1,623 

1,492 

a 1,232 

1,520

Sept.

ol,233 

968 

666 

1,356 

1,306

1,629 

2,703 

a 1,966 

1,729 

1,887

1,661 

1,646 

3,207 

2,657 

a 2, 027

1,611 

1,943 

1,806 

1,771 

1,632

1,482 

a 1,081 

1,633 

2,093 

3,105

3,942 

2,949 

2,525 

o2,707 

9,525

1,445 

1,536 

1,500 

1,458 

1,335

o971 

1,315 

1,457 

1,441 

1,437

1,445 

1,255 

o919 

1,361 

1,163

1,204 

1,220 

1,203 

1,028 

o589

1,238 

1,234 

1,128 

1,070 

1,189

1,147 

o679 

1,231 

1,185 

1,240

Oct.

11,280 

7,738 

5,338 

4,538 

5,006

a 5, 796 

4,479 

4,158 

5,136 

7,997

5,950 

4,897 

a5,795 

4,999 

4,282

3,876 

3,439 

3,264 

2,914 

o 2, 666

2,860 

2,699 

2,593 

2,507 

2,424

2,316 

o2,184 

2,326 

8,672 

21,014 

16, 461

1,203 

1,444 

1,042 

ol,232 

1,654

1,219 

1,343 

1,154 

1,337 

1,122

a676 

1,123 

1,292 

1,226 

1,176

1,216 

1,223 

a942 

1,168 

1,193

1,380 

987 

1,000 

1,104 

a916

1,107 

996 

1,020 

1,016 

1,446 

1,347

Nov.

11,540 

8,589 

o9,090 

23,981 

16,222

11,646 

16,943 

25,513 

20,594

«14,466

10,816 

9,151 

7,659 

6,647 

5,887

5,339 

o4,708 

3,699 

4,290 

4,257

4,128 

4,905 

4,352 

o4,209 

4,203

4,170 

4,246 

4,094 

3,860 

3,662

a 1,007 

1,369 

1,099 

1,321 

1,132

1,228 

1,265 

a876 

1,228 

1,169

1,176 

1,313 

1,280 

1,443 

o 1,980

1,583 

1,372 

1,135 

1,354 

1,246

1,194 

o675 

1,190 

1,205 

1,116

855 

1,660 

1,684 

ol,729 

2,168

Dec.

«3,347 

3,462 

3,134 

3,984 

2,717

2,254 

3,193 

o2,819 

2,920 

2,883

10,892 

20,748 

12,425 

7,655 

a 4,949

5,871 

5,960 

5,226 

4,901 

3,969

4,441 

o3,426 

3,592 

5,615 

7,655

8,928 

7,305 

6,203 

o5,940 

6,115 

6,355

1,684 

1,600 

1,379 

1,452 

1,199

o781 

1,085 

1,315 

1,356 

1,402

1,580 

1,315 

o990 

1,275 

1,553

1,453 

1,321 

1,440

979 

o737

1,501 

1,365 

1,072

1,286 

682

1,042 

o743 

1,163 

1,333 

1,288 

1,247

a Sundays. b Interpolated.
134 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Merrimac River at Garvins Falls, N. H.,for 1907-8. 

[Drainage area, 2,340 square miles.]

Month.

1907.

May...........................................

July.................. ................ ........

1908.

July...........................................

Discharge in «econd-feet.

Maximum.

4,890 

2,580 

20,400 

20,200 

16,600 

7.970 

4', 520 

2,160 

9,520 

21,000 

25,500 

20,700

25,500

6,860 

16,900 

17,300 

18,400 

17,300 

9,340 

4,400 

6,130 

1,540 

1,650 

2,170 

1,680

18,400

Minimum.

2,110 

1,460 

1,410 

4,890 

3,460 

1,920 

1,620 

'891 

666 

2,180 

3,660 

2,250

666

2,570 

2,160 

2,350 

5,900 

3,870 

1,460 

1,160 

1,230 

589 

676 

675 

682

Mean.

3,110 

2,070 

4,370 

9,070 

6,890 

3,500 

2,290 

1,490 

2,210 

5,470 

8,760 

5,770

4,580

3,960 

4,150 

6, 5SO 

9,220 

9,430 

3,090 

1,840 

2,330 

1,220 

1,170 

1,300 

1,250

589 3,800

Per 

square 

mile.

1.33

.885 

1.87 

3.88 

2.94 

1.50 

.979 

.637 

.944 

2.34 

3.74 

2.47

1.96

1.69 

1.77 

2.81 

3.94 

4.03 

1.32 

.786 

.996 

.521 

.500 

.556 

.534

1.62

Run-off 

(depth in 

inches on 

drainage 

area).

1.53 

.92 

2.16 

4.33 

3.39 

1.67 

1.13 

.73 

1.05 

2.70 

4.17 

2.85

26.63

1.95 

1.91 

3.24 

4.40 

4.65 

1.47 

.91 

1.15 

.58 

.58 

.62 

.62

22.08

NOTE. The above mean monthly discharges lor 3907-8 are rated as B.

MERRIMAC RIVER AT LAWRENCE, MASS.

Records of flow of the Merrimac at Lawrence have been kept for 

more than fifty years, but have been published only since 1890. 

Data in regard to the flow are furnished by R. A. Hale, principal 

assistant engineer of the Essex Water Power Company.

The station is located at the dam of the Essex Company in Lawrence, and a careful record is kept of the flow over the dam and 

through the various wheels and gates in connection with the sale of 

power to the various users. The nearest dam on the river upstream 

is at Lowell, about 12 miles away, while a short distance below the 

Lawrence dam the river is within reach of tidal effect at high tide.

Water is diverted from the drainage basins of Sudbury and Nashua 

rivers for use by the metropolitan district in the vicinity of Boston, 

but during a portion of the year water is wasted into the Merrimac at 

these diversion dams, consequently the drainage area is a somewhat 

variable quantity.
MERRIMAC RIVER DRAINAGE BASIN. 135

The drainage areas are as follows:

Square miles. 

Total of Merrimac River drainage basin above Lawrence...................... 4, 664

Nashua River drainage basin above gaging station at Clinton, Mass.............. 118

Sudbury River drainage basin, Framingham, Dam No. 1..................... 75

Cochituate River drainage basin............................................ 19

Total of Nashua, Sudbury, and Cochituate river drainage basins.............. 212

Net drainage basin of Merrimac River, excluding Nashua, Sudbury, and Cochituate river basins..................................................... 4, 452

The quantity as measured at Lawrence includes the water from 

Sudbury, Nashua, and Cochituate rivers, and in getting the absolute 

yield of the river this should be considered in reference to the drainage 

areas, either by deducting it from the Merrimac flow and using the net 

area and the net flow of the Merrimac, or by getting the total yield 

of both the Sudbury and Nashua Rivers with the Merrimac and using 

the total area.

The accompanying tables, furnished by Mr. Hale, give the flow of 

the Merrimac and Lawrence, and also the quantity wasted from the 

Sudbury and Nashua drainage basins into the Merrimac, the latter 

being based on data furnished by the Metropolitan Water and Sewerage Board of Boston.

Much care is taken in procuring the base data used and in making 

computations, and these records are regarded as excellent.

The maximum daily discharge during the maintenance of the 

station occurred in March, 1896, and was about 82,150 second-feet, 

this being the greatest flood since that of 1846. The discharge for 

the minimum week occurred September 21 to 27, 1908, and averaged 

1,240 second-feet.
136 STJEFACE WATEK SUPPLY, 1907-8.

Average weekly flow, arranged in order of dryness, of Merrimac River at Lawrence, Mass.,

for 1907-8.

Week ending Sunday 

1907.

March 10.............

July 28...............

July 21 ...............

October 27...........

July 14...............

July7. ...............

May 26...............

May 12...............

Mar 19. ..............

April 14..............

December 29.... . 

April 28..............

May 5......... .......

April 7...............

Weekly average. . .

Merrimac 

River at 

Lawrence 

(total 

drainage 

area= 4,664 

square 

miles).

Wasting into Merrimac from 

Nashua 

River at 

Clinton 

(drainage 

area= 118 

square 

miles).

Sudbury 

River at 

Daml 

(drainage 

area= 75 

square 

miles).

Lake Cochituate, 

Bannister 

Brook 

(drainage 

area= 19 

square 

miles).

Total 

waste 

of these 

watersheds 

(total 

drainage 

area=212 

square 

miles).

Mean weekly discharge in second-feet.

1,245 

1,684 

2,042 

2,113 

2,321 

2,454 

2,602 

2,684 

2,701 

2,714 

2,721 

2,927 

3,039 

3,101 

3,159 

3,181 

3,215 

3,458 

3,468 

3,522 

3,568 

3,842 

3,972 

4,129 

4,240 

4,380 

5,490 

5,932 

6,063 

6,764 

7,480 

7,603 

8,377 

8,715 

8,746 

8,767 

8,931 

9,152 

9,253 

9,271 

10,937 

11,093 

11, 336 

11,838 

12,394 

12, 539 

12,644 

12,757 

14,036 

16, 475 

17,397 

22,978

6,836

3 

5 

5 

5 

6 

5 

6 

5 

6 

5 

6 

6 

6 

7 

5 

5 

6 

7 

6 

7 

5 

6 

5 

6 

6 

5 

7 

5 

7 

7 

6 

7 

7 

6 

7 

7 

7 

6 

6 

6 

6 

6 

6 

7 

6 

7 

7 

7 

6 

6 

5 

8

6

2 

2 

2 

2 

2 

2 

2 

55 

2 

62 

2 

56 

86 

3 

2 

105 

2 

73 

2 

8 

73 

2 

2 

2 

79 

87 

86 

49 

38 

2 

36 

70 

137 

2 

88 

195 

94 

118 

27 

48 

161 

172 

119 

145 

86 

97 

4 

127 

65 

113 

92 

77

57

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

17 

4 

0 

17 

0 

0 

0 

0 

0 

37 

0 

31 

21 

0 

0 

20 

0 

20 

0 

0 

0 

20 

0 

0 

0

4

5 

7 

7 

7 

8 

7 

8 

60 

8 

67 

8 

62 

92 

10 

7 

110 

8 

80 

8 

15 

78 

8 

7 

8 

85 

92 

93 

71 

49 

9 

59 

77 

144 

8 

95 

202 

138 

124 

64 

75 

167 

178 

145 

152 

112 

104 

11 

134 

91 

119 

97 

85

67

Net yielc 

rimac Ri 

4,452 squ 

(mean dis 

second

Per 

week.

1,240 

1,677 

2,035 

2,106 

2,313 

2,447 

2,594 

2,624 

2,693 

2,647 

2,713 

2,865 

2,947 

3,091 

3,152 

3,071 

3,207 

3,378 

3,460 

3,507 

3,490 

3,834 

3,965 

4,121 

4,155 

4,288 

5,397 

5,861 

6,014 

6,755 

7,421 

7,526 

8,233 

8,707 

8,651 

8,565 

8,793 

9,028 

9,189 

9,196 

10,770 

10,915 

11,191 

11,686 

12,282 

12,435 

12, 633 

12,623 

13,945 

16,356 

17,300 

22,893

6,769

I of Merver from 

ire miles 

charge in

-feet).

Per 

square 

mile.

0.278 

.377 

.457 

.473 

.519 

.550 

.583 

.589 

.605 

.595 

.609 

.643 

.662 

.694 

.708 

.690 

.720 

.759 

.777 

.788 

.784 

.861 

.891 

.926 

.933 

.963 

1.212 

1.316 

1.351 

1.517 

1.667 

1.690 

1.849 

1.955 

1.943 

1.924 

1.975 

2.028 

2.064 

2.066 

2.419 

2.452 

2.514 

2.625 

2. 759 

2.793 

2.838 

2. 835 

3.132 

3.674 

3. 886 

5.142

1.520
MEEEIMAC EIVEE DEAINAGE BASIN. 137

Average weekly flow, arranged in order ofdryness, of Merrimac River at Lawrence, Mass.,

for 1907-8 Continued.

Week ending Sun- day1908.

October 11............

July 19..... ..........

December 20 _ . . .....

July 5................

July 12...............

May 17 ...............

May3................

Weekly average. . .

Merrimac 

River at 

Lawrence 

(total 

drainage 

area= 4,664 

square 

miles).

Wasting into Merrimac from 

Nashua 

River at 

Clinton 

(drainage 

.area=118 

square 

miles).

Sudbury 

River at 

Daml 

(drainage 

area=75 

square 

miles).

Lake Cochituate, 

Bannister 

Brook 

(drainage 

area= 19 

square 

miles).

Total 

waste 

of these 

watersheds 

(total 

drainage 

area=212 

square 

miles).

Mean weekly discharge in second-feet.

1,240 

1,365 

1,418 

1,463 

1,464 

1,475 

1,480 

1,497 

1,614 

1,618 

1,699 

1,732 

1,769 

1,822 

1,963 

1,979 

2,049 

2,057 

2,151 

2,220 

2,256 

2,407 

2,427 

2,704 

2,778 

2,834 

3,586 

3,906 

3,982 

4,307 

5,959 

6,030 

6,059 

6,306 

6,519 

6,583 

7,515 

8,171 

8,735 

9,671 

9,861 

10,640 

11,115 

11,322 

11,537 

13.394 

13,785 

13,880 

15,354 

15, 549 

15,740 

16,933

5,691

5 

6 

4 

5 

5 

4 

5 

5 

5 

5 

5 

4 

5 

4 

5 

5 

1 

5 

6 

6 

5 

1 

5 

5 

5 

4 

6 

4 

5 

5 

5 

5 

4 

4 

4 

129 

3 

45 

19 

4 

4 

4 

5 

5 

4 

4 

9 

3 

3 

4 

66 

125

11

2 

2 

7 

2 

2 

5 

2 

2 

14 

4 

18 

2 

2 

4 

20 

3 

5 

14 

2 

2 

2 

8 

2 

8 

2 

2 

25 

11 

3 

102 

114 

93 

123 

128 

106 

92 

176 

91 

67 

138 

72 

107 

153 

117 

172 

153 

89 

224 

80 

25 

209 

230

58

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0

1

0 

2 

38 

21 

49 

11 

45 

31 

49 

24 

14 

25 

20 

27 

51 

21 

33 

35 

18 

59 

34 

0 

52 

49

13

7 

^8

7 

7 

9 

7 

7 

19 

9 

23 

6 

7 

8 

25 

8 

6 

19 

8 

8 

7 

9 

7 

13 

7 

6 

31 

16 

8 

109 

157 

119 

176 

143 

155 

252 

228 

160 

100 

167 

96 

138 

209 

143 

209 

192 

116 

286 

117 

29 

327 

404

84

Net yield of Merrimac River from 

4,452 square miles 

(mean discharge in 

second-feet).

Per 

week.

1,233 

1,357 

1,407 

1,456 

1,457 

1,466 

1,473 

1,490 

1,595 

1,609 

1,676 

1,726 

1,762 

1,814 

1,938 

1,971 

2,043 

2,038 

2,143 

2,212 

2,249 

2,398 

2,420 

2,691 

2,771 

2,828 

3,555 

3,890 

3,974 

4,198 

5,802 

5,911 

5,883 

6,163 

6,364 

6,331 

7,287 

8,011 

8,635 

9,504 

9,765 

10,502 

10,906 

11,179 

11,328 

13,202 

13,669 

13,594 

15,237 

15,520 

15,413 

16, 529

5,607

Per 

square 

mile.

0.217 

.305 

.316 

.327 

.327 

.329 

.331 

.335 

.358 

.361 

.376 

.388 

.396 

.407 

.435 

.443 

.459 

.458 

.481 

.497 

.505 

.539 

.544 

.604 

.622 

.635 

.799 

.874 

.893 

.943 

1.303 

1.328 

1.321 

1.384 

1.430 

1.422 

1.637 

1.799 

1.940 

2.135 

2.193 

2.359 

2.450 

2.511 

2.544 

2.965 

3.070 

3.053 

3.422 

3.486 

3.462 

3.713

1.259
138 SURFACE WATER SUPPLY, 1907-8.

Daily discharge, in second-feet, of Merrimac River at Lawrence, Mass., for 1907-8.

Day.

1907. 

1. .............

2..............

3..............

4..............

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..............

1908. 

1..............

2..............

3..............

4..............

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 ..............

Jan.

4,474

6,692

7,174

8,817

14,850

alS,038

14, 821

13,409

10,793

7,720

6,865

5,453

o5,004

6,409

4,866

4,639

4,533

4,094

2,446

a, 2, 695

5,911

5,373

5,013

4,774

4,345

2,747

o2,496

5,566

3,838

3,634

3,647

14, 082

12, 632

10, 945

8,580

a 7, 370

7,449

6,975

9,520

12, 691

11,720

9,946

o 9, 399

13, 389

15,579

12, 924

11,267

8,869

8,251

a 7, 525

7,525

6,347

6,650

5,364

4,668

a 5, 253

6,658

6,537

7,235

6,i>68

5,221

Feb.

3,476

2,214

a2,598

4,901

3,806

3,303

3,194

3,467

2,326

al,273

4,640

3,477

3,218

3,172

3,330

2,299

a 1,136

4,550

3,504

3,105

3,132

3,304

2,308

a 583

4,346

3,324

2 799

2,734

4,787

a 4, 708

6,421

5,002

4,348

4,198

3,508

3 OS&

a 3,' 639

5,148

4,031

3,902

3,788

3,520

5,846

al7,905

22,896

21,019

15, 069

10,539

9, 137

7,977

o7,122

7,437

6,275

5,879

6,647

6,844

6,511

Mar.

3,025

2,269

0504

3,591

3,214

3,011

3,010

3,034

2,282

o647

4,056

3,304

3,046

2,920

3,247

2,704

o 4, 927

9,430

10, 940

10, 940

9,640

10, 671

11,243

o!4, 784

15, 302

14, 043

13, 337

13,364

19,465

a24,309

a 6, 039

6,712

6,252

5,977

5,699

5,479

a 5, 658

7,361

6,312

6,264

5,957

9,091

alO, 558

15,654

19,604

17,322

14, 299

11,600

a 8, 822

10,783

17,382

18,211

16,612

ol9,578

K, 530

Apr.

27,271

22,680

17,667

14,800

13,304

13,019

al3,038

12,588

11,388

10, 062

9,855

10, 112

10, 996

oll,558

12,506

12, 646

12,357

11,748

10, 939

10,061

o9,098

9,333

7,815

8,640

13, 802

n

p;7O

ol5,465

1 <! Pit'?

16, 676

14 666

12, 562

olO, 021

9,823

12, 693

a!2, 445

10,140

9,768

10,561

10,094

10,418

10, 031

8 794

010, 650

12,513

14, 798

15,888

18, 024

May.

14,731

17,411

15,068

11,149

olO, 130

10, 904

9,952

9,392

9,113

8,929

8,283

o 8, 199

8,462

7,529

6,726

7,950

8,665

13, 348

al2,214

10, 763

9,384

8,185

7 ^Aft

5,180

o 4, 929

7,011

6,565

6,173

6,253

14,835

15,990

14, 592

12, 248

ID AIQ

15, 230

13, 084

13 008

10,527

9 673

8,858

8

OOC

7 ft^S

9,074

7,789

6,063

5,414

4,832

June.

4,299

o 4, 913

6,283

7,516

9,369

9,433

10,599

10,557

8,402

7,252

6,689

6,241

5,651

4,069

o 4, 139

5,642

4,147

3,622

3,476

2,250

4,652

3,246

3,191

3,241 9 on

9,640

6,378

5,211

a 4, 716

K 704

5,323

3

Oqr\

4,010

3,720

a 2, 686

4,389

1 °,7Q

2,796

3,277

1,743

a818

2,711

2,708

2,784

2,693

2,493

1,653

a 499

2,866

July.

4,552

4,526

5,129

3,509

4,456

2,999

o 2, 634

4,640

3,738

3,493

3,338

2,225

5,028

4,158

3,311

3,181

O C1 D

a 456

3,949

3 19Q

3,121

2

701;

2,067

4,030

3 914

3,086

2,821

9 9^3

37(1

3,380

9 7fift

2 AOJ.

2,693

2,418

1,574

1 976

2,255

2,513

2,048

1 191

2,116

9 77&

4,018

/ 1 77

1,889

ol,815

3

009

2,876

2,946

9 ^tS

Aug.

2,806

2,921

1,815

o341

3,264

3,092

2,989

2,770

2,850

1,881

a 332

2,950

2,764

2,690

2,502

1 830

1 ' ft^7

2,014

2,141

2,348

o363

1 664

1,356

1 9QO

1,172

a 177

9 ftnn

2,778

3,032

5,079

6,571

5,008

4,089

3,697

3,461

3,526

2,985

a 2, 333

3,690

3,385

2,862

2,678

2 ere

1,866

Q C9fi

2,762

2,771

2

701

1 ^fin

O Af\K.

Sept.

o606

1,713

2,859

2,645

2,711

2,655

1,596

allS

2,775

3,083

2,838

2,830

2,708

a 2, 914

3 698

2,856

2,502

2,556

1,789

2

Af)a

A QKfi

5,508

3 043

a 3, 172

1® ftftK

2,670

2

£Q9

2,544

o417

2

QOC

2,749

2,184

o!38

2 977

2,181

1,982

1,380

o 70

1,658

1,545

1,529

1,523

852

o73

1,511

1,674

1,870

Oct.

14, 439

10,646

7,553

5,993

5,087

o5,284

5,838

5,742

6,854

10, 139

8,180

5,892

o 4, 703

6,196

5,170

4,621

4,247

3,921

2,815

al,936

4,135

3,908

3,626

3,650

3,693

20,272

1,901

9 nnl

1 669

1 699

1,'782

1 928

1,907

1,115

1,891

1 959

1^894

1,853

1,763

1,034

1,744

1,852

1,882

1 S9Q

1 069

«90

1,701

1,588

1,541

1,842

1 

' 199

Nov.

15, 769

11, 427

all,027

21,231

21,119

15,329

19,805

33, 330

29, 646

o21, 388

18,155

15,643

13, 699

12,057

10, 666

9,295

08,256

8,688

7,682

7,787

7,503

7,413

7,310

a 6, 837

8,836

9 741

8,530

7,709

a 131

2,032

2,175

2,225

2,195

1,949

1,112

1 963

2^021

2,060

1,973

1,096

a222

1,968

1,962

1,983

1 993

2,' 008

1,225

2,075

2,139

377

1 91ft

a 306

2,7S4

Dec.

o6,717

7,150

6,225

5,936

5,778

5,191

S,54.6

a 4, 601

6,025

5,802

9,993

2S, 387

19,880

13,899

alO, 314

10,074

10, 295

9,865

9,021

8,124

7,055

a 6, 791

8,074

9,257

13, 956

15,597

13,315

11,473

all,193

12,288

13,355

2,749

2,512

2,194

2,191

1,318

o!67

2,326

2,507

2,466

2,318

2,313

1,509

o305

2,434

3,764

2,687

2,263

2,333

1,537

a381

2

9^0

139

676

9 419

2,294

2,274

2,284

a Sunday. 

NOTE. Maximum and minimum appear in italics.
MEERIMAC RIVER DRAINAGE BASIN. 139

Monthly discharge of Merrimac River at Lawrence, Mass., for 1907-8.

Month.

1907.

April...........

May............

July...........

September .....

November. ....

The year. 

1908.

July...........

September .....

November ..... 

December......

The year.

Mean discharge of 

Merrimac 

River at 

Lawrence, 

as measured. 

(Total 

drainage 

area=4664 

square 

miles.)

6,400 

3,054 

7,799 

13,141 

9,124 

5,351 

3,341 

1,927 

2,965 

6,388 

13,066 

9,812

6, 8(54

8,824 

7,487 

11,400 

11,967 

11,575 

4,193 

2,329 

2,986 

1,693 

1,474 

1,590 

1,886

5,617

Amount wasting into Merrimac River 

from watershed.

Nashua 

River at 

Clinton.

118 sq. m.

Sudbury 

River at 

Daml.

75 sq. m.

Lake Cochituate, 

Bannister 

Brook.

19 sq. m.

Total.

212 sq. m.

Second-feet.

6 

6 

6 

6 

6 

7 

6 

5 

6 

6 

7 

7

6.2

5 

4 

35 

14 

36 

14 

5 

4 

4 

5 

5 

5

11

Ill 

79 

100 

112 

43 

37 

2 

2 

2 

2 

87 

113

58

121 

124 

188 

118 

77 

25 

2 

10 

3 

2 

10 

11

58

0 

0 

0 

11 

21 

11 

0 

0 

0 

0 

0 

0

3.6

33 

24 

52 

27 

22 

6 

0 

0 

0 

0 

0 

0

14

117 

85 

106 

129 

70 

55 

8 

7 

8 

8 

94 

120

67

159 

152 

275 

159 

135 

45 

7 

14 

7 

7 

15 

16

83

Average yield of Merrimac River from 

watershed of 4,452 

square miles.

Second-feet.

6,283 

2,969 

7,693 

13,012 

9,054 

5,296 

3,333 

1,920 

2,957 

6,380 

12,972 

9,692

6,797

8,665 

7,335 

11, 125 

11,808 

11,440 

4,148 

2,322 

2,972 

1,686 

1,467 

1,575 

1,870

5,534

Second-feet 

per square 

mile.

1.411 

.667 

1.728 

2.923 

2.034 

1.190 

.749 

.431 

.664 

1.433 

2.914 

2.177

1.527

1.946 

1.648 

2.499 

2.652 

2.570 

.932 

:522 

.668 

.379 

.330 

.354 

.420

1.243

Run-off 

depth in 

inches on 

drainage 

area.

1.63 

.69 

1.99 

3.26 

2.34 

1.33 

.86 

.50 

.74 

1.65 

3.25 

2.51

20.75

2.24 

1.78 

2.88 

2.96 

2.96 

1.04 

.60 

.77 

.42 

.38 

.40 

.48

16.91

CONTOOCOOK EIVER AT WEST HOPKINTON, N. H.

This station, which is located at the wooden highway bridge at 

West Hopkinton, N. H., was established July 9, 1903, to obtain general statistical data regarding flow, and discontinued May 1, 1907.

It is about 5 miles above the entrance of Warner River. During 

the winter months the discharge is so affected by ice that the station 

is discontinued. Conditions for obtaining accurate discharge data 

during the rest of the year are fairly good and a good rating curve 

has been determined.

The gage datum has remained the same during the maintenance 

of the station.
140 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Contoocook River at West Hopkinton, N. H., for 1907,

[Frank H. Carr, observer.]

Day.

1...... .............

2 ...................

3...................

4........ ..... ...

5 ...................

6...................

7...................

8...................

9...................

10...................

Jan.

4.35

4.9

5.6

6.35

5.7

5.1

4.8

4.65

d 7^

Apr.

5.9

5.4

4.8

4.7

4.75

4.45

4.2

4.1

4.0

Day.

11.................

12 .................

14 .................

15 .................

16 .................

17 .................

IS .................

19 .................

20 .................

Jan.

4.6

4.45

5.3

5.5

Apr.

4.05

4.15

4.55

4.6

4.45

4.25

4.15

Day.

21 .................

22 .................

24 .................

25 .. . .....

26 .................

27 .................

28 .................

29 .................

30 .................

Jan. Apr.

4.0

3.85

3.8

4.2

5. 05

4.9

4.75

4.5

4.25

4.1

NOTE. Ice conditions prevailed January to March. 

Rating table for Contoocook River at West Hopkinton, N. II., for 1905-7.

Gage 

height.

Feet.

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec.-ft.

185

209

237

270

308

352

402

457

517

582

651

724

801

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Sec.-ft.

882

967

1,056

1,150

1,250

1,355

1,465

1,575

1,690

1,805

1,925

2,045

2,165

Gage 

height.

Feet.

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

Discharge.

Sec.-ft.

2,290

2,420

2,550

2,685

2,820

2,960

3,100

3,245

3,395

3,550

3,710

4,038

4,366

Gage 

height.

Feet.

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

Discharge.

Sec.-ft.

4,694

5,022

5,350

5,678

6,006

6,334

6,662

6,990

7,318

7,646

7,974

8,302

8,630

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 12 discharge measurempnts made during 1905-6 and is well denned between gage heights 2.4 feet and 9 feet.

Monthly discharge of Contoocook River at West Hopkinton, N. H., for 1907. 

[Drainage area, 410 square miles:]

Month.

January. ............... ...

Discharge in second-feet.

Maximum. Minimum.

3,550 967

Mean.

660 

390 

900 

1,680

Per 

square 

mile.

1.61 

.951 

2.20 

4.10

Run-off 

(depth in 

inches on 

drainage 

area).

1.86 

.99 

2.54 

4.57

Accuracy.

D. 

D. 

D. 

A.

NOTE. Discharge during January to March based on the run-off per square mile of the drainage area 

below Franklin Junction and above Garvins Falls as determined from the subtraction of the former from 

the latter.

SOUTH BRANCH OF NASHUA RIVER AT CLINTON, MASS.

Since July, 1896, the flow of South Branch of Nashua River has 

been measured at Clinton by the engineers of the Metropolitan Water and Sewerage Board. The results of these measurements have 

been furnished by Dexter Brackett, chief engineer. A large reservoir, storing about 8.5 billion cubic feet has been constructed at
MERRIMAC EIVER DRAINAGE BASIN. 141

Clinton, Mass., and water stored since 1903. Beginning with 1897 

the flow has been corrected for gain and loss of storage in reservoirs 

and mill ponds on the watershed, so that the results show the natural 

flow of the stream. The accompanying tables give data upon discharge and precipitation for 1907-8, also the average for the years 

1897-1908, inclusive, precipitation being based upon records at several stations in the Nashua drainage basin.

Yield and rainfall in South Branch of Nashua River basin at Clinton, Mass., for

1907-8.

[Drainage area, 118.19 square miles.0]

Month.

1907.

May..........................

October... ....................

1908.

March ........................

April....... ...................

May..........................

July..........................

August .......................

September ....................

1897-1908.

February .....................

March .............. . .

April.........................

May..........................

June. ...............

July.. .......................

Total yield 

in million 

gallons.

5, 380. 4 

2, 305. 1 

6,261.8 

5, 125. 7 

3, 561. 7 

2, 760. 1 

1,235.2 

321. 4 

2, 892. 6 

5,098.1 

9,066.8 

7, 235. 8

51,244.7

(i, 368. 8 

5,948.5 

8,030.7 

4, 499. 8 

5,183.4 

1,429.3 

807.2 

1,622.8 

310.6 

579.9 

444.3 

1,419.2

30, 644. 5

55, 147. 6 

55, 035. 0 

126, 261. 9 

97, 834. 2 

55, 232. 4 

36, 896. 1 

21,701.1 

21,138.4 

18. 793. 3 

27, 110. 1 

38. 347. 5 

62, 338. 2

615,835.8

Average yield per 

square mile.

Million 

gallons 

per day.

1.458 

0.692 

1.697 

1.436 

0.965 

0.773 

0.335 

0.087 

0.810 

1.382 

2.540 

1.961

1.180

1. 738 

1.736 

2,192 

1,269 

1.415 

0.403 

0.220 

0.443 

0.088 

0.158 

0.125 

0.387

0.847

1.254 

1.378 

2.872 

2.299 

1.256 

0.867 

0.494 

0.481 

0.442 

0.617 

0.901 

1.418

1.189

Secondfeet.

2.257 

1.070 

2.626 

2.221 

1.494 

1.196 

0.518 

0.135 

1.254 

2.138 

3.930 

3.035

1.825

2.689 

2.685 

3.391 

1.964 

2.188 

0. 624 

0.341 

0.685 

0.136 

0.245 

0.194 

0.599

1.311

1.940 

2.131 

4.443 

3.557 

1.944 

1.342 

0.764 

0.744 

0.683 

0.954 

1.394 

2.194

1.840

Rainfall in 

inches, b

2.84 

2.32 

1.82 

2.65 

2.96 

3.54 

3.03 

1.26 

9.50 

5.68 

5.74 

4.40

45.74

3.398 

4.823 

2.770 

2.623 

5.338 

1.290 

3. 853 

6.493 

1.040 

2.123 

1.050 

3.033

37. 834

3.655 

3.725 

4.499 

3.916 

3.609 

4.235 

4.440 

4.311 

4.025 

3.634 

3.475 

4.541

48. 065

Rainfall 

collected 

in inches. b

2.601 

1.115 

3.028 

2.479 

1.722 

1.334 

0.597 

0.155 

1.399 

2.465 

4.384 

3.499

24. 778

3.101 

2.896 

3.910 

2.191 

2. 524 

0.696 

0. 393 

0.790 

0.151 

0.282 

0.216 

0.691

17. 841

2.237 

2.233 

5.123 

3.969 

2-241 

1.497 

0.880 

0.858 

0.762 

1.100 

1.556 

2.529

24. 985

Per cent 

collected.

91.6 

48.0 

166.3 

93.5 

58.2 

37.7 

19.7 

12.4 

14.7 

43.4 

76.4 

79.5

54.2

91.3 

60.1 

141.2 

83. 5 

47.3 

53.9 

10.2 

12.2 

14.5 

13.3 

20.6 

22.8

47.2

61.2 

59.9 

113.9 

101.4 

62.1 

35.3 

19.8 

19.9 

18.9 

30.3 

44.8 

55.7

52.0

a Area of watershed from 1897 to 1907= 119 square miles. Area of watershed for 1908= 118.19 square miles, 

b Total for month for 1907-8; average of totals per calendar month 1897 to 1908.
142 SUEFACE WATER SUPPLY, 1907-8.

SUDBURY RIVER AT FRAMINGHAM AND LAKE COCHITUATE AT 

COCHITUATE, MASS.

Sudbury River, a small stream of eastern Massachusetts, receives 

water from an area west of Framingham. It flows thence in a 

northerly course through meadows and swamps and joins Assabet 

River to form Concord River, which in turn continues northward, 

entering Merrimac River immediately below the city of Lowell. 

Storage reservoirs have been constructed by the city of Boston and 

the Metropolitan Water and Sewerage Board, controlling the greater 

part of the flow from this basin.

Lake Cochituate drains into Sudbury River a short distance 

below Framingham. It is controlled as a storage reservoir by the 

Metropolitan waterworks.

Sudbury River and Lake Cochituate have been studied by the 

engineers of the city of Boston, the State Board of Health of Massachusetts, and the Metropolitan Water and Sewerage Board, and 

records of rainfall in the Sudbury basin have been kept since 1875, 

and in the Cochituate basin since 1852, but the latter are considered 

of doubtful accuracy previous to 1872.

The accompanying tables, furnished by Dexter Brackett, chief 

engineer, give data regarding discharge and precipitation for 1907-8, 

also the average for thirty-four years for Sudbury River, and for 

forty-six years for Lake Cochituate. (See also footnote, p. 343.)

Yield and rainfall in Sudbury River basin at Framingham, Mass., for 1907-8. 

[Drainage area, 75.2 square miles.]

Month.

1907.

July..........................

The vear. ...............

Total yield 

in million 

gallons.

3,150.3 

1,313.3

3,865.4 

3,626.0 

2,069.5 

1,717.7 

20.5 

-243. 0 

1, 220. 5 

1,726.7 

4,507.8 

4,736.0

27,710.7

Average yield per 

square mile.

Million 

gallons 

per day.

1.351 

0.624 

1.658 

1.607 

0.888 

0.761 

0.009 

-0. 104 

0.541 

0.741 

1.998 

2.032

1.010

Secondfeet.

2.091 

0.965 

2.565 

2.487 

1.374 

1.178 

0.014 

-0. 161 

0.837 

1.146 

3.092 

3.143

1.562

Rainfall in 

inches."

3.28 

2.17 

1.91 

3.41 

3.63 

3.53 

1.86 

1.07 

8.76 

4.17 

C.12 

4.47

44. 38

Rainfall 

=, collected 

in inches."

2.411 

1.005 

2.958 

2.774 

1,584 

1.314 

0.015 

-0. 186 

0.934 

1.321 

3.450 

3.624

21.204

Per cent 

collected.

73.4 

46.3 

154.6 

81.5 

43.6 

37.2 

0.9 

-17.4 

10.7 

31.7 

56.4 

81.1

47.8

a. Total for month for 1907-8; average of totals per calendar month 1875 to 1908.
MEEEIMAC EIVEE DEAINAGE BASIN. 143

Yield and rain/all in Sudbury River basin at Framingham, Mass., for 1907-8 Con.

Month.

January... 

February.. 

March.....

April......

May.......

June.......

July.......

August....

September. 

October....

November. 

December..

1908.

The year.

1873-1908. 

January................

February...............

March..................

April...................

May....................

June..........-.--.-....

July....................

August.........--.-.-........| 21

September.................... I 20

October.................

November..............

December...............

Total yield 

in million 

gallons.

4, 487. 6

3, 350. 4

5,261.7

2, 520. 4

2, 437. 5

438.6

- 32.8

236.7

- 184. 5

108.9

159.9

317.1

19, 101. 5

98, 652. 6

126, 067. 1

229, 420. 7

157, 443. 3

87, 494. 5

40, 131. 7

14,841.6

21,019.3

20, 007. 7

38, 301. 3

65, 163. 7

84, 353. 4

982, 896. 9

Average yield per

square mile.

Million 

gallons

per day.

1.925

1.536

2.257

1.117

1.046

.194

- .014

.102

- .082

.047

.071

.136

.694

1.245

1.746

2. 894

2. 053

1.104

.523

.187

.265

.261

.483

.850

1.064

1.053

Secondfeet.

2.978

2.377

3.492

1.729

1.618

.301

- .022

.157

- .127

.072

.110

.210

1.074

1.925

2. 701

4.477

3.175

1.708

.809

.290

.410

.404

.747

1.314

1.646

1. 629

Rainfall in 

inches. a

3.600

4.558

3.818

1.880

5. 505

.863

3. 705

4.573

.973

2.550

.978

3.145

36. 148

4.141

4. 176

4.500

3. 504

3.425

3. 114

3.663

3.913

3.515

4.071

3.840

3.840

45. 702

Rainfall 

collected 

in inches. «

3.434

2.564

4.026

1.929

1.865

.335

- .025

.181

- .141

.083

.122

.243

14. 616

2.220

2.837

5. 163

3.543

1.969

.903

.334

.473

.450

.862

1.467

1.899

22. 120

Per cent 

collected.

95.4

56.3

105.5

102.6

33.9

38.9

- .7

4.0

-14.5

3.3

12.5

7.7

40.4

53.6

67.9

114.7

101.1

57.5

29.0

9.1

12.1

12.8

21.2

38.2

49.4

48.4

a Total for month for 1907-8; average of totals per calendar month 1875 to 1908.

Yield and rainfall in Lake Cochituate basin at Cochituate, Mass., for 1907- 

[Drainage area, 18.87 square miles.]

Month.

l'JC7.

Total 

yield, 

million 

gallons.

622.0 

308.2 

779.1 

718.5 

468.1 

330.0 

40.7 

95.4 

348.3 

370.9 

863.8 

942.0

5, 887. 0

Average yield per 

square mile.

Million 

gallons 

per day.

1.063 

.583 

1.332 

1.269 

.800 

.583 

.070 

.163 

.615 

.639 

1.526 

1.610

.855

Second-feet.

1.645 

.903 

2.061 

1.964 

1.238 

.902 

.108 

.252 

.952 

. 988 

2. 361 

2.492

1.322

Rainfall 

in inches."

3.14 

2.18 

1.88 

3.47 

3.62 

2.89 

1.45 

1.27 

7.62 

3.96 

5.63 

3.66

40.77

Rainfall 

collected 

in inches.a

1.90 

.94 

2.38 

2.19 

1.43 

1.01 

.12 

.29 

1.06 

1.13 

2.63 

2.87

17.95

Per cent 

collected.

60.4 

43.1 

126.4 

63.1 

39.4 

34.8 

8.6 

22.9 

13.9 

28.6 

46.8 

78.5

44.0

a Total for month for 1907-8; average of totals per calendar month 1863 to 1908.
144 SURFACE WATER SUPPLY, 190^-8.

Yield and rainfall in Lake Cochituate basin at Cochituate, Mass., for 1907-8 Con.

Month.

1908.

April..........................

July...........................

1863-1908.

Total 

yield, 

million 

gallons.

774.8 

853.2 

1, 113. 9 

559.2 

503.4 

115.2 

92.5 

69.7 

-10.8 

40.9 

44.9 

146.5

4, 303. 4

30, 223. 6 

37,651.9 

59, 099. 9 

44, 219. 6 

26, 195. 5 

12,087.7 

7, 772. 7 

11,036.1 

11, 128. 9 

15, 248. 2 

20, 979. 1 

25, 535. 2

301, 178. 4

Average yield per 

square mile.

Millon 

gallons 

per day.

1.325 

1.559 

1.904 

.988 

.861 

.203 

.158 

.119 

- .019 

.070 

.079 

.250

.623

1.123 

1.536 

2.196 

1.698 

.973 

.464 

.289 

.410 

.427 

.567 

.806 

.949

.950

Second-feet.

2.049 

2.412 

2.946 

1.528 

1.331 

.315 

.245 

.184 

- .030 

.108 

.123 

.387

.964

1.737 

2.376 

3.398 

2.627 

1.506 

.718 

.447 

.634 

.661 

.877 

1.246 

1.468

1.470

Rainfall 

in inches."

3.33 

4.30 

3.62 

1.80 

4.58 

.82 

3.91 

3.98 

.77 

2.37 

.85 

2.70

33.03

3.916 

3.923 

4.395 

3.610 

3.724 

3.024 

4.027 

4.250 

3.598 

4.260 

4.049 

3.567

46. 343

Rainfall 

collected 

in inches. «

2.363 

2.602 

3.396 

1.705 

1.535 

.351 

.282 

.213 

- .033 

.125 

.137 

.447

13. 123

2.003 

2.496 

3.917 

2.931 

1.736 

.801 

.515 

.731 

.738 

1.011 

1.391 

1.692

19.965

Per cent 

collected.

71.0 

60.5 

93.8 

94.7 

33.5 

42.8 

7.2 

5.3 

-4.3 

5.3 

16.1 

16.5

39.7

51.2 

63.6 

89.1 

81.2 

46.6 

26.5 

12.8 

17.2 

20.5 

23.7 

34.3 

47.4

43.1

a Total for month for 1907-8; average of totals per calendar month 1863 to 1908.

CONNECTICUT RIVER DRAINAGE BASIN.

DESCRIPTION.

Connecticut River has its source in the Connecticut lakes in northern New Hampshire. Its extreme headwaters, however, lie in the 

province of Quebec and in the mountains of the northern boundary 

of New Hampshire, whence the river flows in a southerly direction 

between New Hampshire and Vermont and through Massachusetts 

and Connecticut to Long Island Sound. It is the largest river in 

New England except the St. John, has a total length of about 345 

miles and total drainage area of 11,085 square miles, of which about 

155 square miles lie in the province of Quebec.

The Connecticut has numerous important tributaries, among which 

are Passumpsic, Ammonoosuc, Wells, White, Mascoma, Ottaqueechee, Sugar, West, and Ashuelot rivers, all entering it north of the 

Massachusetts line; Millers, Deerfield, Chicopee, and Westfield rivers, 

entering it in the State of Massachusetts; and Farmington River, 

entering it near Hartford, Conn.

From its headwaters in the Connecticut lakes to Long Island Sound 

the Connecticut falls about 1,900 feet. The upper portions of the 

drainage area are rugged and the surface of the country is broken by
CONNECTICUT EIVEE DRAINAGE BASIN. 145

undulating ridges, which here and there rise to mountain heights, and 

is generally forested. In central and southern New Hampshire and 

Vermont the country is hilly, and the tributary streams in general 

have a good fall, but more of the area is in cultivation. In Massachusetts the Deerfield and Westneld rivers, with their sources in the 

Berkshires, are quick-spilling streams with steep slopes and narrow 

valleys, largely wooded, while on the east the Millers and Chicopee 

rivers drain a flatter country with numerous ponds and reservoirs. 

In Connecticut the river valley is generally broad and the country 

rolling. The soil in this portion is very fertile, and it is an important 

farming district.

The rocks are in general granite, gneiss, mica slate, and mica 

schists. An exception to this is the red sandstone in the Connecticut 

Valle}T , extending from New Haven nearly to the northern boundary 

of Massachusetts. The prevailing surface material is glacial drift.

The mean annual precipitation in the Connecticut Valley is about 

40 inches, varying from about 47 inches at Hartford to probably 

about 35 inches in the extreme upper portions. In a general way, 

there is usually a difference of a month in the time of beginning of 

the spring season in the lower portion of the river and its headwaters, 

and this tends to diminish the severity of floods from melting snow 

and equalize the spring run-off. The range in winter conditions is 

also somewhat variable, the lower courses of the river being subject 

usually to several thaws, while the upper third of the river usually 

remains frozen throughout the winter, and considerable depths of 

snow accumulate. The river is navigable to Hartford, and by smaller 

boats as far as Holyoke.

The natural facilities for storage on the Connecticut River are 

perhaps less than on many of the New England rivers, although on 

Millers, Chicopee, and Farmington rivers some storage has been 

developed. There are, however, many localities in this basin where 

reservoirs could be constructed, and there is much need of systematic 

effort in this direction as the low-water flow on the Connecticut 

could be much improved by utilizing some of these opportunities for 

storage, especially in the upper portions of the basin.

The Connecticut and its tributaries are very important for water 

power. On the main river the developments at Wilder, Bellows 

Falls, Turners Falls, Holyoke, etc., are all large powers utilized for 

various manufactures. During the last season a hydro-electric 

power station on the Connecticut at Hinsdale, N. H., has been nearly 

completed, and this will furnish power for cities as far away as Fitchburg and Worcester. Plate V, B, shows a hydro-electric power development on White River near Sharon, Vt. There is, however, much 

undeveloped power in this basin which is bound to receive attention 

in the near future.

16254 IUR 241 10 10
146 SURFACE WATEK SUPPLY, 1907-8.

The longest record of flow in the Connecticut is at Holyoke, Mass., 

and extends back to 1880; this record was interrupted in 1899, but 

since 1904 the station at Sunderland is available for comparative 

purposes. The driest year during the period covered by these records was 1883, and the wettest 1888, the total flow during these two 

years being about in the ratio of 1 to 2.14.

The following river stations have been maintained in this river 

basin:

Connecticut Eiver at Orford, N. H. (1900-1908). 

Connecticut River at Sunderland, Mass. (1904-1908). 

Connecticut River at Holyoke, Mass. (1880-1898). 

Connecticut River at Hartford, Conn. (1896-1908).

Israel River above South Branch at Jefferson Highlands, N. H. (1903-1906). 

. . Israel River below South Branch at Jefferson Highlands, N. H. (1903-1907). 

Passumpsic River at St. Johnsbury Center, Vt. (1903). 

Ammonoosuc River at Bretton Woods, N. H. (1903-1907). 

Zealand River at Twin Mountain, N. H. (1903-1907). 

Little River at Twin Mountain, N. H. (1904-1907). 

White River at Sharon, Vt. (1903-4). 

Ashuelot River at Winchester, N. H. (1903-4). 

Ashuelot River at Hinsdale, N. H. (1907-8.) 

Deerfield River at Deerfield, Mass. (1904-5). 

Ware River at Ware, Mass. (1904-1908). 

Quaboag River at West Warren, Mass. (1904-1907). 

Westfield River at Russell, Mass. (1904-5). 

Westfield Little River at Blandford, Mass. (1905-1908). 

Salmon River at Leesville, Conn. (1905-6).

CONNECTICUT RIVER AT ORFORD, N. H.

This station, which is located at the wooden highway bridge 

between Orford, N. H., and Fairlee, Vt., was established August 6, 

1900, to obtain general statistical and comparative data regarding 

the flow of Connecticut River. Several small streams enter the 

Connecticut near Orford, but the only one of any considerable size is 

Waits River, about 5 or 6 miles above the station. The nearest dam 

is at Wilder, about 18 miles downstream. Backwater effect at this 

dam reaches probably within a few miles of Orford. Upstream the 

nearest dam is at East Ryegate, Vt., about 20 miles distant.

The gage datum has remained the same during the maintenance 

of the station. During the winter months the discharge is usually 

affected by ice, but numerous discharge measurements under ice cover 

have been made, and a fairly good rating curve developed for these 

conditions. Conditions for obtaining accurate discharge data during 

the open season are good, and a fairly good rating curve has been 

developed for the period prior to 1907.

The monthly discharge for 1907-8 is, however, withheld pending 

the confirmation of recent measurements which indicate a change in 

the rating curve.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 241 PLATE V

A. LOG JAM AT GAGING STATION ON 5ACANDAGA RIVER AT HADLEY, N. Y.

B. HYDRO-ELECTRIC POWER DEVELOPMENT ON WHITE RIVER NEAR SHARON, VT.
CONNECTICUT RIVER DRAINAGE BASIN. 147

Discharge measurements of Connecticut River at Orford, N. H., 1907-8.

Date.

1907

1908.

Hydrographer.

.....do.............................

D.M. Wood...... .................

D. M. Wood. ......................

.....do.............................

Width.

Feet. 

288

288

284

345

240

254

Area of 

section.

Sq.ft. 

1,080

1,050

1,990

2,040

993

Gage 

height.a

Feet. 

4.51

4.64

5.87

7.11

2.04

3.53

Gage 

height.6

Feet. 

4.9

4.97

7.21

3.63

Discharge.

Sec.-ft. 

1,100

1,090

3,710

2,340

439

698

Thickness of 

ice.

Feet. 

1.72

1. 64

1.3

a To water surface. 

& To top of ice.

e Measurement made about 150 feet above the bridge. 

d Measurement made at open channel section.

Daily gage height, in feet, of Connecticut River at Orford, N. H.,for 1907-8. 

[F. H. Gardner, observer.]

Day.

1907.a 

1.... ...........

2...............

3...............

4...............

r>..: ............

7...............

8...............

9...............

10...............

11...............

12. ..............

13............... 

11...............

15...............

16. ..............

17...............

18...............

19. ..............

20...............

21 ...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

1908. c 

1....... ........

2...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12............... 

13...............

14... ........... 

15...............

Jan.

67. 9

6.1

5.1

5.5

10.8

10.4 

10.1

&10. 2

610.1

68.2

Feb.

5.4

4.9

4.5

4.65

5.7

"<5."i"

6.7

Mar.

5.5

5.5

5.3

67.4

19.95

..?-.!..

7.1

6.8

Apr.

17.5

14.8

13.9

12.8

12.2

12.8

12.3

12.0

10.8

10.2

10.1

10.0

9.6 

9.8

10.1

10.1

9.6

10.0

9.6

9.3

9.1

9.2

9.8

12.8

18.9

19.1

21.9 

22.1

22.4

22.5

15.0

13.4 

11.9

10.5

9.1

9.2

9.8

11.3

11.2

10.8

11.5

13.1 

12.7

12.0 

11.5

May.

23.8

25.4

26.1

24.2

21.4

18.6

16.1

15.3

13.4

14.2

14.5

14.4

13.5 

12.0

12.5

12.6

13.6

14.7

14.8

13.1

11.9

10.7

9.7

9.3

8.3

8.0

8.3 

8.1

8.2

8.0

7.6

24.1

22.2

18.7

17.3

15.9

14.2

13.3

12.5

13.2

14.3

15.9

14.9 

13.8

14.2 

14.4

June.

7.6

7.7

7.1

7.0

7.2

7.3

7.5

7.4

7.2

7.3

6.7

6.5

6.3 

6.3

5.7

5.3

5.1

5.0

5.3

5.7

10.0

11.0

9.9

7.4

6.8

6.3

6.1 

6.0

7.0

7.8

8.6

11.8 

10.0

9.1

8.7

7.7

7.0

6.6

6.0

5.7

5.6

5.6 

5.5

5.2 

5.0

July.

8.8

10.8

10.5

10.6

9.8

9.2

7.7

7.0

6.9

6.7

6.7

6.5

6.8 

7.0

7.1

7.7

6.4

5.7

5.4

5.0

4.9

4.7

4.8

5.0

5.2

5.0

5.2

5.5

5.9

6.7

6.9

4.5

4.4 

4.4

4.7

4.6

4.4

4.3

4.2

4.3

4.2

4.0

3.8 

3.4

3.2 

3.5

Aug.

7.0

8.2

8.3

7.8

7.3

7.0

6.8

6.5

6.1

5.8

5.4

5.2

4.9 

4.6

4.5

4.3

4.0

3.6

3.5

3.3

3.3

3.2

3.2

3.2

3.1

3.1

3.0 

3.0

2.9

3.3

3.4

3.6

3.6 

3.6

3.0

3.6

3.6

6.6

6.4

6.3

5.5

5.0

4.6 

4.3

4.2

4.1

Sept.

3.4

3.5

3.5

3.5

4.3

6.7

7.4

6.4

5.9

5.3

5.8

4.9

6.2

7.2

7.3

5.8

5.5

5.0

4.5

5.1

4.4

3.7

3.7

4.6

5.4

6.3

5.9 

5.5

5.6

9.0

2.8

3.2 

2 9

2.9

3.2

3.0

2.7

2.5

2.8

2.3

2.4

2.5 

2.6

2.25 

2.3

Oct.

11.4

11.7

11.2

10.0

9.4

9.5

9.0

8.5

11.8

13.4

13.0

12.0

13.0 

13.0

12.0

10.7

9.4

8.5

8.0

8.6

7.3

7.7

6.8

6.6

6.4

6.2

6.1 

6.3

13.6

15.9

14.1

2.3

2.5 

2.7

3.0

2.8

3.3

3.2

3.2

3.0

2.7

2.7

2.5

2.7

2.9 

3.1

Nov.

12.0

10.4

11.0

12.1

11.9

12.7

13.5

14.4

13.8

12.7

11.4

10.2

9.6 

9.0

8.5

8.0

7.6

7.4

7.4

7.2

7.0

6.8

6.9

6.8

6.8

6.9

6.7 

6.4

6.3

6.0

2.5

2.6

2.7

2.9

2.8

2.5

2.6

2.7

2.6

2.7

2.7

2.8 

3.3

3.7 

3.7

Dec.

6.1

6.4

7.0

6.9

6.8

66.1

6.5.8

66.0

66.8

17.2

19.7

18.6 

16.1

10.8

9.5

9.0

8.5

8.2

8.8

9.1

9.5

9.7

12.7

15.5

14.6

14.0 

12. 1

11.4

11.0

10.9

4.8

4.6

4.5

4.4

4.4

3.2

3.5

3.9

4.2

3.9

3.7

3.6 

3.7

3.9 

3.9

a River frozen January 1 to March 31 and December 6 to 10,1907. Gage heights during the frozen periods 

were taken to water surface in a hole cut in the ice.

*> Gage height to top of ice.

c River frozen January 4 to March 27 and December 16 to 31,1908. During the frozen period gage heights 

were taken to water surface in a hole cut in the ice.
148 SUKFACE WATEE SUPPLY, 1907-8.

Daily gage height, in feet, of Connecticut River at Orford, N. H.,for 1907-8 Continued.

Day.

1908. 

16. ..............

17...............

19...............

21...............

22...............

23...............

24...............

26...............

27...............

28...............

29...............

31....... ........

Jan.

7.5

6.6

Feb.

ol8.0

o9.1

Mar.

all. 2

08. 8

18.5

20.0

21.9

17.2

Apr.

11.7

11.8

11.4

11.0

10.9

10.7

10.8

10.9

11.2

11.9

13.7

16.7

17.9

23.85

24.7

May.

13.2

11.7

10.3

10.0

10.0

9.8

9.1

8.9

8.6

8.2

7.8

8.0

8.2

8.1

8.6

8.4

June.

7.9

10.1

12.2

10.0

8.2

7.0

6.0

5.6

5.5

5.0

4.8

4.6

4.4

4.3

4.1

July.

3.7

3.7

3.8

3.9

4.3

5.1

5.0

4.8

4.4

4.2

3.9

3.6

3.5

3.6

3.7

3.6

Aug.

4.0

4.0

4.1

4.3

4.8

4.8

4.6

4.3

4.0

3.6

3.7

3.6

3.6

3.4

3.0

3.0

Sept.

2. .5

2.3

2.4

2.4

2.2

1.9

2.4

2.2

2.0

2.3

2.4

2.1

1.65

2.3

2.4

Oct.

3.2

3.0

2.9

2.6

2.4

2.4

2.5

2.4

2.5

2.5

2.4

2.6

2.4

2.7

2.7

2.6

Nov.

3.7

3.8

3.7

2.8

3.2

3.1

3.0

2.8

2.9

3.1

3.3

3.8

5.6

4.9

Dec.

4.0

3.9

o 7

3.7

3.8

3.7

3.8

Q 7

3.7

Q O

a Gage height to top of ice. 

CONNECTICUT EIVEE AT SUNDEELAND, MASS.

This station, which is located at a five-span steel highway bridge 

about 18 miles above the Holyoke dam and 5 miles below that at 

Turners Falls, was established March 31, 1904, to obtain general 

statistical and comparative data regarding the flow of the river.

A record of flow of the Connecticut at Holyoke was carried on from 

1880 to 1899, but interrupted after that time, and as this station has 

practically the same drainage area, it is of especial value in continuing 

the Holyoke records, which have been very widely used in power, 

storage, and navigation studies both on the Connecticut and on 

streams of similar regimen. Deerfield River enters Connecticut a 

short distance below Turners Falls, about 4 miles above the station.

The gage datum has remained the same during the maintenance of 

the station. During the winter months the discharge is usually 

affected by ice. Conditions for obtaining accurate discharge data 

are fairly good, although there have been some changes in condition 

of the bed of the river, and a fairly good rating curve has been developed.

Discharge measurements of Connecticut River at Sunderland, Mass., in 1907-8.

Date.

1907.

1908.

April 1.........

September 2L>

Hydrographer.

D . M. Wood .......................................

D.M. Wood................................ ......

.....do.............................................

.....do.............................................

.....do.............................................

Width.

Feet. 

812

816

719

712

779

456

599

Area of 

section.

Sq.ft. 

9,260

4,110

12,600

12,300

1, 180

1,830

Gage 

height.

Feet. 

12.23

14.65

5.55

15.60

16.10

1.34

2.87

Discharge.

Sec.-ft.

44,400

9,820

9,340

50, 300

1,660

2,360

a Measurement made at Northampton highway bridge during ice jam above. Gage height to top ofi«e. 

Measurement poor. 

b Ice measurement; gage height to top of ice 2.92 feet; average thickness of ice 0.25 foot.
CONNECTICUT RIVER DRAINAGE BASIN. 149

Daily gage height, in feet, of Connecticut River at Sunderland, Mass., for 1907-8.

[V. Lawer, observer.]

Day.

1907.1 

I...............

3............... 

4...............

6...............

7-......-.....-.

8...............

9...............

10...............

11...............

12............... 

13...............

14...............

15...............

16...............

18...............

19............... 

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28

29...............

30...............

31...............

1908.6 

1...............

2........ ......

q

I.::::::::::::::

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.............

Jan.

"s.'s"

15.2

14.7

14.05

14. 65

12.9

11.1

11.8

11.05 

11.4

11.2

10.5

10.0

9.2

8.1

9.55

8.6

7.. 9

7.55

7.25

7.3

8.0

8.7

8.75

8.25

8.6

7.95

7.6

9.0

10.05

9.75

9 7

9 9

9 8

9.2

8.35

Feb.

6.5

6.05

-------

5.35

6 9

23.5

30.6

28.5

24.75

22.3

20.0

17 45

16.95

16.2

16.7

Mar.

5.05

6.9

7.45

8.95

9.8 

9.75

8.8

9.2

10.7

16.5

13.95

11.0

9.3

14.75

18.4

19.3

15.2

15.35

15.4

15.25

14.6

14.65

14.9

14.6

14.7

15.65

17.0

23 05

19 8

17.45 170

19 0

20. 35

14.3

1 K. OK

18.8

19 95

18.15

Apr.

17.9

14.0 

12.4

11.65

I9 05

11.65

10.85

10.25

9 8

9.35

9.05 

9.05

9.2

9.85

10.45

10.2

9.85

9.55 

9.25

8.3

8.2

9.4

14.5

16.1

17 9

19 7

17.9

16.7

14.4

11.35

9 95

Q 3

9 95

10.85

12.95

12.7

12.75

11.95

11.0

10.85

11.8

W o

9 4

9 7

10.1

12.65

14.2

16.2

May.

16.4 

17.2

17.55 

17.5

17.4

16.1

14.1

12.75

12.0

11.1

10.8

10.75 

10.6

10.05

9.2

8.85

11.0

13.05

12.3

10.45

9.5

8.7

8.0

7.45

6.95

6.85

7.7

7.85

7.35

6.9

18.65

19.3

17 45

16.25

15.1

12.1

14.2

15.6

15.4

12.75

12.0

101

12.95

9 6

s Q

8.5

9 1

7.4

7.15

6.5

g Q

June.

6.6

7.15 

8.7

8 9

8.85

8.1

7.4

6.9

6.7

6.3

6.0

5.6

5.05

4.75

4.55

4.4

4.3 

4.2

5.35

6.9

6.6

6.0

5.25

4 9

5.00

5.6

8.9

Q 7

7 ft

6.8

5.5

4.9

4.6

4.3

4.2

o Q

4.1

K 1

7.4

7.7

6.1

K 0

A Of.

4.4

3.95

3 7

3.55

3

1 C

3.2

July.

6.65 

6.85

7.1 

7.45

7.2

6.5

5.8

5.1

4.8

4.7

4.85 

6.1

5.9

5.35

5.2

5.2

5.1

5.0 

4.4

4.2

4.45

4.1

4.0

5.05

5.4

4.75

4.2

3.95

4.1

2.85

2.85

2.85

2.95

2.9

3.2

3.05

2.8

2.75

2.55

2.45

2.45

2.2

2.2

2.05

1 as

2.25

2.25

3.65

5.15

4 3

3.35

0 K.K.

2.75

2.45

Aug.

4.4

4.7

5.2 

5.55

5.5

5.4

5.2

5.0

4.7

4.5

4.15

3.85 

3.6

3.2

3.1

3.15

3.0

2.8

2.9 

2.3

2.5

2.65

2.7

2.6

2.0

2.45

1.9

1 9

2.4

2.3

2.0

2.4

2.45

2.45

2.25

2.65

3.55

3.9

5.05

5.1

4.8

4.35

4.05

4.15

3.65

3.45

4 05

3.6

3.45

3.45

3.45

3.1

2.7

2.55

2.45

Sept.

1.9 

1 9

1.95 

2.1

3.25

4.45

4.6

5.35

4.95

4.55

4.3

4.25

4.4

4.3

4.55

4.65

4.5

4.1

3.7 

3.55

3.35

3.15

3.25

5.2

5.65

5.5

5.15

4.95

5.4

10.55

2.4

2.3

2.1

2.05

1.95

1 9

1.9

1.7

1.7

1.9

1.8

1.75

1.65

1.65

1.55

1.6

1.45

1.35

1.35

1.4

Oct.

10.1 

9.4

8.75 

8.4

9.45

8.3

7.8

7.8

10.2

10.7

10.3

10.3 

10.8

10.2

9.65

8.9

8.2

7.45

6.9 

6.5

6.0

6.2

5.9

5.7

5.5

5.25

5.1

6.4

15.4

19.25

16. 25

1.5

1.6

1.6

1.45

1.7

1.5

1.45

1.9

2.05

1.95

1.85

1.9

1.7

1.8

1.75

1.7

1.55

1.3

1.7

1.7

1.65

1.6

1.1

1.65

1.6

1.8

2.0

2.05

Nov.

13. 25 

11.4

15.8 

16.5

15. 45

13.7

21.55

21.85

14.65

13.0

11.6 

10.45

9.7

9.0

8.3

7.9

7.4

7.3 

7.1

6.95

6.9

6.95

6.8

6.6

6.75

C.65

6.45

6.30

1.9

1.65

1.8

1.85

1.75

1.15

1.8

1.6

1.7

1.85

2.0

2.0

1.75

1.8

2.1

2.3

2.2

2.15

1.6

2.2

1.7

1.8

2.25

2.2

1.7

1.8

Dec.

5.9 

5.45

5.25 

5.2

5.1

5.3

5.35

5.30

5.35

5.6

14.4

16.9 

15.9

13.55

11.5

10.05

9.25

8.65

7.8 

7.55

7.25

6.95

7.05

9.1

12.7

12.35

10.9

9.95

10.2

10.45

11.05

2.95

3.35

3.0

2.75

2.4

2.1

2.45

2.65

3.1

3.1

3.4

4.1

3.8

4.2

3.7

3.65

3.6

3.6

3.5

3.1

3.25

3.0

3.15

3.05

2.9

3.05

2.55

2.95

2.9

2.9

2.9

a Tee conditions prevailed from about January 1 to March 20,1907. During this period gage heights were 

taken to water surface in a hole in the ice except January 19 and 26 and March 16, when the readings were 

taken to the top of the ice.

6 Ice conditions prevailed from about January 5 to March 25 and December 18 to 31,1908. Dnring these 

periods gage heights were taken to water surface in a hole in the ice except February 15 to March 23, when 

readings were taken to the top of the ice.
150 SUEFAGE WATER SUPPLY, 1907-8. 

Rating table for Connecticut River at Sunderland, Mass., for 1907-

Gage 

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

Discharge.

Sec.-fi.

1,410

1,480

1,550

1,630

1,710

1,800

1,900

2,000

2,110

2,230

2,350

2,480

2,610

2,750

2,890

3,040

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

Discharge.

Sec.-ft.

3,190

3,350

3,510

3,680

3,850

4,030

4,210

4,390

4,580

4,770

4,970

5,170

5,370

5,580

5,790

6,220

Gage 

height.

Feet.

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

Discharge.

Sec.-ft.

6,670

7,130

7,610

8,100

8,610

9,130

9,670

10,220

10,790

11,380

11,980

12,600

13,240

13,880

17,250

20,790

Gage 

height.

Feet.

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Discharge.

Sec.-ft.

24,500

28, 340

32,300

36,390

40,640

45,000

49,400

53,900

58,400

63,000

67,600

72,200

76,800

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1904-1908 and is well defined.

Monthly discharge of Connecticut River at Sunderland, Mass., for 1907-8. 

[Drainage area, 7,700 square miles.]

Month.

1907.

Tnlv

August. .................................

December. ................ ... . . .

1908.

April....................................

July....................................

October. ................................

Discharge in second-feet.

Maximum.

64,400 

66, 200 

56,400 

20,400 

15,900

9,540 

26,600 

64,200 

76, 100 

53,400

76, 100

27.000

67.400

55, 700 

64,400 

24, 700 

8,480 

8,350 

2,890 

2,420 

2,820 

6,220

67, 400

Minimum.

18,000 

13,400 

6,220 

5,680 

2,230 

2,230 

8,350 

11,700 

8,350

2,230

21,900 

12,300 

4,120 

2,170 

2,680 

1,410 

1,480 

1,520

1,410

Mean.

9,490 

4,690 

16,600 

33,000 

30,000 

11,500 

9,200 

5.000 

6,910 

21,300 

28, 400 

21,500

16, 500

13,500 

15,200 

24, 700 

32,600 

32,200 

10,300 

3,770 

4,690 

2,010 

2,000 

2,210 

3, 710

12,200

Per 

square 

mile.

1.23 

.609 

2.16 

4.29 

3.90 

1.49 

1.19 

.649 

.897 

2.77 

3.69 

2.79

2.14

1.75 

1.97 

3.21 

4.23 

4.18 

1.34 

.490 

.609 

.261 

.260 

.287 

.482

1.59

Run-off 

(depth in 

inches on 

drainage 

area).

1.42 

.63 

2.49 

4.79 

4.50 

1.66 

"1.37 

.75 

1.00 

3.19 

4.12 

3.22

29.14

2.02 

2.12 

3.70 

4.72 

4.82 

1.50 

.56 

.70 

.29 

.30 

.32 

.56

21.61

Accuracy.

D. 

D. 

C. 

A. 

A. 

B. 

B. 

B. 

B. 

A. 

A. 

A.

D. 

C. 

C. 

A. 

A. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

NOTE. Discharge during, the frozen periods determined by means of climatological conditions, coefficients for discharge under ice cover, and from February 1 to March 25,1908, the discharge at Holyoke from 

data furnished by Mr. A. F. Sickman.

Second-feet.

Discharge March 1 to 20,1907.......................................................... 5,450

January 5 to 31, 1908........................................................ 12,300

March 1 to 25, 1908.......................................................... 17,300

December 18 to 31,1908..................................................... 3,030
CONNECTICUT ETVER DRAINAGE BASIN. 151 

CONNECTICUT RIVER AT HARTFORD, CONN.

Daily readings of the height of water at Hartford have been recorded 

since February 8, 1896, by the Connecticut River bridge and highway 

district. Through the courtesy of John T. Henderson, deputy chief 

engineer, these have been furnished to the United States Geological 

Survey for 1907-8.

These heights are read on what is known as the tollhouse gage, 

the zero of which is set at the low-water mark of 1801. The highest 

water ever known in the river (29 feet 10 inches) was in May, 1854; 

the lowest (1^ inches below zero) in 1858, until 1908, when, on November 2 at 5 a. m., a height of 0.50 foot below zero was recorded.

This datum was used in the various surveys of the river below 

Hartford in 1866-67 a ; also in the surveys above Hartford in 1871- 

1878 b and in the survey of 1897.c It has again been used, 1902-1905, 

in a further survey by the Secretary of War to study the problem of 

river improvements above Hartford.

During low-water periods the tidal wave comes up the river to 

Hartford. The visible effect of this wave is dependent on the height 

of the water and the direction and course of the wind.

During 1908 (records beginning September 8) an automatic recording gage of the Friez type was installed by the United States Weather 

Bureau in one of the piers of the new stone arch bridge, this being 

set to record gage heights to the same datum as the tollhouse gage.d

From figures given in the Report of the Chief of Engineers for 1878, 

pages 348-391, and from other data, computations of the discharge 

of Connecticut River at Hartford from 1871 to 1886, inclusive, were 

prepared and published in the Fourteenth Annual Report of the 

Geological Survey, Part II, pages 141-144.

a See report of Theodore G. Ellis, 1867 (H. R. Ex. Doc. No. 153,40th Cong., 2d sess).

b Engineer's Report 1878, pp. 348-391.

c Engineer's Report 1898, pp. 976-988.

d See Monthly Weather Review, October, 1908, pp. 340-342
152 SUEFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Connecticut River at Hartford, Conn., for 1907-8.

Day.

1907. 

1. .............. 

2...............

3...............

4...............

5...............

6............... 

7...............

8...............

9...............

10...............

11...............

12...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

26. ..............

27. ..............

28. ..............

29............... 

30...............

01

1908. 

1...............

2...............

3...............

4. ..............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22. ..............

00

24...............

25...............

26...............

97

28...............

29

30............... q-i

Jan.

7.4 

7.9

7.5

7.0

7.5

7.3

7.0

7.7

7.0

6.1

5.9

4.8

4.5

4.5

3.3

4.4

5.6

6.0

5.4

7.0

6.2

5.5 

5.2

5.2

4.6

4 K

5.1 

5.0

4.7

11.0

10.2

8.9

7.6

6.4

5 A

6.5

8.4

7.9

7.0

6.7

6.5

9.0

9 6

8.4

7.3

6.1

5.8

5.4

5.3

5.0

5.0

4.8

4.9

4.5

5.3

7.3

6.2

6.5

5.2

7.4

Feb.

4.7 

4.8

3.9

3.8

4.9

4.6 

4.1

4.1

4.5

4.0

3.8

4.2

3.7

3.8

4.1

4.0

3.0

4.7

3.9

3.7

3.0

2.8

2.5 

2.1

3.1

3.4

3.0

6.1

7.3

6.4

6.0

5.7

C 0

5.6

5.8

5.1

4.8

5.0

4.9

5.6

14.5

17.0

18.3

16.0

12.7

10.0

8.5

7.0

6.8

6.8

6.8

7.3

6.8

6.0

Mar.

3.1 

3.2

2.5

2.4

3.8

3.7 

3.5 

3.5

3.5

3.0

2.4

3.6

3.5

3.5

4.1

5.2

8.3

9.3

8.6

7.5

6.9

6.1

8.3 

10.8

10.3

9.1

8.6

10.7 

14.0

15.9

5.4

5.7

5.8

5.0

4.8

5.0

4.5

4.8

4.2

4.2

4.8

5.5

6.5

8.0

10.4

12.1

12.2

11.4

10.7

9.4

8.0

7.5

8.2

10.9

14.1

13.7

14.5

16.5

18.1

18.1

Apr.

16.6 

15.8

14.4

12.3

10.8

10.0 

10.0 

10.0

9.6

9.2

8.7

8.6

8.2

8.1

8.2

8.7

9.1

8.7

8.2

8.0

7.5

6.8

6.6

7.0 

9.3

12.8

13.4

15.5

16.3 

15.4

16.9

15.0

13.4

11.4

9 0

8.7

9.0

10.3

12.3

12.3

11.2

11.3

10.4

9.3

9.4

9.5

9.0

9.6

10.2

9.5

8.7

7.7

8.2

7.8

9.0

10.6

11.8

13.5

May.

14.4 

14.0

14.5

14.9

14.8

14.9 

13.8 

12.1

10.9

10.0

9.3

8.9

8.8

8.7

7.9

7.2

8

n

10.7

11.2

10.6

9.6

8.5

7.6

6.9

6.2

5.5

5.6

6.0

6.6 

6.3

6.0

15.2

16.6

16.7

15.6

11.6

12.0

14.3

14.5

14.0

13.2

12.0

10.5

11.3

10.6

9.8

8.9

8.5

7.3

7.2

8.7

9.1

7.9

7.0

6.2

5.6

5.3

5.0

7.0

June.

5.6 

5.3

6.0

7.3

7.6

7.8 

8.2 

7.6

6.6

6.0

5.6

5.5

5.0

4.4

3.7

3.4

3.3

3.0

3.2

2.9

2.7

3.0

4.5 

4.5

4.2

3.6

3.3

3.5 

4.0

9.2

9.0

7.5

7.1

5.2

4.9

4.5

4.1

3.8

3.5

3.3

3.2

3.5

3.6

2.7

2.7

4.2

5.1

3.4

4.3

4.0

3.8

4.1

3.5

3.3

2.4

2.3

2.8

July.

3.7 

4.8

4.8

4.4

4.7

5.1 

4.8 

4.2

3.7

3.0

2.8

3.0

3.0

3.7

3.7

3.3

3.3

3.2

3.1

3.2

2.6

2.9

3.0

2.8 

3.0

2.8

2.9

2.3

2.7 

3.0

2.8

2.8

2.4

2.1

2.4

2.3

2.3

2.2

2.3

2 4

2 2

2.6

2.0

2.2

1.8

2.2

2.0

2.4

2.0

1.3

1.8

2.0

1.9

2.0

3.0

2.0

3.0

3.5

2.2

1.9

1.5

Aug.

2.7 

2.8

2.7

2.4

2.7

3.0 

3.0

2.6

2.7

2.2

2.4

2.1

2.0

1.6

1.7

2.2

1.8

1.8

2.6

2.G

2.2

2.0

1.8 

1.8

.8

1.6

1.6

1.6 

1.6

1.6

1.9

1.6

1.0

1.6

2.2

2.9

2.8

2.6

3.3

2.6

3.0

2.7

2.3

2.0

2.2

2.5

2.5

2.2

2.3

2.5

2.0

2.5

2.7

3.0

3.2

3.4

3.0

2.8

.8

Sept.

1.5 

2.0

2.3

2.7

2.7

2.0 

2.4 

2.6

2.5

2.7

2.4

2.6

2.3

2.5

2.0

2.4

2.8

2.9

3.4

3.1

2.8

1.9

1.8

5.0 

6.5

5.2

4.2

3.7

4.1 

' 7.1

1.4

2.0

2.2

1.9

2.0

1.6

1.6

2.0

2.2

1.0

.9

.9

.9

1.0

1.5

1.5

2.1

1.9

2.0

1.9

2.0

1.8

1.9

1.5

1.0

.6

.4

1.5

.3

Oct.

8.9 

8.0

7.2

6.9

7.0

7.2 

6.6 

6.9

8.5

9.5

9.1

8.7

8.5

8.6

7.9

7.4

6.2

5.5

4.9

4.6

4.6

4.5

4.2 

4.1

3.8

3.4

4.6

10.6 

17.0

17.7

1.3

1.1

.8

1.4

1.8

2.4

2.6

2.4

2.4

1.5

1.6

.3

.8

.9

1.1

1.6

1.6

1.7

3.1

2.6

2.3

2.2

2.1

1.7

2.0

2.1

1.6

1.0

1.7

1.4

Nov.

15. 5 

12. .">

11.9

16.0

16.0

14.6 

16.7 

20.7

20.6

18.1

15.6

13.1

11.2

9 8

8.7

8.0

6.9

6.6

6.5

6.4

6.1

6.0

5.8 

6.8

6.4

6.3

6.0

5.8

5

1.8

2.9

2.3

2.2

2.0

2.4

1.5

1.4

1.3

.3

.1

1.2

1.7

1.0

1.8

1.7

1.6

1.4

1.3

1.9

1.6

1.6

1.6

1.2

.1

.4

.8

.7

Dec.

Ji! 4

4.9

4.3

3.7

4.5 

3.8 

3.9

3.7

4.6

9.2

13.9

14.8

12.1

10.0

8.8

7.7

7.2

6.3

5.8

5.5

5.4

8.2 

10.8

12.3

11.3

9.8

9.2 

9.8

10.8

2.0

1.2

1.6

2.7

2.5

1.7

3.5

1.8

1.1

.6

1.2

1.8

1.1

1.0

1.5

1.4

1.7

2.1

1.9

2.3

2.1

1.9

2.4

1.9

2.0

1.4

1.0

1.4

1.8

2.1
CONNECTICUT RIVER DRAINAGE BASIN. 153

ISRAEL RIVER (BELOW SOUTH BRANCH) NEAR JEFFERSON HIGHLANDS,

N. H.

This station which was established September 2, 1903, in cooperation with the New Hampshire Forestry Commission, was taken over 

by the United States Geological Survey in 1904 and was discontinued 

May 1, 1907. It was located at a small wooden highway bridge 

about 2 miles from the railway station at Jefferson Highlands, N. H., 

in the town of Jefferson.

It was about one-fourth mile below the confluence of the South 

Branch, which drains an area of about 10.5 square miles. The headwaters of Israel River reach an elevation of 5,000 feet, in the Presidential Range, there is no storage, and most of the area is in forest. 

The underlying rock is granite, exposed in the mountain tops.

During the winter months the discharge was so affected by ice that 

records could not be obtained. Conditions for obtaining accurate 

discharge data during the rest of the year are fairly good. A good 

rating curve has been developed, and since and including 1906 the 

results at this station are satisfactory. Prior to that time they are 

probably not as good, owing to carelessness of the observer.

The gage datum remained the same during the maintenance of the 

station.

Daily gage height, in feet, of Israel Jtiver (below South Branch) near Jefferson Highlands,

N. II., for 1907.

[William Russell, observer.]

Day.

1. .............

2

3..............

4..............

5. .............

6..............

7..............

8..............

9..............

10..............

Mar. Apr.

1.9

1.9

1.7

1.75

1.7

1.6

1.7

1.6

Day.

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

.19..............

20..............

Mar.

1.05

Apr.

1.5

1.5

1.5

1.6

1.6

1.6

1.8

1.9

1.8

Day.

21....... . ....

22 ..............

23 ..............

24..............

25 ..............

26..............

27 ..............

28..............

29 ..............

30..............

31 ..............

Mar.

1.05

1.05

1.5

1.9

1.25

1.2

1.2

1.6

4.15

4.75

2.3

Apr.

1.7

1.9

2.1

2.5

2.4

2.35

2.2

2.4

1 9

1.9

NOTE. River probably frozen from January 1 to March 18.

Rating table for Israel River (below South Branch) near Jefferson Highlands, N. H.,

for 1905-1907.

Gage

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Sec.-ft.

10

15

21

29

39

51

66

84

105

Gage Disheight.

Feet.

1.90

2.00

2.10

2.20 '

2.30

2.40

2.50

2.60

2.70

charge.

Sec.-ft.

128

154

182

211

240

269

298

327

356

Gage

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec.-ft.

385

414

443

473

503

533

563

593

624

Gage

height.

Feet.

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

Discharge.

Sec.-ft.

655

686

717

748

812

876

941

1,007

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1903-1906 and is well defined between gage heights 0.9 foot and 2.6 feet.
154 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Israel River (below South Branch) near Jefferson Highlands, N. H.,

for 1907.

[Drainage area, 21.2 square miles.]

Month.

March 19 to 31 ..........................

Discharge in second-feet.

Maximum.

990

298

Minimum.

12 

51

Mean.

184 

122

Per 

square 

mile.

8.68 

5.75

Run-off 

(depth in 

inches on 

drainage 

area).

4.20

6.42

Accuracy.

C. 

B.

AMMONOOSUC RIVER AT BRETTON WOODS, N. H.

The headwaters of Ammonoosuc River are on the westerly slopes 

of Mount Washington and Mount Jefferson, and, except at these 

higher altitudes, the basin is forested. The slopes are generally 

steep, and no storage is available.

The gaging station, which was established August 28, 1903, in 

cooperation with the New Hampshire Forestry Commission, was 

taken over by the United States Geological Survey in 1904 and maintained until May 1, 1907. It is located at the steel highway bridge 

near the Mount Pleasant House at Bretton Woods.

The station site is about 1^ miles above the confluence of Cherry 

Mountain Brook and about 3^ miles above that of Zealand River.

During the winter months the discharge is so affected by ice that 

records could not be obtained. Conditions for obtaining accurate 

discharge data during the rest of the year are rather poor, owing to 

the shifting character of the river bed.

The gage datum remained the same during the maintenance of the 

tation.

Daily gage height, in feet, of Ammonoosuc River at Bretton Woods, N. H., for 1907.

[John Paige, observer.]

Day.

1. ..............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

1.78

1.82

1.72

1.85

2.0

1.98

1.88

1.82

1.80

1.70

1.55

Feb.

1.52

1.58

1.65

1.70

1.65

1.65

1 60

1.55

1.55

1.55

1.55

1.60

1.62

Mar. Apr.

2.45

2.22

2.12

2.10

2.22

2.28

2.15

2.10

2.00

1.90

1.90

1.90

1 92

1.90

1.82

Day.

16...............

17...............

18...............

19...............

20...............

21 ...............

22...............

9^

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

2.05

2.20

1.80

1.60

1.50

Feb. Mar.

1.70

1.60

1.62

3.22

3.55

2.88

Apr.

1 90

1.88

1.80

1.90

1.85

1 80

1.82

2 OC

S

on

2.72

3.32

3.20

4.45

NOTE. River frozen over from about January 10 to March 24. During the frozen period gage heights 

were taken to water surface in a hole in the ice.
CONNECTICUT RIVER DRAINAGE BASIN. 155 

Rating table for Ammonoosuc River at Bretton Woods, N. H.,for 1906-7.

Gage

height.

Feet.

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

Discharge.

Sec.-ft.

27

36

46

57

70

84

100

118

Gage

height.

Feet.

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Sec.-ft.

138

160

185

213

243

275

310

348

Gage

height.

Feet.

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

Discharge.

Sec.-ft.

388

428

469

510

552

595

638

682

Gage

height.

Feet.

4.00

4.10

4.20

4.30

4.40

4.50

Discharge.

Sec.-ft.

726

770

815

860

905

950

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1906 and is not well defined.

Monthly discharge of Ammonoosuc River at Bretton Woods, N. H.,for 1907. 

[Drainage area, 34 square miles.]

Month.

March 25-31. .................. .....

April...................................

Discharge in second-feet.

Maximum.

70 

531 

928

Minimum.

38 

27 

46

Mean.

52.0 

197 

169

Per 

square 

mile.

1.53

5.79 

4.97

Run-off 

(depth in 

inches on 

drainage 

area).

0.51 

1.51 

5.54

Accuracy.

D 

C 

C

ZEALAND RIVER NEAR TWIN MOUNTAIN, N. H.

The headwaters of Zealand River lie in a spur of the White Mountains at an elevation of about 3,000 feet. Slopes are steep, there is 

no storage, and the basin was deforested about fifteen years ago. It 

is now mostly covered with poplar and cherry, affording a thick 

cover in summer but little in winter.

The gaging station, which was established August 29, 1903, in 

cooperation with the New Hampshire Forestry Commission, was 

taken up by the United States Geological Survey in 1904 and discontinued May 1, 1907. It was located about 800 feet above the 

confluence of the river with the Ammonoosuc, at a point about midway between Fabyans and Twin Mountain.

Ice prevented records during the winter months. Conditions for 

obtaining accurate discharge data during the rest of the year have 

been rather poor owing to occasional settlement of the gage.

The gage datum has remained the same during the maintenance of 

the gage.
156 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Zealand River near Twin Mountain, N. H.,for 1907.

[Charles Cote, observer.]

Day.

1........ ...........

2...................

3...................

4...................

5...................

7...................

8...................

9

10...................

Apr.

3.0

2.9

3.0

2.9

2.9

2.8

2.75

2.7

2.8

Day.

11...................

13...................

15...................

16...................

17...................

18...................

19

20...................

Apr.

2

0

9 7>5

2.7

2.6

2.6

9 f\

2.6

4.8

2.8

9 2.9Q

Day.

21 ...................

22...................

23...................

24...................

25...................

26...................

27...................

28...................

29...................

30................... QA

Apr.

3.0

2 95

2 9

2.8

4.2

4.0

4.8

NOTE. River probably frozen from January 1 to about March 31.

Rating table for Zealand River near Twin Mountain, N. H.,for 1906-7.

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Sec.-ft.

60

78

100

127

156

188

Gage 

height.

Feet.

3.20

3.30

3.40

3.50

3.60

3.70

Discharge.

Sec.-ft.

222

257

293

330

368

406

Gage 

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Sec.-ft.

445

485

526

567

609

652

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

Discharge.

Sec.-ft.

696

740

785

831

878

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 4 

discharge measurements made during 1906 and is merged with the 1905 curve at gage height 2.6 feet. 

It is fairly well denned.

Monthly discharge of Zealand River near Twin Mountain, N. H.,for 1907. 

[Drainage area, 14 square miles.]

Month.

April ..........................................

Discharge in second-feet.

Maximum.

878

Minimum.

60

Mean.

245

Per 

square 

mile.

17.5

Run-off 

(depth in 

inches on 

drainage 

area).

19.52

NOTE. Accuracy of the above values very doubtful, owing to settlement of gage and owing to the fact 

that the rate of run-off per square mile is much greater than that at either of the two preceding stations.

ASHUELOT RIVER AT HINSDALE, N. H.

Ashuelot River is a rather important stream for power, rising 

in the town of Washington, Sullivan County, N. H., and running 

in a general southwesterly direction about 4.5 miles to Connecticut 

River near Hinsdale. Its drainage basin, comprising approximately 

442 square miles, includes Mount Monadnock and is to a considerable 

extent forested. Water is stored for power at several ponds and 

reservoirs in the basin.

The gaging station is located at the lower highway bridge in the 

town of Hinsdale, about one fourth mile below the dam used jointly
CONNECTICUT RIVER DRAINAGE BASIN. 157

by the Fiske Paper Company and the Haile & Frost Manufacturing 

Company, and was established February 22, 1907, in cooperation 

with Charles Bigelow, treasurer of the Haile & Frost Manufacturing 

Company, to obtain general statistical and comparative data regarding the flow of the Ashuelot. It is about 2 miles above the mouth 

of the river, but as there is considerable fall below there is no backwater influence except possibly at very high stages of the Connecticut. 

The use of water at the dam at Hinsdale causes some daily fluctuations 

in stage during low-water season.

The gage datum has remained the same during the maintenance 

of the station. During the winter discharge is affected by ice. 

Conditions for obtaining accurate discharge data are good, and a 

fairly good rating curve has been developed.

Discharge measurements of Ashuelot River at Hinsdale, N. H., in 1906-1908.

Date.

1906. 

October 31......

1907.

September 26... 

1908.

March 30.......

March 31.......

Hydrographer.

D. M. Wood. ....................................... 

D. M. Wood. .......................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

120

134

134

128 

125

142

142

111

Area of 

section.

Sq.ft. 

185

156

442

285 

274

610

600

154

Gage 

height.

Feet. 

3.24

3.70

4.74

3.94 

3.93

6.25

6.08

2.90

3.48

Discharge.

Sec.-ft. 

230

165

1,780

680 

553

3,380

3,080

158

127

oMeasurement made under ice conditions. Right channel open about 2 feet at station 130 and whole 

channel filled with piled up ice. Left channel all frozen. Poor winter conditions.

6 Partial ice conditions, Left channel open; right channel filled with piled up ice. Water flowing slightly 

over ice in places.

Daily gage height, in feet, of Ashuelot River at Hinsdale, N. IT., for 1907-8. 

[Dyson Raine, observer.]

Day.

1907.o 

1...............

2. ..............

3...............

4...............

5...............

6. ..............

7...............

8...............

g

10...............

11...............

12...............

13...............

14...............

15...............

Jan. Feb. Mar. Apr.

5.95

5.45

4.95

4.80

4.75

4.78

4.60

4.42

4 38

4.35

4.32

4.38

4.52

4.68

May.

4.45

4.35

4.30

4.25

4.42

4.35

4.30

4.18

4.10

4.02

3.95

3.95

3.88

3.72

June.

3.80

3.70

4.18

4.78

4.65

4.85

4.92

4.65

4.32

4.15

4.08

3.92

3 79

3.65

July.

3.55

3.72

3.55

3.42

3.15

3.30

3.20

3.22

3.08

A nc

3.80

3.48

Aug.

3.28

3.20

3.20

3.15

3.28

3.25

3.35

3.28

3.18

2.78

3.18

3.10

Sept.

2.95

2.72

3.00

3.00

3.32

3.32

3.38

3.12

3 in

3.18

3 7H

3 52

3.22

Oct.

5.42

4.78

4.25

4.12

4.42

4.25

4.08

4.15

4.45

4.18

4.10

. Nov.

5.45

4.98

5.58

6.20

5.78

5.28

6.30

6.88

6.42

5.60

5.30

5.00

4.52

Dec.

3.88

3.90

3.88

3.80

3.78

3.72

3.55

3.58

3.62

3.90

5.80

6.38

5.68

4.95

4.40

o Discharge probably not affected by ice conditions during March and December, 1907.
158 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Ashuelot River at Hinsdale, N. H.,for 1907-8 Continued.

Day.

1907. 

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27. ..............

28...............

29...............

30............... 01

1908.0 

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

10...............

11...............

12...............

1 Q

15...............

16............... 

17...............

18...............

20'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28............... 

29...............

30...............

31...............

Jan.

4.82

4.62

4.52

4.18

4.12

4.18

4.48

4.48

4.58

4.42

4.32

4.32 

4.68

4.88

4.58

4.38 

4.22

4.12

3.98 

4.02

4.02

3.82

3.88

3.82

3.88

4.08

4.52 

4.18

4.22

4.12

Feb.

4.22

4.88

5.32

5.58

5.68

5.78

5.88

6.02

6.68 

6.38

5.62

4.68 

4.28

4.22

4.18

3.98

3.88

3.82

3.78

3.88

3.92 

3.82

Mar.

4.19

4.30

4.55

4.32

4.15

4.15

4.38

5.05

5.08

4.85

4.82

5.18

5.68

6.10

6.22

3.78

3.78

3.88

3.92

3.88

3-88

3.68

3.72

3.72

3.72

3.70

3.80

5.35

5.75 

5.60

5.10

4.70 

4.45

4.30

4.25

4.35

4.85

5.65

5.40

5.50

5.75 

5.90

6.20

6.00

Apr.

4.80

4.78

4.72

4.58

4.48

4.32

4.22

4.22

4.52

5.28

5.28

5.00

4.88

4.72

4.55

5.50

5.10

4.88

4.72

4.45

4.45

4.58

4.62

4.98

5.12

4.98

4.90 

4 80

4.68

4.55

4.60 

4.58

4.45

4.52 

4.82

4.72

4.55

4.38

4.35

4.35

4.40

4.55

4.55

4.78

5.00

May.

3.72

4.35

4.88

4.58

4.25

4.12

3.95

3.80

3.72

3.72

3.60

3.72

4.12

4.10

3.92

3.78

5.00

5.00

5.02

5.12

4.90

4.72

4.52

5.08

5.55

5.65

5.22

4.88

4.55

4.78

4.75 

4.52

4.38

4.18 

4.08

4.00

4.05

3.95

3.92

3.85

3.80

3.82 

3.72

3.60

4.18

June.

3.55

3.50

3.50

3.35

3.42

3.18

3.35

3.08

3.35

3.18

3.25

3.55

3.72

3.48

3.50

4.58

4.40

4.05

3.85

3.75

3.62

3.45

3.45

3.50

3.40

3.32

3.28 

3.22

2.95

3.12

3.25 

3.22

3.20

3.10 

3.05

2.72

3.08

3.02

3.15

3.10

3.10

3.08

2.90 

3.05

2.88

July.

3.25

3.40

3.70

3.60

3.48

3.38

3.62

3.50

3.42

3.58

3.72

3.65

3.30

3.30

3.32

3.30

3.02

3.02

3.08

2.92

2.92

3.05

3.15

3.05

2.92

2.52

2.90

2.82 

2.80

2.78

2.75

2.50 

2.62

2.60

2.62 

2.70

2.98

3.00

3.05

3.05

3.20

3.72

3.48

3.32 

3.15

3.00'

3.02

Aug.

3.00

2.75

2.62

2.78

3.02

3.10

3.05

3.00

2.92

3.00

2.68

2.92

2.90

2.92

2.82

2.92

3.08

3.08

2.65

3.10

2.98

3.25

3.65

3.58

3.38

3.32

3.25

3.18 

3.15

3.40

3.25

3.15 

2.85

3.30

3.22 

3.22

3.12

3.05

2.88

2.98

3.10

3.00

3.18

3.12 

3.12

2.88

2 98

Sept.

3.25

3.20

3.18

3.15

3.10

3.05

2.90

2.98

4.15

4.28

4.02

3.75

3.58

4.10

5.50

2.92

2.95

3.10

2.85

2.78

2.40

2.95

2.92

2.58

2.98

2.92

2.78

2.78

2.60

2.55 

2.45

2.70

2.78 

2.85

2.48

2.50

2.58

2.80

2.70

2.30

2.72

2.62 

2.72

2.68

Oct.

4.00

3.88

 3.82

3.75

3.62

3.75

3.72

3.70

3.68

3.62

3.58

3.32

3.92

5.35

6.28

6.22

2.52

2.65

2.75

2.58

2.30

2.70

2.40

2.85

2.68

2.75

2.55

2.62

2

QC

2.48

2.75

2.68 

2.75

2.52

2.22 

.2.40

2.55

2

CQ

2.38

2.35

2.38

2.25

2.75

2.72 

2.68

2.72

2.90

Nov.

4.38

4.20

4.15

4.12

4.10

4.08

4.12

4.15

4.00

4.10

4.12

4.10

4.05

4.02

3.98

2.78

2.32

2.85

2.62

2.60

2.75

2.62

2.50

2.55

2.45

2.62

2.72 

2.42

2.70

2.50

2.48 

2.72

2.68

2.55 

2.52

2.68

2.40

2.52

2.48

2.75

2.55

2.82

2.65 

2.48

2.62

Dec.

4.50

4.35

4.25

4.00

3.95

4.18

5.28

5.62

5.35

4.85

4.75

4.70

4.70

2.92

2.78

2.90

2.35

2.62

......

......

......

3.48

2.82

2.72 

2.91

3.00

2.85

a January 1 to 26 discharge probably only slightly aflected by ice conditions. Ice conditions January 

27 to February 15 and December 6 to 31, 1908.
CONNECTICUT EIVER DRAINAGE BASIN.

Rating table for Ashuelot River at Hinsdale, N. H.,for 1907-8.

159

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Sec.-ft.

46

53

62

73

86

102

121

144

170

200

233

270

311

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

Discharge.

Sec.-ft.

355

405

460

520

585

660

735

815

900

990

1,090

1,190

1,290

Gage 

height.

Feet.

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Sec.-ft.

1,400

1,510

1,620

1,740

1,860

1,990

2,120

2,250

2,390

2,530

2,670

2,820

2,970

Gage 

height.

Feet.

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

Discharge.

Sec.-ft.

3,120

3,280

3,440

3,600

3,770

3,940

4,120

4,300

4,480

4,670

NOTE. The above table is not applicable for ice or obstructed-channel conditions It is based on 6 discharge measurements made during 1906-1908, and is well denned above gage height 2.8 feet.

Monthly discharge of Ashuelot River at Hinsdale, N. H.,for 1907-8. 

[Drainage area, 440 square miles.]

Month.

1907. 

March 17-31. . ...........................

May....................................

July....................................

1908.

May....................................

July ....................................

Discharge in second-feet.

Maximum.

3,310 

2,900 

1,490 

1,560 

698 

290 

2,250 

3,410 

4,440 

3, 570

1,490 

4,080 

3,280 

2,250 

2,460 

1,170 

472 

432 

200 

144 

132

4,080

Minimum.

775 

832 

405 

194 

194 

89 

112 

278 

645 

380

449 

945 

405 

106 

73 

94 

53 

47 

55

47

Mean.

1,560 

1,320 

738 

594 

343 

187 

389 

986 

1,550 

1,170

840 

821 

1,360 

1,300 

1,150 

322 

171 

222 

111 

86.7 

88.1 

132

550

Per 

square 

mile.

3.55 

3.00 

1.68 

1.35 

.780 

.425 

.884 

2.24 

3.52 

2.66

1.91 

1.87 

3.09 

2.95 

2.61 

.732 

.389 

.505 

.252 

.197 

.200 

.300

1.25

Run-off 

(depth in 

inches on 

drainage 

area).

1.98 

3.35 

1.94 

1.51 

.90 

.49 

.99 

2.58 

3.93 

3.07

2.20 

2.02 

3.56 

3.29 

3.01 

.82 

.45 

.58 

.28 

.23 

.22 

.35

17.01

Accuracy.

A. 

B. 

B. 

C. 

C. 

C. 

C. 

B. 

A. 

B.

C. 

C. 

B. 

B. 

B. 

C. 

C. 

C. 

C. 

C. 

C. 

D.

NOTE. Discharge during the frozen periods, 1908, based on climatological reports and one measurement 

made under ice conditions.

Sec.-ft. 

Discharge January 27 to 31,1908......................................................... 500

February 1 to 15,1908......................................................... 400

December 6 to 31,1908......................................................... 136
160 SUKFACE WATER SUPPLY, 1907-8.

MILLERS RIVER NEAR FARLEY STATION, MASS.

During October, 1908, a series of measurements of discharge of 

Millers River were made at the plant of the Farley Paper Company, 

Farley Depot, Mass., by Fowler & Toquet, of Springfield, Mass., who 

supplied the following data:

The discharge was measured by using the head gates of the canal 

as submerged orifices. The canal gates are of wood, 4 inches thick, 

and the sills, guides, etc., are of 10-inch stock with all edges squared. 

The head, acting to cause discharge was small, averaging only about 

0.15 to 0.25 of a foot during the time of measurements, and the 

results are probably subject to some error.

Gage readings were taken every half hour for a period of a week, 

beginning October 23, with the following results:

Mean discharge of Millers River for twenty-four hours.

Sec.-ft. 

October 23.................................................... 88. 2

24.................................................... 69. 4

25 (Sunday).......................................... 30. 8

26.................................................... 65. 9

27.................................................... 73.0

28. ................................................... 87.4

29. ................................................... 97. 2

Mean for week, October 23-29................................... 73.1

Drainage area at this point is about 380 square miles.

WARE RIVER NEAR WARE, MASS.

Ware Eiver is formed in the town of Barre, by the union of several 

small streams. The surrounding country is hilly and largely cleared. 

The total drainage area comprises about 162 square miles and is 

tributary to Chicopee Eiver, which drains a large section of central 

Massachusetts and is the largest tributary of the Connecticut in 

respect to drainage area, its basin containing 730 square miles. 

Chicopee Eiver is formed at Three Eivers, by the union in that 

vicinity of Ware, Swift, and Quaboag rivers; thence runs westward 

about 15 miles, joining the Connecticut at Chicopee. Chicopee 

Eiver and its tributaries are quite important water-power streams, 

and expensive developments have been made on them.

The gaging station, which is located at the steel highway bridge 

about 2 miles above the village of Ware, was established September 

15, 1904, in cooperation with the Otis Company and George H. Gilbert Manufacturing Company of Ware, to obtain general information 

regarding the flow of the river.

The nearest dam downstream is that of the Otis Company at 

Ware, and at times there is probably backwater effect from this dam. 

Upstream the nearest dam is at Gilbertville, a little over a mile.
CONNECTICUT KIVEK DRAINAGE BASIN. 161

The gage datum has remained the same during the maintenance 

of the station. During the winter months the discharge is usually 

affected for short periods by ice. Conditions for making discharge 

measurements are good, but the measurements do not plot well on 

the rating curve, either because of occasional backwater influence 

from the dam at Ware or changes in condition of the channel due to 

growth of grass and weeds during the summer.

Computations of monthly discharge are withheld pending the 

collection of more information regarding the conditions of flow at 

this point.

Discharge measurements of Ware River near Ware, Mass., in 1907-8.

Date.

1907. 

April 26. .......

May 18........

1908.

April 25. .......

Hydrographer.

D. M. Wood. .......................................

.....do..............................................

D. M. Wood. .......................................

.....do..............................................

Width.

Feet. 

83.4

83.4

83.4

83.4

83.4

71.0

Area of 

section.

Sq.ft. 

179

167

151

134

83.6

Gage 

height.

Feet. 

3.43

3.35

3.38

3.14

2.56

Discharge.

Scc.-ft. 

489

408

243

310

96.9

a Poor measurement; meter interfered with by floating grass.

Daily gage height, in feet, of Ware River near Ware, Mass., for 1907-8. 

[M. N. Richards and Arthur Bousquet, observers.]

Day.

1907.0 

1.. .............

2............... 

3...............

4. ..............

5...-...-----...

6...-.-....-....

7...---.--....-.

8...............

9...............

10...............

11...............

12...............

13.--.-...-..-.-.

14...............

15....--.-..-...-

16...............

17...-...-.....-.

19...............

20. ..............

21............... 

22...............

23...............

24. ..............

25. ..............

26. ..............

27...............

28............... 

29...............

30...............

31...............

Jan.

5.9

4.75 

4.3

4.6

4.2

4.1

3 9

3.7

3.85

3.55

3.6

3.4

3.2

3.4

3.25

3.05

3.5

3.1

3 9

4.15 

3.9

3 9

5.1

Feb.

5.5

5.7

-----

4.3

Mar.

3.35

3.55

3.3

3.1

3.6

3.7

3.7

4.05

3.8

3.7 

3.65

4.0

4.6

4.25

3.95

3.95

4.0

4.0

Apr.

4.1

3.9 

3.6

3.6

3.5

3.1

3.0

2.95

3.6

3.5

3.5

3.6

3.7

3.8

3.8

3.7

3.1 

3.5

3.35

3.45

3.6

3.5

3.1

3.0

May.

2.9 

2.9

3.0

2.7

2.7

2.9

3.1

2.75

2.9

2.7

3.1

q oc

o <i

3.15

o nc

9 7^

2

CC

0 A

3.05

Q 9C

2.75

June.

2.8

2.4 

3.1

3.2

3.2

Q 1 C

^ 1 C

2.7

2.8

2.7

2.6

2.5

2.3

9 fi^

2.8

2.75 

2.8

2.4

2

C

9 75

o c

2.6

9 %

2.5

July.

2.6 

2.75

2.55

2.85

9 3

2.5

2.6

2.55

2.8

2.55

9 ^

9 ^

2.8

2.7

2.45

2.5

2.35 

2.2

2.5

2.5

2.6

2.35

2.65

2.5

Aug.

2.8

2.65 

2.4

2.5

2.3

2.3

2

C

2.6

2.5

2.15

1 9

1.85

1.95

2.25

1 9

2.2

9 1 c

2.05 

1.8

1 S^

2.65

2.2

2.15 

2.1

2.0

1.9

Sept.

2.2

2.0 

2.1

2.2

2.9

2.6

2.45

1 9

2.1

2.6

2.85

2.7

2.6

2.1

1.8

2 1 ^

2.4

Q n

5.1

3.6

0 OC

3.05

A 1 C

Oct.

3.4

q qc

3.6

3.0

3

0

5.05

5.2

4.2

Q QC

3.7

3.6

Q 7C

Q C

Q 9

q nc

2.6

3.2

q 9

3.1

QIC

9 Q 1^

2.6 

4.5

4.8

4.45

Nov.

3.65

6.7

ft ^

^ 9

4.8

3.45

3.7

3.55

3.55

3.5

3.1

3.8

4.0

3.75

3.5

Dec.

3.3

3.3

0 q

2.65

3.5

4.7

4.15

3.6

o 7

3.6

3.4

3.6 

5.5

4.2

5.05

3 7

3.7

3.95

4.35

4.95

a Ice conditions from about January 24 to March 10,1907, 

16254 IRR 241 10 11
162 SUEFACE WATER SUPPLY, 1907-8. 

Daily gage height, in feet, of Ware River near Ware, Mass., for 1907-8 Continued.

Day.

1908.1 

1..............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

15...............

16...............

17..-.-..-.....-.

19

20. ..............

21...............

22...............

23...............

24...............

25...............

26...............

27............. ..

28...............

29...............

30...............

31...............

Jan.

4.5

4.3

3.9

3.5

3.3

3.75

3.8

4.6

4.55

4.0

3.7

3.65

4.95

5.0

4.3

3.8

3.5

3.5

3.4

3.25

4.8

4.15

4.5

4.35

4.5

3.6

3.9

4.75

Feb.

5.1

q Q

7.1

6.0

4.75

4.35

4.5

4.2

4.6

3.5

4.5

3.6

3.4

Q 7

3.6

Mar.

3.5

3.8

3.25

3.2

2.95

3.1

3.0

3.15

3.05

3.15

2.95

3.15

3.8

4.7

4.8

5.3

4.8

4.05

3.8

3.6

3.45

3.55

o 7C

4.0

3.8

3.9

3.75

3.6

3.9

Apr.

3.85

3.65

3.55

3.3

3.1

3.4

3.45

3.4

3.75

3.7

3.55

3.35

3.4

3.3

3.35

3.6

3.45

3.35

3.4

3.6

3.6

3.45

3.25

3.2

3.6

2.95

3.2

3.2

3.1

3.0

May.

3.25

3.1

3.15

3.3

3.3

3.25

3.05

3.8

4.05

3.9

3.8

3.6

3.5

3.3

3.5

3.2

3.1

3.1

3.0

2.9

2.9

3.15

3.35

3.15

2.95

2.8

2.95

2.65

2.55

3.6

June.

3.75

3.5

3.35

3.25

3.2

2.75

2.3

2 9

3.0

2.9

2.75

2.75

2.05

2.4

2.7

2.9

2.6

2.4

2.5

2.5

2.2

2.4

2.2

2.2

2.65

2.6

2.1

2.15

2.45

2.6

July.

2.55

2.2

1.8

1.9

2.0

2.65

2.6

2.5

2.15

2.2

1.8

1.9

2.0

2.65

2.5

2.7

2.35

2.2

2.2

2.8

2.55

2.4

2.5

2.7

2.7

2.7

2.8

3.0

2.25

2.2

2.35

Aug.

2.2

2.1

2.3

2.35

2.55

2.65

3.9

3.75

3.9

2.9

2.9

2.95

2.9

3.9

3.9

3.2

3.1

3.5

3.2

2.85

2.65

3.1

3.05

2.75

2.6

2.6

3.0

2.85

2.55

2.4

2.8

Sept.

2.6

2.9

2.6

2.6

2.6

2.3

2.15

2.35

2.45

2.4

2.65

1.95

2.35

2.65

2.6

2.3

2.5

2.75

2.4

2.25

2.35

2.5

2.75

3.0

2.7

2.3

1.9

2.2

3.1

2.85

Oct.

3.2

3.55

2.3

2.5

2.8

2.7

2.55

2.6

2.5

2.6

2.55

2.65

2.8

2.8

2.95

2.8

2.5

1.6

2.5

2.75

2.4

2.4

2.4

2.3

1.65

2.5

2.75

2.4

2.75

2.6

2.6

Nov.

2

0C

2.55

2.5

2.45

2.45

1.35

1.3

1.85

2.7

2.7

2.15

2.1

2.15

1 9

2.1

2.55

2.55

2.75

2.55

2.5

2.35

2.4

2.65

2.75

2.55

2.5

2.5

2.35

2.4

2.6

Dec.

2

7C

2.6

2.5

2.7

2.4

2.6

3.0

3.1

3.0

3.25

2.75

2.55

3.0

2.8

2.75

2.75

2.75

9 ^

2.45

2.7

2.8

2.8

2.0

2.3

2.1

2.85

2.6

2.75

2.65

a Ice conditions about January 31 to February 14, 1908. Discharge may have been affected by Ice conditions during December, 1908. During the frozen seasons, 1907-8, gage heights are to surface of water in 

a hole in the ice.

QUABOAG RIVER AT WEST WARREN, MASS.

This station, which was established October 22, 1904, to obtain 

general statistical data regarding the flow of this stream, upon which 

there is considerable undeveloped fall, was discontinued May 1, 1907. 

It is located at the dam of J. T. F. MacDonnell, of Holyoke, which 

is leased by the Composite Leather Company, manufacturers of 

leather board. This dam is the lowest of the numerous dams in 

Warren and West Warren, and is about pne-fourth mile below the 

West Warren railroad station.

The dam is of timber cribwork, 102.7 feet long, and affords a fall 

of about 13 feet. A number of current-meter measurements have 

been made to check the computed flow over the dam. The estimates of discharge are based on one daily gage reading taken week 

days just before the mills start operation in the morning, and in the 

afternoon on Sundays, the time being chosen after a study of automatic gage heights taken in 1903 by the state board of health 

(See Water-Supply Paper 165, p. 139.) Thus only the dam is used 

at this station. The observer is Amory Crossman.
CONNECTICUT RIVER DRAINAGE BASIN. 163

There is little effect from ice in winter, and the results at this 

station are considered to be excellent, except during very low water, 

when they are only fair.

Daily discharge, in second-feet, of Quaboag River at West Warren, Mass., for 1907.

Day.

1. ..............

4...............

6...............

7...............

9. ..............

10..........-.--.

11...............

12...............

13...............

15...............

Jan.

539

CQQ

476

416

254

254

254

280

Feb.

141

161

a 161

123

141 

123

106

a 106

106

123

123

106

Mar.

106

123

a 123

123

123

89

on

89

a 72

72

123

306

358

Apr.

476

476

446

a416 

416

416

416

446

416

446

0446

675

I>ay.

16...............

17...............

18...............

19...............

20...............

21 ...............

22.... .......... 

23 ...............

24...............

25...............

26...............

27 ...............

28...............

29...............

30...............

31...............

Jan.

476

539

476

476

416

306

306

254

a229

229

161

141

141

Feb.

106

a 123

123

123

141

141

161 

161

a 205

205

123

106

Mar.

476

476

476

476

416

416

476

476

476

476

476

416

416

476

Apr.

571

476

476

416

416

a416 

416 

358 

332 

306

280 

280 

o254 

254 

254

a Sunday.

Monthly discharge of Quaboag River at West Warren, Mass., for 1907. 

[Drainage area, 144 square miles.)

Month.

April ..........................................

Discharge In second-feet.

Maximum.

539 

205 

476 

675

Minimum.

123 

106 

72 

254

Mean.

336 

137 

310 

412

Per 

square 

mile.

2.33 

.951 

2.15

2.86

Run-off 

(depth in 

inches on 

drainage 

area.)

2.69 

.99 

2.48 

3.19

WESTFIEL1) LITTLE RIVER NEAR BLANDFORD, MASS.

Westfield Little River is formed by the union of Peebles and 

Borden brooks in the southern part of the town of Blandford. The 

headwaters of Peebles Brook are in North Blandford, at an elevation 

of about 1,400 feet, while at its junction with Borden Brook it has 

an elevation of about 850 feet a fall of 550 feet in a distance of 

about 8 miles. Below Borden Brook the fall is also very rapid, 

reaching an elevation of 200 feet in the vicinity of. West Parish, a 

distance of 6 miles from Borden Brook. The drainage area at the 

junction of Peebles and Borden brooks is about 43 square miles; at 

the mouth of the river, 83.6 miles. The slopes are very steep and 

in places precipitous. The greater part of the basin above West 

Parish is in forest. It is expected that Westfield Little River will 

be used as the municipal water supply for the city of Springfield,
164 SURFACE WATER SUPPLY, 1907-8.

for which a dam and reservoir are being planned in the vicinity of 

Cobble Mountain.

This station, which is located a short distance below Borden Brook, 

at Cobble Mountain, near Blandford, Mass., was established July1 13, 

1905, and has been maintained since that time in cooperation with 

the water board of the city of Springfield through its engineer, E. E. 

Lochridge.

The gage datum has remained the'same during the maintenance 

of the station. During the winter months the discharge is affected 

by ice. Conditions for obtaining accurate discharge data are good, 

and an excellent rating curve has been developed.

On August 10, 1906, a sharp-crested weir, with crest about 30 feet 

long, capable of carrying a depth of flow of 1^ feet, was installed a 

short distance downstream from the current-meter station. This 

was maintained with some interruptions until September, 1907, 

when it was destroyed by high water. Estimates of flow over the 

weir as given are based upon the coefficients given on page 36, WaterSupply Paper 200. The weir gage was read at approximately the 

same times as the current-meter gage, and considerable comparative 

information upon the accuracy at this station has been obtained 

(see also Water-Supply Paper 201, pp. 105-110).

Discharge measurements of Westjield Little River near Blandford, Mass., in 1907 8.

Date.

1907. 

April 24........

Do.........

May 17. ........ 

Do.........

July 19a.......

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

1908.

Do.........

October 19 »....

Do.c.......

Hydrographer.

.....do..............................................

.....do..............................................

.....do..............................................

D. M. Wood.......................................

.....do..............................................

..... do.............. ............................... .

.....do..............................................

.....do. .............................................

.....do..............................................

.....do..............................................

.....do..............................................

. ....do........ ............................. .........

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

D. M. Wood .......................................

.....do.................. ............................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet.

45.5

45

45

54.5 

54.5

21.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

6.5

46.5

46.5

22

14

17.5

31

Area of 

section.

Sg. feet. 

156

78.3

77.4

78.1

117 

111

17.7

6.17

6.15

6.15

6

5.89

5.98

6.11

6

6.10

5.84

6.01

6.09

6.24

6.19

6.03

5.92

77.1

75.4

17.5

17.6

18.3

40.1

Gage 

height.

Feet.

3.10

3.76 

3.71

2.03

1.78

1.78

1.78

1.78

1.72

1.70

1.73

1.73

1.73

1.74

1.73

1.73

1.72

1.71

1.71

1.71

2.85

2.85

1.68

1.88

1.87

2.20

Discharge.

Sec.-ft. 

472

113

114

118

309

278

11.5

4.89

5.09

4.85

4.09

4.03

4.70

4.81

4.57

4.37

4.36

4.41

4.48

4.46

4.21

3.58

69.4

76.7

3.9

9.0

4.4

18.1

a Wading measurement.

6 Wading measurement 100 feet above old weir, 

c Wading measurement made near chain gage, 

d Ice measurement made at cable station.
CONNECTICUT RIVER DRAINAGE BASIN. 165

Daily gage height, infect, of Westfield Little Rirer near Blandford, Mass., for 1907-8. 

[S. H. Bodurthaand W. V*. Bodurtha, observers.]

Day.

1907.a 

1...............

2.:............. 

3...............

4............... 

5...............

6............... 

7...............

8...............

9...............

10...............

11............... 

12............... 

13............... 

14............... 

15...............

17...............

18...............

19............... 

20. ..............

21...............

22...............

23............... 

24............... 

25...............

26. ..............

27...............

28. .............. 

29............... 

30...............

31...............

1908-c 

1............... 

2............... 

3............... 

4...............

5...............

6............... 

7...............

8...............

9............... 

10. ..............

11...............

12...............

13............... 

14...............

15...............

16............... 

17...............

18. ..............

19...............

20............... 

21...............

22............... 

23............... 

24............... 

25...............

26...............

28. ..............

29............... 

30...............

Ql

Jan.

.......

.......

.......

3.64 

3.24 

3.11 

2 99

3.29

3.89

3.34

3.09 

2.99

3 49

4.32

5.10 

4.50 

4.02

3.49 

3.14

2.99

3.01

3.09 

3.11

3.09 

3.14 

3.21 

3.34

3.29

3.17

3.11

3.27 

3.64

O CQ

Feb.

.......

.......

3.59 

3.47 

3.48 

3.47

"3.'04~

2.77

2.60 

2.54

2.51

2.57 

2. 75 

5. 18

4.60

3.27

3.24

3.29 

3.24

3.17 

3.14 

3.11 

3.08

3.07

3.04

3.02

3.02

Mar.

.......

.......

3.60

3.58 

4.12 

4.25 

3 98

3.05 

3.09 

2.94

2.66

2.59 

2.61

2 57

2.61 

2.57

2.61

2.65

3.57 

3.64 

3.84

3.97 

4.02

3.91

3.94

3.64 

3.41

3.31 

3.34

4.48 

4.72

4.78

5.18

5.40

5.30 

4.18

Apr.

63.36

3.18 

3.09

3.03 

3.08

3. 03 

2.98

2.88 

62.88 

62.84

2.91 

2.91 

3.04 

3.14 

3.42

3.28

3.35

3.20

3.15 

3.05

2.98

2.95

3.04 

3.90

3.44

3.15

3. 02 

2.95 

2.87

3.61 

3.48 

3.31 

3.21

3.19

3.27 

3.29

3.57

4.10 

3.61

3.39

3.27

3.15 

3.09 

3.04

3.01

3.01

3.08

3.04 

3.03

2.99

2.87 

2.87 

2.83

2.81

2.81

2.84

2.81

2.84

May.

2.81

2.78 

2.73

2.99 

2.94

2.84 

2.95

2.89 

2.90 

2.91

2.95 

2.86 

2.74 

2. 66 

2. 61

3.28

3. 83

3. 35

3. 13 

3.03

2.83

2.74

2.69 

2.62 

2.61

2.59

3.35 

3.35 

2.95

2.85

2.70

4.62 

3.54 

3.51 

3.31

2.98

2.91 

3.09

4.78

3.77 

3.52

3.33

3.17

3.01 

3.01 

3.09

2.91 

2.84

2.73

2.68

2.04 

3.29

4.15 

3.69 

3.35 

3.08

2.72

2.64

2.57

2.48 

2.45

June.

2.81

3.63 

4.05

3.58 

3.57

3.73 

3.45

3.14 

2.94 

2. 83

2.81 

2. 73 

2.69 

2.66 

2.65

2.59

2. 53

2.52

2.98 

2.61

2.52

2.44

2.39 

2.35 

2. 31

2.28

2.19 

2.17 

2.15

2.78

 3.41 

2.89 

2.65 

2.55

2.45

2.45 

2.43

2.40

2.33 

2.25

2.19

2.17

2.13 

2.08 

2.12

2.33 

2 21

2.13

2.10

2.09 

1.99

2.01 

2.51 

2.63 

2.33

2.15

2.07

1.99

1.93 

1.90

July.

2.51

2.38 

2.31

2.16 

2.12

2.11

2.08

2.07 

2.05 

2.03

2.27 

2.52 

2.48 

2.20 

 2.09

2.07

2. 05

2.10

2.02 

2.02

2.27

2.13

2.03 

1.96 

1.95

2.03

1.97 

1.83 

1.81 

1.86

1.81

1.83 

2.27 

3.19

2.79

2.54

2.38 

2.29

2.24

2.18 

2.08

1.99

2.01

2.01 

2.01 

2.05

2.01 

1.98

2.01

2.03

2.01 

1.99

2.05 

2.08 

1.97 

2.37

2.38

2.14

2.10

2.08 

2.04

1 99

Aug.

1.84

1.87 

1.83

1.98 

1.89

2.02 

1.96

1.81

1.88 

1.81

1.81 

1.72 

1.78 

1.85 

1.79

1.73

2.00

1.93

1.77

1.81

1.83

1.71

1.72 

1.93 

1.81

1.71

1.65

1.78 

1.77 

1.76

1.66

1.93

1.88 

1.84 

1.91

2.01

2.52 

2.75

2.53

2.31 

2.27

2.27

2.19

2.14 

2.08 

2.04

2.04 

2.17

2.17

2.08

1.99 

1.93

2.07 

1.97 

1.93 

2.20

2.00

1.98

1.96

1.94 

1.90

1 89

Sept.

1.65

1.63 

1.93

2.55

2.48

2.36 

2.17

2.05 

2.01 

2.03

2.49 

2.60 

2.21 

2.12 

2.04

2.01

2.03

1.99

2.04 

1.99

1.96

1.98

3.53 

4.18 

3.31

2.91

2.73 

2.59 

5.02 

3.78

1.90

1.88 

1.86 

1.85

1.84

1.81 

1.82

1.79

1.78 

1.75

1.74

1.75

1.73 

1.73 

1.71

1.71 

1.69

1.67

1.67

1.-65 

1.68

1.67 

1.68 

1.67 

1.64

1.66

1.67

1.67

2.54 

2.14

Oct.

3.29

2.99 

2.85

3.25 

2.95

2.78 

2.77

4.86 

3.81 

3.33

3.11 

3.15 

2.95 

2. 85 

2.77

2.68

2.61

2.53

2.49

2.88

2.75

2.65

2.57 

2.53

2.48

2.44

5.58 

7.42 

6.15 

4.85

3.83

2.04 

2.00 

1.96 

1 93

1.86

1.84 

1.83

1.82

1.81 

1.79

2.06

1.97

1.87 

1.84 

1.83

1.79

1.78

1.85

1.85

1.85 

1.84

1.83 

1.80 

1.80 

1.88

2.47

2.57

2.35

2.28 

2.23

2.20

Nov.

3.49

3.48 

5.40

4.45 

3.63

4.92 

5.85

4.28 

3.75 

3.51

3.49 

3.28 

3.15 

'3.05

2.98

2.88

2.85

2.79

2. 98 

2.88

2.78

2.98

2.88 

2.83 

2.91

2.85

2.75 

2.72

2.85 

2.72

2.17- 

2.13 

2.09 

2 06

2.05

2.04 

2.03

2.03

2.01 

1.99

1.98

1.97

1.96 

1.96 

2.05

2.13 

2.11

2.13

2.13

2.15 

2.15

2.13 

2.13

.2.12 

2.15

2.21

2.19

2.13

2.05 

2.01

Dec.

2.71

2.73

2.78

2.81 

2.83

2.81

2.88

3.01

4.45 

4.50

3.63 

3.35 

3.31 

3.27 

3.24

3.23

3.22

3.19

3.18 

3.15

3.13

3.12

3.15 

4.72 

3.73

3.37

3.28 

3 28 

3'. 29 

3.93

4.12

1.99 

1.99 

1.97 

1 96

1.95

1.93

2.84

2.84

2.94 

2.93

2.89

2.75

2.6& 

2.67 

3.04

2.87 

2.75

2.67

2.29

2.26 

2.21 

2.15 

2.13

2.11

2.10

2.07

2.03 

2.00

2.33

a River frozen January 1 to March 25, 1907.

6 Gage height determined from the established relation between the weir and meter station gages.

c Ice conditions prevailed January 1 to 11 and January 29 to February 7, 1908. It is probable that conditions of flow were also affected by ice conditions for short periods, January to March and December, 

1908.
166 SURFACE WATER SUPPLY, 1907-8. 

Daily gage height, in feet, on weir of Westfield Little River near Blandford, Mass., for 1907.

Day.

1...........................

2...........................

3...........................

5...........................

6................. ..........

8...........................

9...........................

10...........................

11...........................

12...........................

13...........................

14...........................

16...........................

17...........................

18...........................

19...........................

20...........................

21...........................

22...........................

23...........................

24...........................

25...........................

26...........................

27...........................

28...........................

30...........................

31 ...........................

Jan.

1.96

1.68

1.28

2.13

1.76

1.59

.73

1.36

1.43

1.13

.96

.86

.76

.67

.64

.57

.60

.67

1.33

1.91

1.22

1.19

.93

.93

.96

.98

.98

.96

.92

.88

.88

Feb.

0.89

.94

.92

.86

.83

.82

78

.74

.67

.63

.59

.54

.53

.59

.62

.60

.58

.56

.54

.56

.58

.56

.52

Mar.

0.52

.73

.64

.55

.52

.50

.48

.46

.45

.43

.43

.50

.62

1.24

1.08

1.24

1.46

1.50

1.52

1.48

1.54

2.40

2.25

1.60

1.54

1.54

2.05

2.19

1.92

1.59

Apr.

1.30

1.12

1.02

.94

.98

.92

.88

.79

.80

.76

.78

.86

.99

1.08

1.40

1.24

1.29

1.14

1.08

1.00

.94

.89

.98

1.97

1.48

1.14

.98

.93

.82

.78

May.

0.75

.70

.66

.92

.86

.86

.80

.79

.79

.82

.76

.66

.58

.54

1.26

1.88

1.32

1.04

.93

.74

.64

.60

.53

.52

.54

1.22

1.32

.74

.61

June.

0.71

1 61

2.26

1.58

1.58

1.76

1.40

1.08

.89

.76

.74

.68

.62

.57

.58

.51

.50

.49

.94

.58

.49

.42

.38

.32

.29

.28

.20

.16

.77

July.

0.46

.35

.30

.24

.18

.17

.17

.17

.43

.41

.45

.54

.35

.28

.46

.43

.45

.31

.31

.48

.37

.31

OQ

.32

.27

19

1 Q

.20

.19

Aug.

0.19

.23

.19

.27

.19

.31

.26

.19

.20

.18

.18

.13

.17

.20

.18

.14

.29

.23

.16

.17

.17

.11

.11

.16

.15

1Q

.11

Sept.

0.11

.10

.23

.73 '.66

.55

.43

.32

.29

.31

.67

.73

.44

.37

.31

.29

.30

.29

.30

.28

.27

.28

NOTE. On March 23, the weir was considerably damaged by floating ice and the crest angle iron was 

partly bent over. The weir underwent repairs July 9 to 20 and August 21 to 24.

Length of weir July 9 to 11, inclusive, 8.6 feet.

July 15, gage reading, a. m., 0.25; p. m. 0.49; weir length (p. m.) ll.Sfeet, continuing to July 17, inclusive.

Length of weir July 18,13 feet.

Length of weir, July 19-20,17.82 feet with flashboards 12.2 feet long and at elevation 100.58 feet (weir 

crest at elevation 100 feet). Flashboards remained to August 23, inclusive.

Length of weir August 21 (a. m.), 17.82 feet; gage reading, 0.21.

Length of weir August 21 (p. m.) and August 22 (a. m.), 29.98 feet; gage readings, 0.11 and 0.09 foot, 

respectively.

Length of weir August 22 (p. m.) and August 23 (a. m.), 10.25 feet; gage readings, 0.21 and 0.22 foot, 

respectively.

Length of weir August 23 (p. m.), 5.09 feet; gage reading, 0.31 foot.

Length of weir August 24, 17.85 feet. Flashboards at elevation 100.66 August 24 to September 22, inclusive.

Weir damaged by high water September 23; no further readings recorded.

Rating table for Westfield Little River near Blandford, Mass., for 1907-8.

Gage 

height.

Feet.

1.63

1.65

1.70

1.75

1.80

1.85

1.90

1.95

2.00

2.05

2.10

2.15

2.20

2.25

2.30

2.35

Discharge.

Sec.-ft.

2.8 ! 3.0

3.7

4.4

5.2

6.0

7.0

8.0

9.2

10.6

12.2

14.0

16.0

18.2

20.6

23.3

Gage Disheight. charge.

Feet.

2.40

2.45

2.50

2.55

2.60

2.65

2.70

2.75

2.80

Sec.-ft.

26.4

29.9

33.8

38.1

42.8

47.8

53.1

58.7

64.7

2.85 1 71.1

2.90

2.95

3.00

3.10

77.9

85.0

92.4

109

3. 20 129

3.30 155

Gage 

haight.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Sec.-ft.

186

220

255

290

325

360

395

430

465

500

535

570

605

640

675

710

Gage 

height.

Feet.

5.00

5.20

5.40

5. 60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

Discharge.

Sec.-ft.

745

815

885

955

1,025

1,095

1,165

1,235

1,305

1,375

1,445

1,515

1,585

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measurements made during 1905-1908, and is well denned. Above gage height 3.5 feet the rating 

curve is a tangent, the difference being 35 per tenth.
Daily discharge,® in second-feet of Westfield Little River near Blandford, Mass., 1907, 

1. .......

2........

g

10........

12........

13........

16........

17. .......

19........

22........

00

25....-..-

26

97

OQ

9Q

30

31........

Mean.

January.

Weir.

384 

283 

142 

448 

311

6248 

61.6 

156 

168 

118

925 

78.7 

665.4 

54.3 

50.7

42.6 

46.0 

54.3 

150 

6364

133

128 

88.2 

88.2 

92.5

95.4 

695.4 

92.5

86.8

81.5

81.5

141

February.

Weir.

82.8 

89.6 

686,8 

78.7 

74.6

73.2 

68.0 

62.9 

54.3 

649.5

44.8 

39.3 

38.2 

44.8 

48.3

46.0 

643.7 

41.5 

39.3 

41.5

43.7 

41.5 

37.1 

637. 1 

37.1

37.1 

37.1

37.1

52.0

March.

Weir.

37.1 

37.1 

661.6 

50.7 

40.4

37.1 

35.0 

33.0 

31.0 

630.0

28.0 

28.0 

35.0 

48.3 

136

110 

6136 

173 

180 

218

177 

224 

545 

6493 

251

224 

224 

416 

469 

367 

6248

165

Current 

meter.

Per 

cent 

difference.

255 

248 

437 

482 

390 

276

c348

+ 14

+ 11 

+ 5 

+ 3 

+ 6 

+ 11

c+ 7

April.

Weir.

145 

116 

101 

89.6 

95.4

86.8 

681.5 

69.2 

70.5 

65.4

68.0 

78.7 

96.8 

6110 

162

136 

144 

120 

110 

98.3

689.6 

82.8 

95.4 

388 

177

120 

95.4

688.2 

73.2 

68.0

111

Current 

meter.

173 

125 

107 

97.0 

105

97.0 

89.4 

75.2 

75.2 

69.8

79.3 

79.3 

98.5 

117 

193

149 

170 

129 

119 

100

89.4 

85.0 

98.5 

360 

200

119

95.4 

85.0 

73.8 

71.1

117

Per 

cent 

difference.

+ 19 

+ 8 

+ 6 

+ 8 

+ 10

+ 12 

+ 10 

+ 9 

+ 7 

+ 7

+ 17 

+ 0.8 

+ 2 

+ (> 

+ 19 

+ 10 

+ 18 

+ 7 

+ 8 

+ 2

- 0.2 

+ 3 

+ 3

- 7 

+ 13

- 0.8 

0 

- 4 

+ 0.8 

+ 4

+ 5

May.

Weir.

64.2 

57.8 

53.1

86.8 

678.7

65.4 

78.7 

70.5 

69.2 

69.2

73.2 

665.4 

53.1 

43.7 

39.3

139 

356 

149

6104

88.2

62.9 

50.7 

46.0 

38.2 

37.1

639.3 

133 

149 

77.4 

62.9 

47.1

82.2

Current 

meter.

66.0 

62.3 

56.5 

90.9 

83.6

69.8 

85.0 

76.5 

77.9 

79.3

85.0 

72.5 

57.6 

48.9 

43.8

149 

336

170 

115 

97.0

68. 5 

57.6 

52.0 

44.8 

43.8

41.9 

170 

170 

85.0 

71.1 

53.1

89.7

Per 

cent 

difference.

+ 3

+ 8 

+ 6 

+ 5 

+ 6

+ 7 

+ 8 

+ 9 

+ 13 

+ 15

+ 16 

+ 11 

+ 8 

+ 12 

+ 11

+ 7 

- 6 

+ 14 

+ 11 

+ 10

+ 9 

+ 14 

+ 13 

+ 17 

+ 18

+ 7 

+ 28 

+ 14 

+ 10 

+ 13 

+ 13

+ 9

June.

Weir.

59.0 

6238 

420

227 

227

279 

162 

110

682.8 

65.4

62.9 

55.5 

48.3 

42.6 

43.7

636.0 

35.0 

34.0 

89.6 

43.7

34.0 

27.0 

623.3 

18.1 

15.7 

14.9 

9.1 

6.6 

4.3 

6 66. 7

86.0

Current 

meter.

66.0 

266 

412

248 

244

300 

203 

117 

83.6 

68.5

66.0 

56.5 

52.0 

48.9

47.8

41.9 

36.4 

35.5 

89.4 

43.8

35.5 

29.2 

25.8 

23.3 

21.1

19.6 

15.6 

14.8 

14.0 

62.3

92.9

P

ce

diff

en

+ 1

+ 1

- 

+ 

+ 

+ 

+ 2

+ 

+ 

+ 

+ 

+ 

+ 

+ 1

+ 

+ 1

+ 

+ 

- 

+ 

+ 

+ 1

+ 2

+ 3

+ 3

+ 7

+ 12

+ 22

- 

+ 

See footnotes to weir station gage heights and monthly discharge. 6 S
168 SURFACE WATER SUPPLY, 1907-8.

" Monthly discharge of Westfield Little River near Blandford, Mass., for 1907-8. 

[Drainage area, 43 square miles.]

Month.

1907.

April....................................

July.....................................

1908.

Discharge in second-feet.

Maximum.

448 

89.6 

545 

360 

336 

412 

35.5 

9.8 

752 

1,590 

1,040 

647

1,590

780 

808 

885 

430 

668 

189 

127 

58.7 

37.3 

39.9 

16.4 

98.5

885

Minimum.

42.6 

37.1 

28.0 

69.8 

41.9 

14.0 

5.3 

3.0 

2 g

29! 2 

55.3

54.4

Mean.

141 

52.0 

170 

117 

89.7 

92.9 

13.9 

5.65 

80.9 

242 

222 

191

2.8 118

90.9 

34.7 

39.9 

66.0 

29.9 

7.0 

5.7 

5.8 

2.9 

4.9 

8.2 

7.6

2.9

165 

141 

292 

134 

180 

27.4 

18.8 

14.1 

5.71 

10.0 

11.8 

35.6

86.3

Per 

square 

mile.

3.28 

1.21 

3.95 

2.72 

2.09 

2.16 

.323 

.131 

1.88 

5.63 

5.16 

4.44

2.75

3.84 

3.28 

6.79 

3.12 

4.19 

.637 

.437 

.328 

.133 

.233 

.274 

.828

2.01

Run-off 

(depth in 

inches on 

drainage 

area).

3.78 

1.26 

4.55 

3.04 

2.41 

2.41 

.37 

.15 

2.10 

6.49 

5.76 

5.12

37.44

4.43 

3.54 

7.83 

3.48 

4.83 

.71 

.50 

.38 

.15 

.27 

.31 

.95

27.38

Accuracy.

B. 

B. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

NOTE. Discharge January 1 to March 25, 1907, taken from the discharge over the weir in order to complete the year. Discharge during the frozen periods 1908, estimated.

Sec.-ft. 

Discharge January 1 to 11, 1908........................................................... 100

January 24 to February 7, 1908................................................. 100

Open-channel rating applied December, 1908. Measurements made December 21, 1908, and January 1, 

1909, show no material reduction in discharge due to ice conditions. 

Discharge interpolated December 19 to 20, 1908.

Monthly discharge (by u'eir) of Westfield Little River near Blandford, Mass., for 1907. 

[Drainage area, 43 square miles.]

Month.

April..........................................

July...........................................

Discharge in second-feet.

Maximum.

448 

89.6 

545 

388 

356 

420 

39 3

10.3 

37.4

Minimum.

42.6 

37.1 

28.0 

65.4 

37.1 

4.3 

4.6 

2.3 

2.0

Mean.

141 

52.0 

165 

111 

82.2 

86.0 

12.1 

4.97 

14.8

Per 

square 

mile.

3.28 

1.21 

3.84 

2.58 

1.91 

2.00 

.281 

.116 

.344

Run-off 

(depth in 

inches on 

drainage 

area) .

3.78 

1.26 

4.43 

2.88 

2.20 

2.23 

.32 

.13 

.28

NOTE. The discharge by the weir from about March 23 to August 31 is considerably in error as shown 

by the daily comparison between the current meter and weir stations. This is due to the damaged condition of the weir and also to leakage.

The discharge for days when the gage height at the weir was greater than 1.50 feet was determined from 

the current meter station rating by means of the known gage height relation which exists between the 

two stations.

Discharge interpolated February 24 to March 1.
SURFACE WATER SUPPLY, 1907-8. 169

HOTJSATONIC RIVER DRAINAQE BASIN.

DESCRIPTION.

Housatonic River rises in Berkshire County, Mass., and flows 

southward, entering Long Island Sound near the west end of Connecticut. It is about 125 miles long, and drains a total area of 

about 1,930 square miles. Its most important tributaries are Tenmile River, a stream lying almost entirely in New York State and 

entering the river near Gaylordsville, and Naugatuck River, with a 

drainage area of 313 square miles, which enters at Birmingham and 

is entirely in the State of Connecticut. In the vicinity of Pittsfield 

the Housatonic reaches an elevation of about 1,500 feet, this being 

a hilly and mountainous region. Through Connecticut the river in 

general runs through a wide valley, much of which is in farm land. 

In most places the bed of the river is of gravel, but in a few localities 

there are falls over ledges of limestone and granite. The basin is to 

some extent in forest cover, especially in its upper portions, but as 

a whole it ma}T be said to consist largely of farm lands.

The mean annual precipitation is probably about 43 inches. In 

the upper portion of the basin the winters are severe, but as a whole 

the area is sufficiently far south so that the river is open during a 

considerable part of the winter season.

In the whole drainage basin there are some 15 square miles of 

lake and pond surface, but generally speaking, storage has been 

very little developed and there are numerous opportunities for improvements of this nature.

Power has been developed at Birmingham, New Milford and recently at Bulls Bridge above Gaylordsville, and at a number of 

other places, but there remains considerable unutilized power both 

on the main river and its tributaries.

A gaging station has been maintained at Gaylordsville on the 

main river since 1900, and during this period the driest year was 

1908 and the wettest 1903, the total flow during these two years 

being about in the ratio of 1 to 2.03.

The following gaging stations have been maintained in this river 

basin:

Housatonie River at Gaylordsville, Conn. (1900-1908). 

Tenmile River at Dover Plains, N. Y. (1901-1903).

HOUSATONIC RIVER AT GAYLORDSVILLE, CONN.

This station, which is located at the covered wooden highway 

bridge at Gaylordsville, about 2 miles below the mouth of Tenmile 

River, was established October 24, 1900, to obtain general statistical 

and comparative data regarding the flow of the river.
170 SURFACE WATER SUPPLY, 1907-8.

The nearest dam downstream is at New Milford, distant about 

7 miles, while upstream, at Bulls Bridge, a few miles is a recent 

development. There is no backwater effect from the dam below 

the station at low and medium stages. There may, however, be a 

slight effect at high stages.

The gage datum has remained the same during the maintenance 

of the station. The discharge is affected by ice during short periods 

of the winter. Conditions for obtaining accurate discharge data 

are good, and a good rating curve has been developed.

Discharge measurements of Housatonic River at Gaylordsville, Conn., in 1908.

Date.

Do.6.......

Hydrographer.

.....do........---.-.-..----.----.---..-.---.-.......

Width.

Feet. 

67.0

112

ja of

tion.

.ft.

75.4

169

Gage

height.

Feet.

2.40

c2.60

Discharge.

Sec.-ft.

83.2

128

a Measurement made by wading 150 feet below the cable.

b Measurement made from the cable.

c Gage height rose 0.5 foot during the measurement due to the opening of gates at the power house above.

Daily gage height, in feet, of Housatonic River at Gaylordsville, Conn., for 1907-8.

[G. H. Munroe, observer.]

Day.

1907.0 

1...............

2...............

3...............

4...............

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...............

Jan.

5.8

6.05

5.8

5.6

5.7

5.5

5.5

5.3

5.45

5.2

4.9

4.9

4.6

4.9

4.8

4.4

4.2

4.6

4.8

4.7

6.0

5.0

4.8

4.5

4.6

4.5

4.4

4.3

4.3

4.4

4.2

Feb.

4.3

4.5

4.5

4.5

3.9

4.2

4.2

4.5

4.35

4 4

4.3

4 3

4.2

4.4

4.4

4.3

4.1

4.3

4.3

4.25

4.2

4.2

3.9

4.2

4.1

4.1

4.1

4.1

Mar.

3.95

3.95

3.95

4.05

4.15

3.95

4.05

4.05

3.85

4.05

3.95

3.75

3.95

4.15

5.85

6.0

6.05

6.65

6.65

5.75

5.55

5.75

5.7

6.25

6.15

5.75

5.7

5.65

5.55

5.75

5.75

Apr.

5.75

5.55

5.15

5.05

5.05

4.95

4.95

4.95

4.95

4.95

5.05

5.15

5.1

5.15

5.55

5.35

5.3

5.15

5.25

5.1

5.05

4.95

4.85

5.25

5.55

5.55

5.35

5.25

5.15

4.95

May.

4.95

4.95

4.95

4.6

4.95

4.65

4.95

4.95

4.95

4.65

4.75

4.95

4.95

4.55

4.6

4.65

5.85

5.75

5.55

5.25

5.05

4.95

5.05

4.75

4.7

4.55

4.85

5.25

5.25

5.05

4.75

June.

4.8

4.85

5.25

6.35

6.25

6.45

6.35

5.95

5.85

5.55

5.45

5.3

5.25

4.75

4.75

4.85

4.75

4.55

4.5

4.65

4.55

4.4

4.35

4.25

4.05

4.15

4.15

4.15

4.15

4.15

July.

4.65

4.45

4.3

4.25

3.85

3.8

4.25

3.95

3.95

4.05

3.65

4.15

4.35

4.15

4.35

3.95

4.0

4.15

4.05

3.95

3.95

3.95

3.75

3.95

3.95

3.95

3.75

3.75

3.75

3.75

3.6

Aug.

3.65

3.65

3.45

3.45

3.55

3.55

3.45

3.45

3.25

3.45

3.45

3.45

3.45

3.45

3.35

3.45

3.4

3.25

3.35

3.35

3.15

3.15

3.25

3.4

3.35

3.35

3.35

3.25

3.05

3.15

3.25

Sept.

3.15

3.05

2.85

3.4

3.85

4.25

4.1

3.85

3.55

3.55

3.65

4.25

4.25

3.9

3.75

3.6

3.4

3.55

3.5

3.25

3.4

7.2

5.9

5.3

4.7

4.55

4.9

5.9

Oct.

5.4

5.35

5.0

5.1

5.65

5.4

4.9

5.1

6.5

6.2

5.7

5.7

5.7

5.4

5.3

5.1

5.1

4.8

4.6

4.6

5.0

4.7

4.8

4.7

4.6

4.45

4.5

6.75

10.2

10.65

9.9

Nov.

8.9

8.7

8.2

7.6

7.3

6.8

7.8

7.9

7.75

7.6

7.0

6.6

6.3

6.3

5.9

5.75

5.7

5.4

5.5

5.4

5.3

5.5

5.25

5.2

5.5

5.35

5.1

5.2

5.2

Dec.

5.2

5.1

5.1

4.7

4.7

4.5

4.4

4.4

4.5

4.9

6.4

6.8

6.4

6.5

5.9

5.6

5.5

5.5

5.2

5.2

5.2

4.7

5.0

6.8

6.7

6.4

6.2

5.9

5.8

6.2

o River did not freeze over near gage during 1907. The discharge may have been slightly affected during 

short periods during January, February, and March.
HOUSATONIC ETVEE DRAINAGE BASIN. 171

Daily gage height, in feet, of Housatonic River at Gaylordsville, Conn., for 1907-8 Con.

Day.

1908, a 

1...............

2. .............

3...............

4...............

5...............

6...............

8...... .........

9...............

10...............

11.... ...........

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28. ..............

29...............

30...............

31...............

Jan.

6.5

6.2

5.8

5.6

5.2

4.7

4.9

5.9

5.6

5.4

5.0

5.4

6.9

7.1

6.3

6.2

5.3

5.3

5.3

5.0

5.1

5.0

5.0

4.8

4.7

5.2

5.2

5.2

4.4

4.3

Feb.

4.4

4 9

4.7

4.5

4.5

4.5

4.5

4.3

4.4

4.5

4.5

7.85

9 A

7.6

7.0

6.4

5.9

5.2

5.0

4.8

6.0

5.7

4.9

Mar.

4.9

4 9

5.0

4.9

4.8

4.8

4 9

4 9

4.7

4.7

5.1

5.8

6.1

6.3

6.4

5.9

5.5

5.5

5

C

5.9

6.2

6.3

6.2

6.2

6.2

6.2

Apr.

6.35

5.95

5.65

5.35

5.25

5.35

5.15

5.15

6.15

6.15

6.35

5.35

5.55

5.25

K CC

5.35

5.35

5.35

5.35

5.15

A OK

4.95

May.

5.65

5.65

5.75

5.85

5.25

5.15

5.75

6.25

6.45

6.25

5.95

5.65

5.55

5.45

5.05

4.95

4.95

4.85

4 95

4.75

4.75

4.85

4.25

4.15

4.05

4.15

4.55

June.

4.75

4.85

4.85

4.45

4.45

4.25

4.05

3.95

3.75

3.95

4.05

3.95

3.95

3.75

3.65

3.95

3.95

4.25

4.15

3.85

3.55

3.35

3.35

3.45

3.65

4.75

4.15

3.95

3.75

3.65

July.

3.65

3.85

4.15

4.25

3.95

3.95

3.65

3.85

3.65

3.55

3.35

3.45

3.05

3.25

3.75

3.55

3.35

3.45

3.75

3.75

3.75

3.65

3.65

3.55

Aug.

3.65

3.45

3.55

3.15

3.25

3.35

4 9^

4.25

4.15

3.95

3.75

3.95

3.85

3.45

3.3

3.3

3.3

3.3

3.6

3.5

3.3

3.4

3.0

3.3

3.5

3.6

3.5

3.5

3.1

Sept.

3.4

3.3

3.3

3.3

3.3

2.9

q 1

3.0

3.2

3.1

3.0

3.0

2.8

2.9

2.9

2.9

O Q

2.9

2.8

3.0

3.0

9 Q

2.9

3.0

2.8

3.0

3.0

Oct.

3.2

3.1

3.2

2.8

3.0

3.1

q 9

2.9

3 A

2.9

q 9

3.2

3.2

3.0

3

n

q n

3.0

3.0

2.7

9 o

2.8

2.7

9 o

3 n

 } i

3.1

3.1

3.3

Nov.

2.95

3.0

3.1

3.1

3.2

3.2

9 Q

2 9

2 9

3.1

2.9

3.1

2.9

2.75

3

1

9 Q

2.8

3.1

2.8

2 9

2.75

3.0

2.7

2.8

3.0

3.1

3.3

3.1

2.8

Dec.

3.0

3.0

3.1

3.1

2.9

2.7

3.0

3.3

3.6

3.7

3.5

3.5

3.2

3.5

3.3

1 n

3 Q

3.4

3.5

3.0

3.5

3.6

q q

3 *}

2.6

9 Q

2.8

3.0

3.2

3.4

3.1

a River did not freeze over near the gage during 1908. 

Rating table for Housatonic River at Gaylordsville, Conn., for 1907-8.

Gage Disheight. charge.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

Sec.-ft.

114

147

182

220

261

305

352

401

452

505

561

620

682

Gage 

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Sec.-ft.

747

816

890

970

1,060

1,160

1,260

1,370

1,490

1,620

1,760

1,900

2,050

Gage 

. height.

i

Feet.

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6. 60

Discharge.

Sec.-ft.

2,200

2,360

2,520

2,690

2,870

3,060

3,250

3,450

3,650

3,860

4,300

4,750

5,210

Gage 

height.

i 

Feet.

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

Discharge.

Sec.-ft.

5,690

6,180

6,690

7,210

7,730

8,260

8,800

9,340

9,880

10, 420

10,960

11,500

14,300

17, 150

NOTE. The above table is not applicable for ice or obstructed-channel conditions, 

charge measurements made during 1900-1908, and it is well defined.

It is based on dis-
172 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Housatonic River at Gaylordsville, Conn., for 1907-8. 

[Drainage area, 1,020 square miles.]

Month.

1907.

May ....................................

July....................................

1908.

May ..................................

July....................................

November ............... ....... ......

Discharge in second-feet.

Maximum.

3,970 

1,370 

5,330 

3,350 

3,560 

4,860 

1,560 

651 

fi,690 

16,100 

11.200 

5, 690

16,100

6,430 

12,600 

4,750 

4,640 

4,860 

1,830 

1,210 

1,110 

505 

505 

452 

682

12,600

Minimum.

1,060 

816 

714 

1.830 

1,430 

930 

620 

328 

240 

1,320 

2,200 

1,260

240

1,160 

1,160 

1,620 

1,830 

930 

478 

328 

305 

130 

147 

130 

147

130

Mean.

2,080 

1.120 

2,430 

2,340 

2,010 

2,160 

921 

493 

1,210 

3,700 

4,9,50 

3, 120

2,210

2,820 

2,860 

3,180 

2,790 

2,510 

958 

687 

592 

310 

313 

290 

411

1,480

Per

square 

mile.

2.04 

1.10 

2.38 

2.29 

1.97 

2.12 

.903 

.483 

1.19 

3. 63 

4.85 

3.06

2.17

2.76 

2.80 

3.12 

2.74 

2.46 

.939 

.674 

.580 

.304 

.307 

.284 

.403

1.45

Run-off 

(depth in 

inches, on 

drainage 

area).

2.35 

1.14

2.74 

2.56 

2.27 

2.36 

1.04 

.56 

1.33 

4.18 

5.41 

3.53

29.47

3.18 

3.02 

3.60 

3.06 

2.84 

1.05 

.78 

.67 

.34 

.35 

.32 

.46

19.67

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

HUDSON RIVER DRAINAGE BASIN. 

DESCRIPTION.

The principal sources of Hudson River lie in the wildest portion 

of the Adirondack Mountains, in Essex County, northeastern New 

York. A number of branches, any one of which might possibly be 

considered the main stream, form its upper waters; but if the highest 

collected and permanent body of water be assumed as the true head, 

then the source of the Hudson becomes Lake Tear-of-the-Clouds, 

which lies at an elevation of 4,322 feet above tide, in the center of 

the triangle by Mount Marcy and Skylight and Gray Peaks.

The river flows rather irregularly southward until it reaches the 

northern boundary of Saratoga County, where it makes a sharp turn 

and flows eastward for about 12 miles, passing through the mountains 

and forming, as it cuts across the rocky strata, several falls of great 

height and beauty. At Sandy Hill, just below Glens Falls, it makes 

another abrupt turn and flows southward, continuing in this direction until it empties into New York Bay.

From Lake Tear-of-the-Clouds to the mouth of the river the distance by water is probably about 300 miles. The total area drained 

is 13,366 square miles. The river is tidal to Troy, which is also at 

the head of navigation.
HUDSON EIVEE DRAINAGE BASIN. 173

The headwater region is mountainous in character, is in general 

heavily wooded, and is dotted with numerous lakes and ponds. The 

rocks, belonging to the oldest formation and mainly granitic, are 

either bare or covered only with a layer of spruce duff, humus, and 

forest litter. The river emerges from the mountain region a few 

miles west of Glens Falls, and thence to Troy the topography is 

moderately rolling and the surface soil is chiefly sand. Below Troy 

the river follows the great depression which extends almost due 

north and south between New York Bay and the St. Lawrence, 

flowing in an open valley bordered by well-cultivated lands, which 

rise with moderate slope from the stream. The Catskill Mountain 

region is reached 20 or 30 miles below Albany, and thence to the 

mouth of the river the immediate valley is flanked by high hills, the 

Highlands of Orange County and the precipitous Palisades being 

especially noticeable.

The fall in the upper portion of the course is very rapid, amounting 

to about 64 feet per mile from Lake Tear-of-the-Clouds to the mouth 

of North Creek, a distance of about 52 miles. From the mouth of 

North Creek to the mouth of the Sacandaga the descent is nearly 14 

feet per mile, distributed among rapids which diminish in frequency 

as the Sacandaga is approached. In the suceeding 26 miles to Fort 

Edward the river descends 418 feet more, but of this 175 feet is comprised within the three abrupt pitches at Palmer, Glens, and Bakers 

Falls, while most of the remainder occurs in the rapids between 

Jessups Landing and the oxbow above Glens Falls. Between Glens 

Falls and Troy nearly the entire fall of the river is utilized for the 

development of water power.

The tributaries of the Hudson are numerous, and many of them 

are large and important. Indian River, Schroon River, and the 

Sacandaga unite with the main stream above Glens Falls, and between 

the latter point and Troy it receives Battenkill River, Fish Creek, 

Hoosic River, and the Mohawk, the latter having several important 

tributaries, including West and East Canada and Schoharie creeks. 

The tributaries below Troy include Catskill, Esopus, and Rondout 

creeks, and Wallkill River from the west, and Kinderhook Creek, 

Jansen Kill, Wappinger Creek, Fishkill Creek, and Groton River 

from the east.

The mean annual precipitation oA the total basin of the Hudson is 

probably about 43 inches. It reaches a maximum of more than 55 

inches in the heights of the Adirondacks, while in the eastern portion 

of the drainage area in southern Vermont, the mean annual total is 

only about 39 inches. Conditions during the winter period vary 

from the extreme cold and deep snow of the Adirondacks to the areas 

in the southern portion of the basin which are subject to frequent 

winter thaws.
174 SUEFACE WATER SUPPLY, 1907-8.

The flow of the upper Hudson is controlled to some extent during 

the dry season by the use of Indian Lake storage reservoir, and the 

natural storage facilities in the Adirondack region are unsurpassed, 

there being a great many ponds and lakes, many of large size and fed 

from extensive drainage areas. Comprehensive plans for vast storage 

projects on the Sacandaga, Schroon, and Upper Hudson are receiving 

the attention of the New Yprk State Water Supply Commission. It 

is probable that on the various tributaries of the Hudson an increase 

in storage capacity of some 75 billion cubic feet is possible, and if 

this were developed the Hudson would be probably the most important water-power stream in the country. While a large amount of 

power has been developed in the Hudson drainage area there are 

vast quantities as yet unutilized, and the importance of this river 

basin is apparent, when it is considered that in proportion to its size 

it contains a greater population than any other important drainage 

basin in the United States with the single exception of that of the 

Delaware River.

The longest run-oif record in the Hudson River drainage basin is 

that obtained at Mechanicville, which extends back to 1888. .

The following gaging stations, all included in the State of New 

York, have been maintained in this river basin, and records obtained 

at them have appeared in the publications of the United States 

Geological Survey:

Hudson River at North Creek (1907-8).

Hudson River at Thurman (1907-8).

Hudson River at Fort Edward (1895-1908).

Hudson River at Mechanicville (1888-1908).

Indian Lake Reservoir at Indian Lake (1900-1908).

Schroon Lake at Pottersville (1908).

Schroon River at Riverbank (1907-8).

Schroon River at Warrensburg (1895-1902).

Sacandaga River at Wells (1907-8).

Sacandaga River at Northville (1907-8).

Sacandaga River near Hadley (1907-8).

Battenkill River at Batten ville (1908).

Fish Creek at Burgoyne (1904-5 and 1908).

Hoosic River at Buskirk (1903-1908).

Mohawk River at Ridge Mills near Rome (1898-1900).

Mohawk River at Utica (1901-1903).

Mohawk River at Little Falls (189&-1908).

Mohawk River at Rocky Rift Dam near Indian Castle (1901).

Mohawk River at Schenectady (1899-1901).

Mohawk River at Rexford Flats (1898-1901).

Mohawk River at Dunsbach Ferry (1898-1908).

Ninemile Creek at Stittville (1898-99).

Oriskany Creek at Coleman (1904-1906).

Oriskany Creek at Wood Road Bridge near Oriskany (1901-1904).

Oriskany Creek at Oriskany State Dam near Oriskany (1898-1906).

Sanquoit Creek at New York Mills (1898-1900).
HUDSON EIVEE DRAINAGE BASIN. 175

Nail Creek at Utica (1904).

Reels Creek at Deerfield (1901-1904).

Reels Creek at Utica (1901-2).

Johnston Brook at Deerfield (1903-1905).

Starch Factory Creek at New Hartford (1903-1906).

Graefenberg Creek at New Hartford (1903-1906).

Sylvan Glen Creek at New Hartford (1900-1906).

West Canada Creek at Twin Rock Bridge near Trenton Falls (1900-1908).

West Canada Creek at Middleville (1898-1901).

West Canada Creek at Kast Bridge (1905-1908).

East Canada Creek at Dolgeville (1898-1908).

Garoga Creek 3 miles above junction with Mohawk (1898-99).

Cayadutta Creek at Johnstown (1898-1900).

Schoharie Creek at Prattsville (1902-1908).

Schoharie Creek at Schoharie Falls above Mill Point (1900-1901).

Schoharie Creek at Mill Point (1900-1903).

 Schoharie Creek at Fort Hunter (1898-1901).

Schoharie Creek at Erie Canal Aqueduct below Fort Hunter (1900).

Quackenkill at Quackenkill (1894).

Normanskill at French's Mill (1891).

Kinderhook Creek at Wilson's Dam near Garfield (1893-1894).

Kinderhook Creek at East Nassau (1892-1894).

Kinderhook Creek at Rossman (1906-1908).

Catskill Creek at South Cairo (1901-1907).

Esopus Creek at Olivebridge (1903-1904).

Esopus Creek at Kingston (1901-1908).

Rondout Creek at Rosendale (1901-1903, 1905-1908).

Diversion to Delaware and Hudson Canal at Rosendale (1901-1907).

Wallkill River at Newpaltz (1901-1903).

Wapj^nger Creek at Wappinger Falls (1903-1905).

Foundry Brook at Coldspring (1902-3).

Fishkill Creek at Glenham (1901-1903).

Croton River at Croton Dam near Croton Lake (1868-1903).

STATIONS ON MAIN STREAM. 

HUDSON RIVER AT NORTH CREEK, N. Y.

This station is located on the steel highway bridge at North Creek. 

It was established, in cooperation with the New York state watersupply commission, September 21, 1907, to obtain general statistical 

and comparative data in regard to the flow of the Hudson.

North Creek, a small tributary of the Hudson, enters from the right 

a short distance below this point.

The gage datum has remained the same during the maintenance of 

the station. During the winter months the discharge is affected by 

the presence of ice. Conditions for obtaining the accurate discharge 

are good, and a very good rating curve has been developed.

The regimen of flow of the upper Hudson, especially during the lowwater season, has been considerably affected by storage in Indian 

Lake reservoir. (See Indian Lake at Indian Lake.)
176 SUKFACE WATER SUPPLY, 1907-8.

Information in regard to this station is contained in the annual 

reports of the state water-supply commission of New York.

Discharge measurements of Hudson River at North Creek, N. Y., 1907-8.

Date.

1907.

1908.

Hydrographer.

W. G. Hoyt ........................................

.....do..............................................

.....do..............................................

.....do..............................................

G. M. Brett.. .......................................

D. M. Wood. .......................................

Width.

Feet. 

235

235

237

236

250

250

143

240

243

241

236

Area of 

section.

Sq.feet. 

547

506

462

834

CAJ

937

673

523

576

453

Gage 

height.

Feet. 

2.91

2.71

9 P;^

4.09

4.52

3.43

3.06

2.54

Discharge.

Sec.-ft.

716

512

0 OQfl

810

990

775

469

Daily gage height, in feet, of Hudson River at North Creek, N. Y.,for 1907-& 

[Gilbert Dean, observer.]

Day.

1907. 

1... .........

3............

4............

5............

6............ 

7............ 

8............

9............ 

10............

11.... ........

12............

13............

14............

15............

Aug. Sept. Oct.

4.67

4.40

3.52

3.30

3.52

3.50 

3.48 

4.35

5.32 

5.30

5.60

4.65

4.22

4.07

3.75

Nov.

3.88

3.65

5.35

4.58 

6.58 

6.55

5.96 

5.28

4.50

3.94

Dec.

2.80

2 79

2.72

2.62

2.72 

2.76 

2.82

2.75 

3.12

5.12

5.07

4.35

Day.

1907. 

16.... .......

17............

18............

19............

20............

21............ 

22............ 

23............

24............ 

26............

27............

28............

29......... .

30............

31............

Aug.

2.91

2.90

Sept.

2.71

2.55 

2.72 

3.22

3.25 

3.30

3.24

3.20

3.60

Oct.

3.50

q 07

3.20

3.14

3.07

3.26 

3.22 

3.12

3.04 

3.25

3.07

3.85

4.62

5.00

3.74

Nov.

3.55

3.28

3.20

3.09 

3.09 

3.15

3.15 

3.12

3.04

2.85

Dec.

4.00

3

QQ

3.75

3.59

3.38 

3.40 

3.57

4.45 

4.55

4.48

4.18

4.38

Day.

1908. 

1...............

2...............

3...............

4...............

5...............

8............... 

9...............

10...............

11...............

12........ ......

13...............

14...............

15........ .......

18.-.-..-........

19

20...............

Jan.

4.24

4.06

3.79

3.77

3.51

3.32

3.24

3.29

3.29

3.11

3.04

3.02

2.99

Feb.

2.99

3.07

3.24

3.49

3.51

3.56

3.61

3.69

3.67

3.77

4.78

4.97

4 Ql

4.75

Mar.

3.66

3.56

3.53

3.48

3.94

3.98

3.93

3.90

4.11

4.40

4.28

Apr.

c 07

4.24

3.99

3.99

5.05

5.51

5.70

5.19

4 63

4.47

4 69

4.60

May.

7.46

6.81

6.01

6.26

5.98 

5.74

6.24

5.55

5.31

6.44

6.11

5.91

3.98

4.95

June.

3.57

3.40

3.22

3.03

2.83 

2.78

2.74

2.70

2.99

2.85

2.75

2.61

2.54

2.63

July.

2.45

2.96

3.04

3.00

3.02

2.92

2.82

2 Q7

2.95

2.96

2.93

3.09

3.53

Aug.

2.86

2.84

2.93

2.85

2.86 

2.86

2.84

2.82

2.82

2.87

2.86

2.81

2.82

2.92

2.99

Sept.

2.63

2.62

2.62

2.61

2.61

2.61

2.60

2.59

2.57

2.56

2.55

2.54

Oct.

2.69

2.69

2.66

2.66

2.63

2.61

2.61

2.59

2.58

2.57

2.62

2.62

2.61

2.60

2.57

2.55

2.55

2.55

2.55

2.52'

Nov.

2.73

2.65

2.58

2.56

2.56

2.55

2.47 

2.47

2.49

2.53

2.63

2.68

2.66

2.86

3.16

2.70

2.63

2.54

Dec.

2 95

2 07

2.73

2.73

2.69

2.55

2.74 

2.69

2.51

2.55

2.73

2.71

2.69

2.66

2.71

2.81

2.97

2.93
HUDSON EIVEE DBAINAGE BASIN. 177 

Daily gage height, infect, of Hudson River at North Creek, N. Y., for 1907-8 Cont'd.

Day.

1908. 

21............... 

22. .............. 

23...............

24...............

25...............

26. ..............

27............... 

28...............

29...............

30. .............. 

31...............

Jan.

2.98 

2.97 

2.99

2.99

2.99

2.96 

2.89

2.91 

2.96

Feb.

4.56 

4.30 

4.11

3.93

3.78

 5 AO

3.57 

3.52

Mar.

4.17 

4.07 

4.06

4.12

4.27

4.23

4.58 

5.20

6.06

6.03

Apr.

4.35 

4.22 

4.34

5.13

5.85

7.37

8.49 

8.59

8.49

7.37

May.

5.08 

4.21 

5.91

4.68

4.31

3.91 

3.94

 5 7(1

3.54

June.

2.90 

2.96 

2.75

2.65

2.65

2 59

2.49 

2.47

2.69

July.

3.36

2.88 

2.63

2.53

2.43

3.03 

3.04

3.02

Aug.

2.98 

2.91

2.81

2.79

2.76

2.73 

2.72

2.72

2.69 

2 69

Sept.

2.53 

2.53 

2.53

2.53

2 CO

2.51 

2.51

2.81

Oct.

2.51 

2.51 

2.51

2.48

2.48

2.63

2.72

2.76 

2.76

Nov.

2.55 

2.47 

2.51

2.49

2.76

3.14

0 01

3.11

Dec.

2.84 

2.83

2.80

2.83

2.73

2.71 

2.69

2.72

2.83

9 C1

NOTE. River did not freeze over during January to March, 1908, but conditions of flow may have been 

somewhat affected during this period by ice obstruction. River frozen December 15 to 31, 1908.

Rating table for Hudson River at North Creek, N. Y.,for 1907-8.

Gage 

height.

Feet.

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec.-feet.

400

460

530

610

700

790

890

990

1,100

1,220

1,350

1,480

1,620

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Dis- ! charge.

Sec.-feet.

1,770

1,920

2,080

2,240

2,400

2,570 i 2,740

4.40 2,920

4. 50 ! 3, 100

4.60

4.70

4.80

4.90

3, 290 '

3,480

3,680

3,880

Gage 

height.

Feet.

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

Discharge.

Sec.-feet.

4,090

4,300

4,520

4,740

4,970

5,200

Gage 

height.

Feet.

6.60

6.80

7.00

7.20

7.40

7.60

5,440 i! 7.80

5,680

5,930

6,180

6,430

6,950

7,490

8.00

8.20

8.40

8.60

8.80

9.00

Discharge.

Sec.-feet.

8,050

8,620

9,200

9,790

10, 390

11,010

11,630

12,270

12, 910

13,550

14,210

14,870

15,530

NOTE.- The above table is not applicable for ice or obstructed-channel conditions. It is based on 18 

discharge measurements made during 1907-8, and is well defined. Owing to the availability of more recent 

data, the above table has been revised and differs slightly from that published in the Fourth Annual Report 

of the state water-supply commission of New York.

Monthly discharge of Hudson River at North Creek, 

[Drainage area, 804 square miles.]

Y.,for 1907-8.

Month.

September 20 to 30. 

October.... 

November. 

December.

1907.

January... 

February.. 

March.....

April......

May.......

June.......

July.......

August....

September. 

October....

November. 

December.

The year.

Per

square 

mile.

1.31

2.64

3.15

2.45

1.62

2.51

3.40

6.55

6.50

1.02

1.03

.923

.653

.662

.779

.709

2.20

Run-off

(depth in 

inches on 

drainage 

area).

0.54

3.04

3.51

2.82

1.87

2.71

3.92

7.31

7.49

1.14

1.19

1.06

.73

.76

.87

.82

29.87

Accuracy.

A.

A.

A.

A.

C.

C.

C.

A.

A.

A.

A.

A.

A.

A.

A.

C

NOTE. Discharge December 15 to 31, 1908, 533 second-feet; based on measurement made under ice conditions January 1, 1909. (See rating table footnote.)

16254 IRR 241 10 12
178 SURFACE WATER SUPPLY, 1907-8.

HUDSON RIVER AT THURMAN, N. T.

This station is located on the Delaware and Hudson Railroad 

bridge leading from Thurman to Warrensburg, about 950 feet below 

the highway bridge to Warrensburg, and some 2,000 feet below the 

entrance of Schroon River into the Hudson. It was established, in 

cooperation with the New York state water-supply commission, 

September 22, 1907, to obtain general statistical and comparative 

data regarding the flow of the Hudson River.

There is a dam on Schroon River at Warrensburg, about 3 miles 

above the station. On the Hudson there is a dam at Luzerne about 

12 miles below. During the winter months the discharge is affected 

by ice, and the station discontinued.

The datum of the chain gage has remained the same during the 

maintenance of the station. Conditions for obtaining accurate discharge data are excellent, and a very good rating curve has been 

developed.

The regimen of flow of the upper Hudson, especially during the 

low-water season, has been considerably affected by storage in Indian 

Lake reservoir. (See Indian Lake at Indian Lake.)

Information in regard to this station is contained in the annual 

reports of the state water-supply commission of New York.

Discharge measurements of Hudson River at Thurman, N. Y., in 1907-8.

Date.

1907.

September 22. . .

Do.........

1908.

July 4. .........

Do.........

Hydrographer.

.....do..............................................

.....do..............................................

W. G. Hoyt . .......................................

.....do.............-.....-.-.-...-.-.---.-.-.-...-..

.....do..........-.-.-..-.-.-...-...--.-.-----.-.----

.....do..............................................

... ..do.. .......-.----.-..-.-...-.-..---.----.... ....

.....do..............................................

.....do..............................................

D. M. Wood .......................................

G. M. Brett . .......................................

.....do..............................................

D. M. Wood.......................................

Width.

Feet. 

260

251

253

230 

275

275

277

260

299

301

280

292

272

272

262

262

247

Area of 

section.

Sq.ft. 

757

683

662

550 

962

960

963

769

1,460

1,280

991

1,270

846

863

698

694

623

Gage 

height.

Feet.

2.86

2.49

2.46

2.05 

3.48

3.47

3.52

2.75

4.98

4.54

3.58

4.60

3.03

3.07

2.46

2.49

2.25

Discharge.

Sec.-ft.

832

777

476 

2,640

2,700

2,800

1,400

6,760

5,790

2,970

6,340

1,600

1,510

835

609
HUDSON EIVEE DRAINAGE BASIN. 179

Daily gage height, in feet, of Hudson River at Thurman, N. Y:,for 1907-8. 

[S. H. Spencer, obseryer.]

Day.

1907. 

1. ..............

2. ...... ........ 

3...............

4...............

6...............

7...............

8...............

9. ..............

10...............

12............... 

13...............

15...............

Day.

1908. 

1...............

2...............

3...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15.............. 

16...............

17...............

IS...............

19...............

20...............

21...............

22............... 

23...............

24............... 

25...............

26...............

28............. .. 

29. ........... >. .

31...............

Aug

Jan.

1 

4.45

4.44

4.29

3.83

3.67

3.75

3.90

4.19

8.21

8.16

8.05

7.50

7.41

6.85

6.66

6,08

6.21 

6.04 

6.13

5.79 

5.84

5.71

5.46

5.82

5.82

Sept.

2.47

2. no

2.95

3.42

2.79

2 59

9 4Q

3.43

Feb.

6.01

6.19

6.31

Oct.

3.96 

3.28

3. 18

3.16

3.71

4.61

4.15 

3.97

3.48

Mar.

'5.13

4.79 

5.15

5. 38

5.86 

5.76

5.90

Nov.

3.71

3.58 

4.07

4.95

4.71

4.66

6.41

6.33'

5.98

5.16

4.82 

4.58

4 06

Apr

5.6

5.4

5.0

4.8

4.7

4.5

4.8

5.4

5.9 

5.8

5.9

6.0

5.9

5.5

5.3 

5.2

5.0

5.1

5.0

4.7 

4.6 

4.5

4.9 

5.4

5.7 

7.5

7.4 7. 4- 

6.8,

5

3

4

?,

3

R

3

}

1

2

}

1

}

5

5

I 

)

5

 i

i

i

7

Dec.

3.12

3.10 

3.09

3.06

3.05

3.03

3.02

3.01

3.01

3.69

4.65

4.36 

4.12

4.03

3.90

May.

7.41

6.87

6.57

6.42

6.09

5.94

5.41

6.19

5.87 

5.67

5.45

5.77

6.07

6.23

6.34 

6.14

5.47

4.79

4.59

4.91

4.57 

4.31 

5.29

4.81 

4.27

4.20 

4.02

3.98 

3.77 

3.64

3.73

I

16..."..

17.....

18.....

19.....

20.....

21.....

22.....

23.....

24.....

25.....

26.....

27.....

28.....

29......

30......

June.

! 3. 73

3.69

3.63

3.47

3.34

3.35

3.19

2.95

2.93 

3.13

2.91

2.81

3.07

2.93

2.87

2.82

2.85

2.78

2.73

2.80

2.86 

3.01 

2.97

2.90 

2.81

2.81 

2.76

2.57 

2. 60 

2.62

>ay.

L907.

July.

2.76

2.84

2.86

3.08

3.01

3.04

3.02

3.14

3.06 

2.95

2.86

2.83

2.88

2.83

2.85 

2.80

2.87

2.95

2.91

3.35

3.18 

2.89 

2.46

2.44 

2.43

2.19

2.78

2.77 

2.67 

2.81

2.70

Au

?,

?,

?

?

">.

?

?

2

2.

2

'?,

2

2

?

2. 

?,

2,

9

?

?,

2. 

2.

2

2. 

?.

2. 

?

2. 

2.

?<

2

Al

"?"

g.

65

51

53

63

56

46

53

54

56 

55

5?,

62

66

54

58 

46

69

6?

74

59

62 

63 

55

44 

57

46 

43

43

51

47

45

ig86"

49

Se

?

?

?

9

?

?

?

?

2 

?

?

?

2

?

2 

?

2

?

?

?

2 

2 

2

2 

2

2 

?

2 

2 

?

Sep

3 3

2.7

?: 5

?,. 4

? 4

9 '->

?, 9

?: 6

9 8

2 8

7, 8

2.8 

? 7

3 0

3 3

pt.

36

,50

45

32

.26

48

49

34

.34

39

29

38

22

33

.43 

35

40

35

24

26

35 

32 

39

38 

35

.41

17

34

59 

40

t.

0

5

4

4

1

4

1

9

8

7

9

1

8

0

7

(

Oct.

3.30

3.21 

3,10

3.00

3.03

3.09

3.13

2.97

9 88

2 86

2.94

3.00

3 72

4.44

4.24

3.98

3ct.

2 45

?, 39

2.49

2 .53

2 43

? 39

2 39

2.35

2.40 

2.41

2,47

2.31

2.36

2.36

2.39 

2,32

2.36

2 41

2.32

2.35

2.26 

2.30 

2.24

2.21 

2.14

2.30

2.72

2.66 

2.62 

2.66

2.58

Nov.

3.86

3.74

3.58

3.43

3.32

3.35

3.36

3.35

3.31

3.29

3.29

3.26 

3.18

3.17

3.16

Nov.

2.40

2.45

2.34

2.39

2.33

2.41

2.30

2.42

2.28 

2.38

2.37

2.33

2.40

2.53

2.95 

2.73

2.59

2.46

2.37

2.38

2.38 

2.29 

2.33

2.37 

2.46

2.48 

2.82

3.18 

3.03 

2.94

Dec.

4.11

3.90 

3.75

3.65

3.60

3.52

3.43

3 50

4.55

4.57

4.50

4.40 

4.33

4.38

4.45

4.70

Dec.

2.85

2.67

2.61

2.44

2.58

2.63

NOTE. River frozen January 10 to March 24 and December 7 to 31, 1908. Observations discontinued 

December 7 on account of poor winter conditions caused by anchor ice packing at the bridge.
180 SURFACE WATER SUPPLY, 1907-8. 

Rating table for Hudson River at Thurman, N. Y.,for 1907-8.

Gage 

height.

Feet.

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Sec. -ft.

500

575

660

760

875

Gage Disheight. charge.

Feet. Sec. -ft.

3. 20 2, 070

3. 30 2, 290

3. 40 2, 520

3. 50 2, 750

3. 0

1,000 l| 3.70

1,140

1,295

1,470

1,660

1,860

3.80

3.90

4.00

4.10

4.20

2,990

3,230

3,480

3,740

4,010

4,290

4,570

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

' 4.80

4.90

5.00

5.20

5.40

5.60

Discharge.

Sec.-ft.

4,860

5,150

5,440

5,730

6,020

6,320

6,620

6,920

7,520

8,120

8,720

Gage 

height.

Feet.

5.80

6.00

6.20

6.40

6.60

G. 80

7.00

7.20

7.40

7.60

Discharge.

Sec.-ft.

9,320

9,920

10, 520

11, 120

11,720

12, 320

12, 920

13,520

14, 120

14, 720

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 18 

discharge measurements made during 1907-8, and is well defined between gage heights 2 feet and 5 feet. 

The above table has been revised and differs slightly from that published in the Fourth Annual Report 

of the state water-supply commission of New York on the basis of additional data more recently available.

Monthly discharge of Hudson River at Thurman, N. Y.,for 1907-8. 

[Drainage area, 1,550 square miles.]

Month.

April....................................

May.....................................

July.....................................

Discharge in second-feet.

Maximum.

3,360 

7,400 

11,200 

6,020

Minimum.

584 

1,400 

1,990 

1,680

9,620 --------- ..

14,400 

14,200 

3,300 

2,400 

1,200 

988 

1,170 

2,030

5,700 

3,090 

962 

568 

794 

552 

530 

643

14,400

Mean.

1,520 

2,980 

4,530 

3,580

2,620 

3,630 

4,750 

8,520 

7,900 

1,700 

1,410 

943 

728 

779 

919 

900

530 2, 900

Per 

square 

mile.

0.981 

1.92 

2.92 

2.31

1.69 

2.34 

3.06 

5.50 

5.10 

1.10 

.910 

.608 

.470 

.503 

.593 

.581

1.87

Run-off 

(depth in 

inches on 

drainage 

area).

1.09 

2.21 

3.26 

2.66

1.95 

2.52 

3.53 

6.14 

5.88 

1.23 

1.05 

.70 

.52 

.58 

.66 

.67

25.43

Accuracy.

A. 

A. 

A. 

A.

C.

C. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

NOTE. Discharge during the frozen periods, January to March and December, 1908, estimated on the 

basis of the combined discharge of Hudson River at North Creek and Schroon River at Riverbank.

Sec.-ft. 

Discharge January 10 to 31............................................................. 1,970

March 1 to 24.............................................................*.. 3,750

December 7 to 31............................................................ 864

See rating table footnote.

HUDSON RIVER AT FORT EDWARD, N. Y.

This station is located at the dam of the International Paper Company at Fort Edward and was established in 1895 by the state engineer department in connection with the upper Hudson storage 

surveys. In 1899 it was taken over by the United States Geological 

Survey, and since 1907 it has been maintained by the state engineer 

department, which has furnished the records for 1907 and 1908.
HUDSON EIVEE DBAINAGE BASIN. 181

The dam is of frame timber on a slate-rock foundation and leaks 

but little. The crest is straight and fairly level, and is about 588 feet 

long. Flashboards 15 to 18 inches high are usually maintained, and 

the record of flow is computed by the usual methods, taking into account the flow over the dam or flashboards and through the wheels, 

of which there are about 62 in the adjoining mill.

Conditions for obtaining accurate discharge data are not very good 

owing to the complicated conditions, and the results are considered 

to be only fair.

In the navigation season water is diverted from the Hudson at the 

Glens Falls feeder dam 7 miles above Fort Edward and supplied by 

the Champlain Canal. (See Champlain Canal and Glens Falls 

feeder, pp. 185 to 188.)

Information in regard to this station is contained in the annual 

reports of the state engineer and surveyor, State of New York.

Daily discharge in second-feet of Hudson River at Fort Edward, N. Y.,for 1906-1908.

Day.

1906.a 

1. .............

2

3..............

6..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19.............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

5,402 

4,901 

4,387 

4,386 

4,466

2,666 

64, 957 

4,627 

3,714 

3,459

3,154 

3,523 

1,714

62,444 

4,387

4,028 

4,216 

4,154 

3,593 

1,599

62, 703 

4,815 

5,154 

9,528 

12,997

12,294 

9,698 

68, 958 

8,133

8,304 

6,564

Feb.

7,210 

3,934 

3,234 

6 2,692 

4,843

4,048 

3,876 

3,939 

3,939

1,674

62,444 

4,007 

3,772 

4,022 

4,064

3,666 

1,329 

63,172 

3,774 

4,061

3,584 

4,207 

4,442 

2,789 

63, 172

5,209 

5,058 

4,906

Mar.

5,542 

5,000 

3,021 

67,412 

9,676

8,289 

7,763 

7,171 

6,706 

5,059

64, 276 

5,513 

5,031 

4,513 

4,327

4,144 

1,674 

62, 146 

3,897 

3,772

3,208 

3,208 

3,688 

1,444 

61,765

3,020 

3,563 

4,144 

6,389 

6,663 

6,201

Apr.

66,673 

7,339 

7,092 

7,407 

8,565

8,117 

6,649 

66, 080 

7,407 

6,520

5,747 

5,827 

6,248 

6,995 

615,709

17,116 

20, 376 

20,717 

20, 717 

21, 507

19, 863 

617,950 

20, 126 

18, 126 

15, 624

13,406 

10, 863 

7,219 

67, 353 

8,117

May. : June. ' July.

9,696 

10, 227 

11,078 

10,755 

10,472

69, 987 

10,229 

9,379 

10,016 

9,166

8,902 

7,119 

66, 930 

10,014 

12,065

9,483 

7,668 

8,109 

7,332

67,184

'6,953 

6,483 

4,941 

6,073 

6,543

6,014 

67,316 

11,853 

11,679 

10, 227 

10, 014

8,717 

5,745 

66, 069 

7,117 

5,489

4,773 

5,054 

5,293 

4,595 

66,716

8,426 

9,752 

6,786 

6,082 

5,583

2,208 

62, 364 

5,961 

5,641 

5,582

5,155 

5,046 

2,524 

64,118 

5,953

4,906 

4,687 

4,189 

3,818 

1,674

64,027 

8,925 

7,572 

4,792 

7,061

6,023 

3,053 

63,569 

5,046 

4,589

4,714 

4,437 

3,944 

1,621 

62, 201

3,955 

3,380 

3,129 

3,129 

2,143

870 

6324 

3,004 

2,691 

2,628

2,143 

2,018 

1,099 

61, 230 

3,192 

3,192

Aug.

3,380 

2,346 

2,941 

1,444

 6854

3,192 

3,067 

2,816 

2,503 

2,378

1,099 

6324 

2,378 

2,190 

1,512

1,512 

1,512 

703 

61,171 

1,512

2,816 

2,566 

2,879 

3,067 

1,329

6324 

3,505 

3,067 

2,879 

2,628 

2,941

Sept.

1,689 

61,132

1,887 

2,378 

1,877

3,442 

3,129 

1,689 

61,296 

2,879

2,398 

2,294 

2,242 

2,242 

1,407

6865 

2,252 

2,315 

2, 252 

2,378

2,440 

1,230 

61,296 

2,628 

2,503

2,190 

2,378 

2,378 

1,459 

61,008

Oct.

2,315 

2,252 

2,252 

2,315

2,127

1,345

61,172 

2,127 

2,252 

2,127

2,252 

2,127 

1,345 

61,049 

2,127

2,127 

2,127 

2,127 

2,127 

1,345

6684 

4,583 

3,881 

3,255 

3,505

3,129 

1,804 

61,766 

4,101 

3,630 

3,505

Nov.

3,004 

3,129 

1,329 

61,414 

2,503

2,190 

2,440 

2,378 

2,252 

1,230

61,296 

2,378 

2,816 

2,127 

2,566

2,879 

1,459 

63, 093 

3,422 

3,693

4,436 

4,624 

5,464 

3,847 

63, 384

4,994 

5,046 

5,046 

5,210 

5,228

Dec.

1,933 

62,490 

3,693 

3,693 

2,366

2,521 

3,442 

3,255 

6750 

2,850

2,099 

2,520 

2,396 

2,475 

2,754

6684 

3,944 

3,630 

3,505 

3,255

3,380 

3,255 

62,296 

3,935 

684

3,380 

2,336 

2,628 

2,816 

6684 

3,505

" Daily discharges for 1906 are recomputed values which supersede those published In Water Supply 

Paper 202. 

6 Sundays.
182 SUKFACE WATEE SUPPLY, 1907-8.

Daily discharge in second-feet of Hudson River at Fort Edward, N. Y.,for 1906-1908 

Continued.

Day.

1907. 

1...... ........

2

3..............

4..............

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..............

1908. 

1..............

2..............

3..............

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..............

Jan.

6,164 

11, 623 

11,383 

11,928 

14,052

al4,624 

14,742 

14, 166 

12, 716 

12, 588

11, 123 

10, 344

o9,062 

9,016 

7,328

7,156 

4,150 

3,892 

4,003 

al,952

5,180 

4,014 

3,980 

4,080 

4,243

3,623 

o3, 736 

4,902 

3,391 

3,174

3,948

9,997 

9,554 

9,048 

6,381 

o3, 590

6,038 

5,120 

4,924 

4,790 

4,756

4,578 

o2, 522 

6,418 

5,026 

5,026

4,360 

4,084 

3,922 

ol,781

4,988

4,295 

3,672 

4,048 

3,663 

3,035

al,781 

3,965 

3,763 

3,671 

3,417 .......

Feb.

3, 646 

3,583 

o3, 401 

5,026 

3,223

3,592 

3,780 

3,680 

3,890 

04, 071

5,232 

3,407 

3,976 

3,639 

3,509

3,123 

al,416 

4,269 

3,499 

3,279

3,443 

3,436 

3,201 

o2, 024 

2,026

3,593 

1,857 

3,023

2,440 

«1,885 

3,033 

2,584

2,747

2,956 

3,288 

3,106 

ol,621 

3,471

2,775 

3,088 

3,274 

2,903 

3,608

05, 940 

10, 054 

9,628 

8,833 

8,212

7,786 

6,569 

o2, 375 

3,590 

3,823

2,829 

2,375 

2,375 

2,138

2,796 ........

1

Mar.

2,410 

2,142 

o2, 434 

1,670 

2,865

2,330 

2,323 

2,325 

2,547 

ol,212

2,722 

2,393 

3,094 

2,608 

1,656

4,304 

al,886 

6,297 

4,424 

5,575

4,930 

5,680 

6,839 

05, 544

8,484

9,788 

10, 107 

14, 289 

24, 977 

30, 027 

032,790

o2, 091

1,864 

2,530 

2,238 

1,864

1,441 

1,441 

ol,522 

1,636 

1,978

1,522 

1,441 

1,522 

2,091 

o2, 991

4,148 

5,044 

4,839 

4,414 

3,541

3,225 

o3, 061 

3,225 

3,382 

4,991

5,945 

6,478 

8,083 

olO,942 

14, 935 

17,364

Apr.

33,973

27, 712 

22, 862 

18, 185 

16, 599

15,830 

ol3,658 

13, 659 

11,768 

11,114

9,582 

9,266 

8,996 

07,866 

9,027

8,326 

7,836 

7,256 

6,468 

6,042

06, 085 

6,474 

4,952 

8,086 

13,085

14, 887 

20, 783 

019,407 

21,729 

22, 192

16, 142 

9,089 

8,860 

8,631 

"4, 428

7,236 

9,942 

18,321

18, 884 

19,104

20, 796 

019,863 

20, 239 

18, 049 

16,172

15,174 

14,423 

13, 073 

at), 155 

13, 461

12, 565 

11, 530 

10,715 

11, 542 

12, 486

017,650 

22, 240 

24, 675 

27,034 

25,114

May.

20,240 

21,580 

21,190 

18, 740 

017,600

18,300 

18,800 

16, 310 

15,680 

14, 730

12,730 

oll,330 

11,470 

9,460 

8,860

7,740 

8,590 

10,810 

06, 970 

8,010

6,910 

6,240 

ti, 040 

5,620 

6,530

03, 900 

5,440 

6, 610 

6,840 

7,060 

6,240

26, 346 

26, 346 

020,998 

25, 176 

24, 041

16, 786 

15, 260 

16, 703 

18, 383 

Q13.240

15,874 

12,999 

13, 333 

13,866 

13, 558

13,333 

07, 668 

10, 294 

9,152 

9,152

8,388 

8,667 

7,834 

08, 131 

7,604

6,955 

6,241 

5,927 

5, 624 

5,396

June.

5,049 

o2, 621 

5,181 

4,193 

4, 394

4,560 

7,703 

8,307 

09,092 

8, 059

4,854 

3,861 

3,861 

3,861 

3,736

o5, 274 

4,940 

3,235 

2,859 

1,857

3,316

3,808 

o2,808 

4,477 

2,483

2,838 

2,420 

2,861 

2,796 

ol,761

6,011 

5,249 

5,195

4,464 

4,276

3,864 

o684 

3,687 

3,833 

2,653

2,736 

2,663 

2,110 

o684 

4,000

3,258 

2,810 

2,778 

2,474 

2,580

a684 

3,655 

2,231 

2,590 

2,747

2,340 

2,235 

o684 

2,590 

2,329

July.

3,900 

3,557 

5,021 

1,485 

7,470

10,868 

o6,704 

3,989 

2,247 

2,677

1,420 

2,382 

1,180 

o332

2,608

1,602 

1,665 

2,221 

1,602 

1,180

o332 

1,512 

1,348 

1,512 

1,512

2,608 

3,047 

o514 

3,041 

1,809 

2,295

1,806 

1,348 

1,937 

684 

« 968

2,162 

2,340 

2,695 

2,361 

2,528

2,444 

a 698 

2,460 

2,206 

1,959

1,792 

1,761 

1,510 

a684 

2,356

3,045 

2,523 

2,377 

1,792 

1,792

a684 

2,043 

946 

2,043 

2,043 

2,043

Aug

2,546 

2,145 

1,512

o6G4 

2,782

2,531 

2,295 

2,142 

1,934 

1,512

al,247 

2,609 

1,512 

1,512 

1,512

1,512 

1,512 

o664 

1,429 

1,364

1,417 

1,348 

1,348 

2,032 

ol,656

3,153 

1,512 

1,512 

1,512 

1,512 

1,694

1,932 

«897 

756 

747 

756

747 

827 

084 

a684 

684

684 

698 

827 

862 

713

«713 

684 

756 

747 

827

827 

756 

a 756 

756 

756

756 

698 

684 

684 

o684 

684

Sept.

o664 

2,411 

2,185 

2,107 

3,332

8,588 

7,043 

06, 641 

3,869 

2,737

3,121

2,145 

8,149 

7,217 

o5,561

6,358 

3,047 

2,734 

2,083 

1,848

1,512 

ol,360 

1,410 

1,512 

1,379

3,223 

2,772 

3,557 

al,546 

5,803

684 

684 

684 

684 

684

a684 

684 

873 

1,097 

1,097

1,097 

1,097 

a684 

1,097 

1,097

1,097 

1,097 

1,097 

1.097 

a684

1,0$,* 

1,097 

1,111 

1,111 

1,097

1,097 

o698 

1,097 

1,097 

1,097

Oct.

7,514 

10, 070 

9,089 

4,147

4,278

07, 523 

9,048 

6,524 

11,148 

12, 876

12,568 

11,736 

08, 106 

9,486 

7,988

6,564 

5,042 

4,590 

4,766 

04,371

5,065 

3,398 

3,721 

3,474 

3,109

2,734

ol,778 

5,804 

13,609 

13, 799 

13, 078

1,362 

1,561 

1,561 

a897 

1,561

1,391 

2,194 

1,690 

1,348 

1,348

a 684 

1,362 

1.348 

1,348 

2,131

2,052 

2,017 

a684 

1,348 

1,348

1,348 

1.348 

1,348 

1,348 

"684

1,348 

1,348 

2,073

2,667 

2,687 

2,684

Nov.

10, 764 

9,462 

oll,235 

15,902 

15, 029

14, 179 

20, 241 

24, 928 

22,836 

al9; 687

18, 056 

15, 289 

12,820 

10,850 

9,392

8,218 

a6,875 

7,378 

5,614 

4,830

5,086 

4,964 

5,091 

ol,596 

5,236

5,296 

5,071 

4,417

5,279 

4,656

oG84 

2,768 

1,439 

1,700 

1,964

1,559

1,682 

«684 

1,453 

1,348

1,541 

1,348 

1,348 

1,348

0684

3,206

1,927 

2,237 

1,633 

1,548

1,786 

al,044 

2,423 

1,995 

2,027

1,818 

2,851 

3,065 

a2, 525 

3,775

Dec.

o4,202 

7,021 

3,834 

3,515 

3,179

2,413 

2,515 

o2,396 

5,759 

3,807

14,490 

16,100 

14,480 

12, 278 

a8,931

11,889 

10, 542 

9,684 

9,235

8,898

7,848 

a 5, 473 

8,296 

11,105 

10,506

14,709 

12, 222 

13, 756 

oll,050 

14, 461 

15, 612

2,574 

2,564 

2,298 

2,088 

2,148

al,173 

2,259 

1,901 

1,704 

1,516

2,382 

2,061 

ol,669 

2,361 

2,634

2,165 

1,936 

2,538 

1,881 

«1,044

1,891 

1,954 

1,901 

2,121

684

1,756 

ol,348 

1,348 

1,797 

2,058 

1,818

a Sunday.
HUDSON EIVER DRAINAGE BASIN. 183

Monthly discharge of Hudson River at Fort Edward, N. Y.,for 1906-1908. 

[Drainage area, 2,800 square miles.]

Month.

January... 

February.. 

March.....

April......

May.......

June......

July.......

August....

September. 

October... 

November. 

December..

1906.

The year.

January... 

February.. 

March.....

April......

May.......

June......

July.......

August....

September. 

October... 

November. 

December.

The year.

January... 

February.. 

March.....

April......

May.......

June......

July.......

August....

September. 

October... 

November. 

December..

The year.

Discharge in second-feet.

Maximum.

13,000

7,210

9,680

21,500

12,100

9,750

8,920

3,500

3,440

4,580

5,460

3,940

21,500

Minimum.

1,600

1,330

1,440

5,750

4,940

1,670

324

324

865

684

1,230

684

324

14,700 1,950

5,230 1,420

32,800 1,210

34,000 4,950

21,600

9,090

10,900

3,150

8,590

13,800

24,900

16,100

34,000

10,000

10, 100

17, 400

27,000

26, 300

6,010

3.040

1,930

1,110

2,690

3,780

2,630

27,000

3,900

1,760

332

664

664

1,780

1,600

2,400

332

1,780

1,620

1,440

4,430

2,880

684

684

684

684

684

684

684

684

Mean.

5,320

3,820

4,780

11,700

8,840

5,330

3,540

2,160

2,050

2,350

3,160

2, 680

4,640

7,620

3,420

6,800

13,500

11,200

4,240

2,700

1,730

3,530

7,320

10, 300

9,040

6,780

4,680

4,110

4,250

15,200

12,800

2,940

1,870

783

953

1,550

1,850

1,920

4,410

Per 

square 

mile

1.90

1.36

1.71

4.18

3.16

1.90

1.26

.771

.732

.839

1.13

.957

1.66

2.72

1.22

2,43

4.82

4.00

1.51

.964

.618

1.26

2.61

3.68

3.23

2.42

1.67

1.47

1.52

5.43

4.57

1.05

.668

.280

.340

.554

.661

.686

1.57

Run-off

(depth in 

inches on 

drainage 

area).

2.19

1.42

1.97

4.66

3.64

2.12

1.45

.89

.82

.97

1.26

1.10

22.49

3.14

1.27

2.80

5.38

4.61

1.68

1.11

.71

1.41

3.01

4.11

3.72

32.95

1.92

1.58

1.75

6.06

5.27

1.17

.77

.32

.38

.64

.74

.79

21.39

NOTE. Monthly discharge for 1906 recomputed on account of error in flashboard records. The above 

values supersede those published in Water Supply Paper No. 202.

HUDSON RIVER AT MECHANICVILLE, N. Y.

This station is located at the dam of the West Virginia Pulp and 

Paper Company at Mechanicville, a few miles downstream from the 

entrance of Hoosic River into the Hudson. Records have been kept 

at this point by this company since 1888, and the results for 1907 

and 1908 have been furnished by R. P. Bloss, engineer of the company. The dam at Mechanicville was rebuilt in 1904 and now has 

a rounded or ogee section. A discharge curve has been calculated, 

using a coefficient of discharge derived from United States Geological 

Survey experiments on models of dams of ogee cross section, as 

published in Water Supply Paper 200.
184 SURFACE WATER SUPPLY, 1907-8.

The discharge of the Hudson at Mechanicville is diminished somewhat by water required in operating the Champlain Canal. (See 

Champlain Canal and Glens Falls feeder, pp. 185 to 188.)

Records at this station are under careful supervision and are regarded as good.

Information in regard to this station is contained in the annual 

reports of the state water-supply commission of New York and of 

the state engineer and surveyor, State of New York.

Daily discharge in second-feet of Hudson River at Mechanicville, N. Y., for 1907-8.

Day.

1907. 

1......

2......

3...... 

4......

5...... 

6......

7......

8......

9

10......

11......

12......

13......

14......

15......

16......

17...... 

18......

19......

20......

21.....

22......

24......

27......

28...... 

29......

30......

31......

1908. 

1...... 

2...... 

3...... 

4...... 

5......

6...... 

7......

8...... 

9...... 

10......

11...... 

12...... 

13...... 

14...... 

15......

16...... 

17...... 

18...... 

19...... 

20......

Jan.

17,960

15,790

14,200

18, 979 

016,568

16, 429

16, 731

17,220

14,022

11,564

a, 9, 836

9,005

5,221

5,811

6,240

a 8, 383

6,120

6,000

6,483

4,494

4,942 

6 497

5.568

18,006 

17,214 

15,842 

11,832 

a9,047

10,426 

9,015 

9,114 

9,219

9,822

7,981 

all, 722 

9,905 

7,655 

7,985

6,948 

6,948 

5,296 

a 4, 854 

7,573

Feb.

5,662

5,440

a 4, 399 

4,752

5, 129 

4,720

4,347

4,484

4,661

3,230

4,435

4,415

4, 193

a 3, 954 

4,017

4,219

3,513

3,422

3,839

a4,458

3,726

2,354

3,207 

a 3, 312 

3,872 

3,558 

4,979

5,314 

5,159 

3,765 

a 3, 620 

4,169

5,520 

5,221 

6,874 

7,572 

14, 611

a28, 259 

19, 487 

17, 468 

16,990

15,878

Mar.

3,101

3,193

a 3, 200 

3,229

2,396 

3,092

3,273

3,005

2,936

a 2, 900

3,147

3,009

4,343

9,263

8,852

a- 9, 123 

9,293

9,247

7,917

9,615

14,528

14, 484

18, 740

32, 306

06,716 

8,403 

9,285 

9,075 

8,562

7,853 

6,358 

o6,473 

8,546 

7,593

7,174 

9,198 

12, 047 

17,996 

o!6, 101

18, 544 

13,646 

14,851 

14, 248 

13, 365

Apr.

36, 672

31,028

25,262 

20,501

19, 021 

17,400

al6,666

16,168

14, 234

13,659

12,568

12, 691

12, 761

o!2 832

13, 252

12,001

11,477 

10,651

9,943

9,565

a 8, 225

8,659

16,501

n

oqo

25, 928

a24,305 

24, 533

23,749

28,514 

25,670 

22, 404 

19,353 

a!5, 765

15,451 

16,991 

18,021 

26,675 

26, 690

26, 454 

a26, 707 

26,454 

25, 204 

22, 271

22, 127 

20, 560 

18, 768 

al8,313 

18,963

May.

20, 529

24, 326

21,989 

19,412

o23, 231 

21,816

20,931

20,410

18,076

17,277

15,111

ol3,955

13,206

11,145

12,236

10,614

14,118 

13, 933

oll,499

10, 952

10,064

9,715

8,254

7,644

8,769 

9,479

8,769

29, 609 

31,942 

o31,969 

29,539 

26, 729

23,522 

21,009 

23, 199 

25,554 

o24, 705

23,716 

20, 087 

18,097 

19,797 

21,716

18, 374 

ol6,027 

15,649 

13, 348 

12, 786

June.

7,388

a6,995

7,869 

7,940

6,549 

7,177

7,770

8,410

«6,593

7,770

6,304

5,739

5,263

4,913

4,948

o5,100

5,575 

4,935

4,831

3,587

3,315

4,951

"4,271

4,643

4,051

4,717

3,686 

4,009

o3,713

9,168 

7,953 

7,286 

5,789 

5,346

4,683 

o3,754 

3,985 

4,106 

4,106

4,143 

3,198 

2,781 

o2, 186 

2,812

4,368 

4,537 

3,665 

2,753 

2,753

July.

5,216

5,269

4,904 

4,935

5,251 

6,666

o5,583

5,445

4,060

3,326

3,124

3,618

4,983

o2,795

3,812

3,062

2,952 

3,740

3,543

3,257

o4, 695

3,896

3,213

2,990

3,586

o3, 705 

3,281

3,251

2,896

1,820 

1,875 

1,610 

1,510 

"1,480

3,137 

2,697 

2,370 

2,105 

2,166

1,914 

ol,638

1,872 

2,238 

1,925

1,640 

1,700 

1,734 

ol,487 

1,987

Aug.

2,159

3,100

3,100 

o2, 159

1,991 

2,686

2,865

2,654

2,295

2,654

ol,875

1,617

2,654

2,008

1,936

1,652

1,738 

ol,306

2,088

2,448

3,487 

3,393

3,228

3,170

1,514

ol,318 

1,851 

1,451 

1,367

1,910 

2,057 

1,903 

ol,700 

2,232

1,555 

1,555 

1,371 

1,342 

1,310

ol,280 

1,750 

1,841 

2,107 

2,265

Sept.

o3, 256

3,427

3,280 

3,524

8,246 

10, 255

8,246

o5,920

6,996

5,880

6,073

9,383

6,854

9,050

o5,583

7,935

7,111 

5,663

5,884

4,960

4,962

o3, 468

5,722

5,663

5,719

5,791

5,065 

o5,320

8,796

1,591 

1,109 

992 

1,107 

1,310

ol,100 

1,070 

986 

973 

1,143

1,256 

1,097 

al,002 

939 

1,046

1,451 

1,214 

1,179 

992 

«773

Oct.

8,072

7,955

8,182 

7,746

8,834 

a 6, 971

8,194

8,363

10, 739

13, 889

13,017

14, 395

olO, 296

11,506

9,508

8,363

7,548 

6,809

6,476

o 5, 329

6,272

5,719

5,408

5,297

"5,190

9,483 

22, 414

23,578

1,144 

1,289 

1,779 

ol,200 

1,331

1,423 

1,192 

1,452 

1,569

1,292

o 1, 250 

1,279 

1,038 

1,170 

1,240

1,326 

1,270 

a&l,100 

1,210 

1,224

Nov.

14, 958

12, 403

al3, 788 

18,846

18,063 

16,615

27, 934

31,848

29,851

a25, 859

23, 938

19, 346

17,295

15, 421

13, 207

11,375

a 9, 031 

10, 254

8,790

8,024

7,518

7,816

a 6, 202

8,118

7 ftftn

7,716

7,320

6,808

o2,090 

2,385 

2,326 

1,494 

1,619

1,713 

1,405 

«940 

1,620 

1,478

1,401 

1,395 

1,386 

1,065 

a61,320

1,640 

2,979 

1,990 

2,376 

1,427

Dec.

a5,093

6,878

6,300 

5,807

5,242 

5,039

4,628

a 3, 494

5,011

8,248

OO 770

20, 394

16, 634

14,259

a 11, 025

11,785 

10, 846

10, 229

8,805

a6,973

11 149

20, 331

18, 291

19 844

18' 401

19, 180

16,221

3,663 

2,316 

2,351 

2,447 

1,941

a 2, 170 

2,401 

2,421 

2.088 

2,000

1,826 

2,137 

a 976 

2,563 

1,862

2,588 

1,965 

2,231 

2,510

a 557

a Sunday.

6 Discharge not given October 18,1908; assumed 1,100 second-feet by the United States Geological Survey in order to make the year complete.
HUDSON EIVEE DRAINAGE BASIN. 185 

Daily discharge in second-feet of Hudson River at Mechanicville, N. Y., for 1907-8 Con.

Day.

1908.

21. . .

22.

23.

24.

25.

26.

27.

28.

29.

30

31......

Jan.

6,587

6,725

6,226

5,702

4,466

a 2, 689

6,743

7,186

6,252

5,914

5,795

Feb.

14, 787

13,504

all, 998

12, 243

11,479

10,069

10,291

9,616

8,243

Mar.

11,747

olO, 978

11,349

16, 273

18,452

16, 644

18,618

21,952

a28,918

32, 768

31,723

Apr.

17,519

17, 848

16,124

16,677

16, 648

a!9,933

24, 379

34, 335

32, 335

31,767

May.

12,524

12, 289

10, 679

ol2, 195

12,078

9,778

10, 026

8, 365

7,393

6,423

a 7, 151

June.

a2,566

2,461

2,579

2,230

2,130

2,670

2,540

o2, 467

1,940

1,767

July.

2,480

3,250

3,116

2,695

2,640

o2, 622

2,338

2,130

2,320

2,160

1,721

Aug.

1,810

1,840

al,747

1,826

2,140

2,108

2,068

2,094

1,870

al,790

1,863

Sept.

673

728

703

734

701

941

o900

987

982

1, 006

Oct.

1,204

1,270

1,253

1,288

"1,061

1,254

1,438

1,485

2,185

2,304

2, 275

Nov.

2,061

a 454

1,756

1,975

1,764

1,834

1,636

3,182

o3,518

3,415

Dec.

2,597

1,570

1,695

1,806

1,300

890

a 2,014

2,454

1,532

1,732

1,784

a Sunday.

Monthly discharge of Hudson River at Mechanicville, N. Y.,for 1907-8. 

[Drainage area, 4,500 square miles.]

Month.

1907.

July...........................................

1908.

April..........................................

July. ..........................................

Discharge in second-feet.

Maximum.

19,000 

5,660

36,200 

36,700 

24,300 

8,410 

6,670 

3,490 

10,300 

23,600 

31,800 

22,800

36,700

18,000 

28, 300 

32,800 

34,300 

32,000 

9,170 

3,250 

2,260 

1,590 

2,300 

3,520 

3,660

34,300

Minimum.

4,490 

2,350 

2,400 

7,960 

7,370 

3,320 

2,800 

1,310 

3,260 

5,190 

6,200 

3,490

1,310

2,690 

3,210 

6,360 

15,500 

6,420 

1,770 

1,480 

1,280 

673 

1,040 

454 

557

454

Mean.

10, 300 

4,140 

9,570 

16,600 

13, 900 

5,560 

4,120 

2,390 

6,150 

9,560 

14,000 

12,000

9,020

8,410 

9,690 

14,000 

22,300 

17,900 

3,760 

2,140 

1,770 

1.020 

1,380 

1,850 

2,010

7,190

Per 

square 

mile.

2.29 

.920 

2.13 

3.69 

3.09 

1.24 

.916 

.531 

1.37 

2.12 

3.11 

2.67

2.01

1.87 

2.15 

3.11 

4.96 

3.98 

.836 

.476 

.393 

.227 

.307 

.411 

.447

1.60

Run-off 

(depth in 

inches on 

drainage 

area).

2.64 

.96 

2.46 

4.12 

3.56 

1.38 

1.06 

.61 

1.53 

2.44 

3.47 

3.08

27.31

2.16 

2.32 

3.58 

5.53 

4.59 

.93 

.55 

.45 

.25 

.35 

.46 

.52

21.69

NOTE. Discharge interpolated August 20 to 26, 1907, by the United States Geological Survey in order 

to complete the year.

OHAMPLAIN CANAL AND GLENS FALLS FEEDER, N. Y.

The discharge of Hudson River at both Fort Edward and Mechanicville is diminished somewhat by the water required for operating 

the Champlain Canal. In the northern portion of this canal from 

Northumberland to Lake Champlain, at Whitehall the summit 

level (between Fort Edward and Fort Ann) is supplied (1) by the
186 SURFACE WATER SUPPLY, 1907-8.

Glens Falls feeder, a branch canal, leaving the Hudson about 2 miles 

above Glens Falls, and (2) by Wood Creek.

At Northumberland the canal crosses the Hudson and the southern portion receives its principal water supply here.

The quantity of water diverted from Hudson River for the Champlain Canal has been measured occasionally at various points, and 

a summary of measurements made prior to 1907 follows, these results 

being compiled principally from the reports of the state engineer of 

New York.

Measurements of water diverted from Hudson River for Champlain Canal.

Glens Falls feeder:

At guard lock near feeder dam Sec.-ft. 

Rafter, Octobers, 1895.............................................. 383

Horton, August 25, 1904........................................... 302

At Glens Falls, Change Bridge 

Rafter, October 8, 1895............................................. 364

Hortou, September 25, 1905 (11 a. m.)............................... 295

Horton, September 25, 1905 (3 p. m.)............................... 292

At Glens Falls, just above waste weir 

Rafter, October 9 and 10, 1895...................................... 213

At Glens Falls, one-half mile below site of previous gaging 

Rafter, October 10, 1895............................................ 191

At Sandy Hill, near entrance to Champlain Canal 

Rafter, October 11,1895............................................ 182

Champlain Canal, north from Sandy Hill to Lake Champlain:

Just north of Glens Falls feeder entrance 

Rafter, October 11, 1895............................................ 74

Champlain Canal, south from Sandy Hill to Northumberland:

Notre Dame Street Bridge, Fort Edward 

Weeks, August 29, 1905............................................ 78

Weeks, September 25, 1905......................................... 138

Champlain Canal, south from Northumberland to Mechanicville:

Between locks 9 and 10 

Kuichling, October 10, 1900........................................ 131

Kuichling, October 11, 1900........................................ 139

Mechanicville, Saratoga Street Bridge 

Weeks, August 29, 1905............................................ 84

During 1907 additional measurements of flow were made by the 

hydrographers of the Geological Survey for the New York state 

water-supply commission, the results following:
HUDSON RIVER DRAINAGE BASIN. 187 

Measurements of flow in Champlain Canal, etc., October 9 to 12, 1907.

No.

1

?:

3

5

7

8

in

11i?13

14

15

16

17

1 0

19

20

Locality.

Below Northumberland.

.....do..............................................

Above Northumberland.

feeder at Sandy Hill.

.....do..............................................

Date.

Oct. 9

...do....

...do.....

...do.....

...do.....

...do.....

...do---..

...do.....

...do..-..

...do.....

...do.....

Oct. 10

...do.....

Oct. 11

...do.....

Oct. 12

...do.....

Discharge 

(secondfeet).

90.1

13.1

11.3

10-15

101

131

5 to 8

1

89.5

16.2

4-6

3-5

90.1

1

176

213

Mean 

velocity 

(feet per 

second).

0.36

1.27

.71

.53

.46

.34

.05

.67

.25

.67

.78

Remarks.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

1. Made from Saratoga Street Bridge.

2. This spillway is about 250 yards above mill of West Virginia Pulp Company at Mechanicville; is 

90 feet across; water flowing over about 1 inch in depth.

5. Schuyler Creek flows into the canal opposite the Stillwater spillway; no measurement of this could be 

made, but estimated flow was 10 or 15 second-feet.

6. Measurement from bridge at Stillwater.

7. Measurement from bridge No. 45, opposite W. F. Curtis's.

8. Spillway between bridges Nos. 46 and 47; not sufficient flow for measurement. Estimated at 5 to 8 

second-feet.

9. Spillway just above bridge No. 51; estimated flow at 1 second-foot.

10. Small spillway 75 yards below Coyeville; estimated flow 4 or 5 second-feet.

11. Measurement from footbridge behind Coveville post-office.

12. Measurement from bridge No. 63; soundings made but only a trace of velocity; estimated at 0.05 

foot per second. There are three spillways just below this bridge; and at bridge No. 62, 250 yards below, 

there is absolutely no velocity.

13. Lock not in use at this time; estimated leakage 4 to 6 second-feet.

14. Lock at end of canal; estimated leakage 3 to 5 second-feet. 

15. At East Street Bridge, Fort Edward; current while soundings were being made, but ceased before 

measurement; about 5 second-feet leakage through lock here.

16. From Change Bridge west of trolley line at Sandy Hill.

17. From bridge 45 feet north of entrance of Glens Falls feeder; current runs north.

18. There is but one bridge between Fort Edward and Glens Falls feeder, about 150 yards above Fort 

Edward lock; barely a trace of current here in canal. Estimated flow over lock gates, 10 or 12 second-feet. 

Between Fort Edward and Glens Falls feeder is one small waste weir; estimated flow over this 1 secondfoot.

19. At plate-girder highway bridge at Glens Falls.

20. At Change Bridge near feeder dam, Glens Falls.

Measurements of flow in Champlain Canal, etc., October 29 to 30 and November 23, 1907.

No.

1

17

Ifi

15

1Q

20

1

15

16

Locality.

.....do...............................................................

Date.

Oct. 29

...do.....

...do.....

...do.....

Oct. 30

...do.....

Nov. 23

...do.....

...do.....

Discharge 

(secondfeet).

130

125

177

129

203

232

176

Mean 

velocity 

(feet per 

second).

0.52

.32

.88

.51

.81

.88

.44

.55

.73
188 SURFACE WATER SUPPLY, 1907-8.

Gagings were made by the state engineers' assistants as follows:

Current-meter discharge measurements of Glens Falls feeder.

AT FIRST BRIDGE BELOW DAM ABOVE GLENS FALLS.

Date.

1907.

Do.........

Ilydrographer.

E. F. Weeks .................................

.....do..................... ..................

Width.

Feet.

42.5

Area of 

section.

Sq.feet. 

238

Gage 

height.

Feet.

8.8

Discharge.

Sec.-feet.

193

AT FERRY STREET BRIDGE, SANDY HILL.

Do.........

E. F. Weeks. . ...............................

.....do........................................

47.5

47.5 231 6.4

226

OfiA

From the foregoing data the following conclusions have been 

drawn as to conditions during 1907:

Apparently about 220 second-feet enters the Glens Falls feeder 

from Hudson River. This is considerably less than that found by 

Rafter in 1895, and is occasioned by the better condition of the canal 

and the smaller amount of leakage in the vicinity of Glens Falls. 

About 60 second-feet returns to the river before reaching Fort Edward, leaving 160 second-feet which enters the Champlain Canal, 

and which should be added to the recorded flow of the Hudson River 

at Fort Edward. Of this amount about 90 second-feet flows north 

toward Lake Champlain and is permanently diverted from the Hudson drainage. The remaining 70 second-feet flows south and probably nearly all gets back into the Hudson at or above the Northumberland crossing.

The supply of water taken for the southern part of the canal, below 

Northumberland, is probably about 90 second-feet, which with the 90 

second-feet flowing north into Lake Champlain makes a total of 

about 180 second-feet to be added to the recorded flow at Mechanicville.

It will be noted that the gagings have nearly all been made late in 

the season when perhaps the use of water was not at a maximum.

In view of this fact the following values are assumed as applicable 

during the portion of the season that the canal is in operation (from 

about May to November, inclusive): At Fort Edward add 180 secondfeet to the recorded flow; at Mechanicville add 200 second-feet to 

the recorded flow.
HUDSON BIVEE DRAINAGE BASIN. 189 

INDIAN LAKE EESEEVOIE AT INDIAN LAKE, N. Y.

This station is located at a masonry storage dam at the outlet of 

Indian Lake. It was established July 22, 1900, to determine the 

total outflow from this reservoir. The drainage area at this point is 

131 square miles, including about 9.3 square miles of water surface 

of Indian Lake at the elevation of the spillway of the dam.

The flow of the upper Hudson has been controlled to a considerable extent during the dry season by the use of Indian Lake reservoir, 

since its completion in 1899. The total storage provided is about 

4.7 billion cubic feet, which affords a discharge of nearly 600 secondfeet for a period of ninety to one hundred and thirty days each year.

The record at this station includes the elevation of the water surface in the reservoir, the depth of water flowing over the spillway or 

flashboards, the depth of opening and the head on the main and 

subsidiary logways, and the depth of the opening and the affective 

head on each of the 5-foot sluice gates. A meteorological station 

has also been established at the dam by the United States Weather 

Bureau, and records are kept of the rainfall, temperature, etc.

The crest of the dam is 106.05 feet long in the clear. To facilitate 

the calculation of discharge over the spillway, a series of experiments 

was made at Cornell University in 1899 on a full-sized model of the 

spillway section, 6.58 feet long, from which the coefficient of discharge has been determined.

No computations of discharge have been made, pending some current meter measurements to rate discharge through the gates, and 

at present the record of reservoir level alone is available.

The datum of the gage has remained the same during the maintenance of the station. The elevation of the spillway crest above 

mean tide is 1,650 feet.

The maximum gage height of Indian Lake reservoir since the establishment of the station occurred April 27, 1908, and was 37 feet. The 

minimum gage height was 2 feet, and occurred from March 9 to 18, 

1907.

Information in regard to this station is contained in reports of the 

state engineer and surveyor, State of New York.
190 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Indian Lake Reservoir at Indian Lake, N. Y., for 1907-8.

[Lester Sevarie, jr., observer.]

Day.

1907. 

1. ..............

2.. .............

3...............

4.. .............

5...............

6...............

8. ..............

9... ......... ...

10...............

11...............

12............... 

13...............

14...............

15. ..............

16... ............

17...............

18...............

19...............

20. ..............

99

23...............

24. ..............

25...............

9fi

27.. .............

28. ..............

29

30. .............

31...............

Jan.

5.55

5.75

6.05

6.4

7.0

7.75

8/05

8.3

8.5

8.7

8.85

9 0

9.1

9.35

9

C

Q fi

9

fiC

9 8

10.1

10.25

10.35

10.4

10.5

Feb.

10.5

10.5

10.2

10.0

9 85

9

fiC

9 OK

9.0

8.85

8.6

8.35 

8.15

8.0

7.85

7.6

6.85

6.1

5.85

5.6

5.35

4.6

4 9K

Mar.

3.75

3.5

3.25

3.0

9 7^

9 *\

2.0

2.0

2.0 

2.0

9 n

2

f»

2.0

2.0

2

f»

2.5

3.0

4.0

4 c

5.0

5.5

6.0

6.4

7.35

8.65

10.35

11.65

Apr.

12.9

13.35

13.85

U c.

15.15

15.35

15.6

15.75

15. 95 

16.15

16 4

16.55

16.65

16.8

16.9

17.0

17.1

17 9R

17.75

18.4

20.15

20.85

22.5

May.

23.35

23.8

24.4

25.0

9C 7K,

26.25

26.6

27.25

97 K

28.0 

28.1

28.25

28.35

28.5

28.85

28.9

OQ n

29 1

OQ 1 C

OQ OK,

29.3

OQ A

29.65

29.75

29.85

29.7

June.

29.85

29.9

29.95

30.0

30.1

Of) C

30.6

30.65 

30.75

Qf» OK

31.0

31 1

31. 1

31.15

01 OFL

01 C

31.65

31.7

31.75

31.8

31.8

32.0

July.

32.1

32.15

32.25

32 35

V) 4

09 4c

qo c

39 ^

32.5

32.6

QO 7C

32.8

32.8

OO Q

09 Q

32.85

32.6

09 4

01 Q

01 K

31.1

30.85

Aug.

30.45

30.25

30.05

29 85

29 6

29.35

OQ O

29 0

90 7K

28.55

28.3

27.8

27.35

27 1

2

c ac

24 85

24 4

24.0

23.75

90 OK

9°, 1

22.9

22.7

Sept.

22.45

22.2

21.95

21.9

21.85

22.05

22 1

22.15

22.2

99 9 K

22.6

23.05 

23.3

90 c

23.65

23-85

23 9

9O QK

90 c

9O OK

23.1

22.85

22.35

22.1

21.95

Oct.

22.15

22.35

22.4

22 6

99 7^

22.85

24.35

24.7

25.0 

25.2

25.35

25.65

9K 7R

25.85

25.9

9= QK

26.0

26.05

26 1

26.15

26.2

9ft °.

27.6

27.85

;NOV.

28.1

29.15

9Q OP

29.65

30.0

30 4

01 1C

31.35

31.55 

31.7

31.85 QO n

32.1

32-15

32.35

00 K

00 ft

QO 7

QO 7*t

32.85

QO Q

00 AC

33.15

.......

Dec.

0.0. 9 C

00 0

33 4

OO C

00 KC

On f34.1

34.85

35.1

OK 9C

qc 4

O.C K

OK KC

OC C

35.45

oc 4

oc 4

O.K 7C

OP Q

OK Q

OK 7C

35.65

35.7

Date.

1907.

March 1 to 9..............

March 1 to 18.. ...........

May 30...................

May 31...................

July 22 to 31. .............

Sluice gate 

A open.

Feet.

5.0

5.0

Sluice gate 

B open.

Feet. 

5.0

S o

5.0

4.0

4.41

5.0

Date.

1907.

September 21 to 30. ......

Sluice gate 

A open.

Feet.

5.0

2.0

2.0

Sluice gate 

B open.

Feet.

3.0

1.5

NOTE. The reservoir gates were shut during 1907 as follows: January 9 to 31, March 19 to July 21 (except 

May 23, 30, and 31), September 5 to 19, and October 2 to December 26.

Day.

1908. 

1. .............

2.. >............

3..............

5..............

6..............

7........ ......

8.............. 

9..............

10..............

11..............

12..............

13..............

14..............

15..............

Jan.

35.65

35.6

35.5

35.08

35.08

35.08 

35.08

35.08

35.05

35.05

35.0

Feb.

34.9

34.9

34.88

04 7

04 4

34.2

34.0

33.85 

33.65

33.05

32.85

32.6

32.4

32.62

Mar.

34.75

34.6

34.35

04 1

33.3

32.85

32.4 

31.95

11 z.

31.08

30.15

29.75

29.4

Apr.

28.25

28.5

28.65

28.85

28.9

29.08

29.35

30.0 

30.6

01 OK

31.9

32.9

33.35

33.6

May.

36.85

36.65

36.25

35.15

35.25

35.62 

35.85

OE Q

35.9

1*. A

34.9

34.4

34.08

June.

34.4

34.35

34.35

34.25

34.2

34.1

34.0

33.9

33.88

33.85

July.

33.45

33.4

33.15

32.4

32.15

31.9 

31.75

31.6

31.3

31.0

30.65

30.4

30.1

Aug.

27.15

26.9

26.65

26.2

25.9

25.8

25.5 

25.25

25.0

24.75

24.55

24.38

24.15

23.9

Sept.

20.3

20.0

19.85

19.62

19.4

19.2

18.0

18.8 

18.6

18.35

18.0

17.75

17.5

17.25

17.05

Oct.

14.0

13.85

13.62

13 4

13.3

13.1

12.9

12.75 

12.6

12.4

12.25

12.08

11.9

11.75

11.6

Nov.

8.9

8.88

8.75

8.62

8.5

8.38

8.25

8.1

8.0

7.88

7.8

7.7

7.62

7.55

7.45

Dec.

6.55

6.4

6.38

6.25

6.15

6.0

5.9

5.85 

5.75

5.65

5.6

5.6

5.6

5.5

5.45
SCHBOON EIVEE BASIN. 191

Daily gage height, in feet, of Indian Lake Reservoir at Indian Lake, N. Y.,for 1901-8 

Continued.

Day.

1908. 

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29

30..............

31..............

Jan.

35.0 

34.95 

34.95 

34.9 

34.9

34.9

34.88 

34.88 

34.88 

34.88

34.85 

34.85 

34.88

34.9

34.9

Feb.

33.5 

34.15 

34.65 

34.85 

35.0

35.08 

35.08 

35.08 

35.05 

35.05

34.95 

34.9

34.88

Date.

1908.

February 3 to 14 

February 8 to 14

April 25..................

April 26..................

April 27 to 30o. ...........

Mar.

29.08 

28.75 

28.4 

28.08 

27.7

27.25 

26.9 

26.6 

26.2 

25.85

25.65 

25.65 

26.0 

26.75

27.45

27.88

Sluice gate 

A open.

Feet.

6.0

5.0

Apr.

33.88 

34.1 

34.35 

34.65 

34.9

35.0 

35.08 

35.25 

35.75 

36.2

36.65 

37.0 

37.0

May.

33.85 

33.9 

34.0 

34.08 

34.1

34.15 

34.05 

33.9 

33.85 

33.9

34.0 

34.05 

34.08 

34 On

36. 65 34. 15 

.......! 34.35

I

Sluice gate 

B open.

Feet. 

1.5

5.0 ;

5.0

1.5 

2.5 

4.5

June.. July.

33.8 

33.75 

33.7 

33.65 

33.65

33.65 

33.65 

33.65 

33.65 

33.65

33.65 

33.62 

33.6

33.5

29.85 

29.65 

29.5 

29.3 

29.08

29.0 

29.0 

29.0 

28.95 

28.95

28.75 

28.45 

28.25 

28.05

27.65 

27.4

Aug.

23.65 

23.5 

23.35 

23.08 

22.85

22.62 

22.4 

22.15 

21.88 

21.65

21.45 

21.25 

21.05

Sept.

16.85 

16.62 

16.4 

16.15 

15.95

15.8 

15.62 

15.4 

15.2 

15.0

14.85 

14.65 

14.45 

14.25

20.7 14.25 

20. 5 !.......

Date.

May 1 

May 6 

May '21 

Julv 2

25 to

JulyS 

August

1908.

to 23 b 

to 7, 10 

30

to 20, and

to 9................

1 to December 31 .

Oct.

11.4 

11.25 

11.08 

10.9 

10.75

10.6 

10.4 

10.25 

10.08 

9.9

9.75 

9.6 

9.4 

9.3

9.15 

9.05

Nov.

7.38 

7.3 

7.2 

7.08 

6.95

6.85 

6.75 

6.65 

6.62 

6.6

6.55 

6.6 

6.62 

6.62

ft 62

Sluice gate 

A open.

Feet.

Dec.

5.35 

5.3 

5.2 

5.1 

5.0

4.9 

4.85 

4.75 

4.62 

4.6

4.5 

4.4 

4.35 

4.25 

4.15 

4.08

Sluice gate 

B open.

Feet. 

4.5 

1.25 

3.58

5.0 

3.0 

5.0

o Small logway open 10 feet April 27, and 14 feet April 28.

& Main logway open 1.33 feet in width from May 2 to 11. Main logway open 15 feet in width from May 

12 to 16. Small logway open 15 feet from May 1 to 5.

SCHROON RIVER BASIN.

DESCRIPTION.

Schroon River rises in Essex County, along the southern slopes of 

the highest mountains in the Adirondack group, flows in a general 

southerly direction for about 45 miles through Essex and Warren 

counties, and joins the Hudson near Thurman. Its total drainage 

area is 550 square miles. Its headwaters reach an elevation of 

about 2,000 feet above mean tide, while at its mouth it is at an 

elevation of about 600 feet.

Its basin is largely forested and contains considerable wild land 

and numerous lakes and ponds. The most important of these is 

Schroon Lake, through which the river flows, which has water surface area of about 6.3 square miles. The river affords excellent 

opportunities for storage and power development, which are under 

investigation by the New York State Water Supply Commission. 

The only power developments are at Warrensburg.
192 SURFACE WATER SUPPLY, 1907-8.

SCHROON LAKE NEAR POTTERSVILLE, N. Y.

This station is located at the outlet of Schroon Lake, 1 mile from 

Pottersville post-office, and is at the steamboat wharf. It was 

established July 8, 1908, in cooperation with the New York state 

water supply commission, to obtain information concerning fluctuations in the level of Schroon Lake in connection with the gaging 

station on Schroon River at Riverbank. The gage datum is at 

elevation 803.75 feet above mean sea level, and has remained the 

same during the maintenance of the station.

Information in regard to this station is contained in the annual 

reports of the state water supply commission of New York.

Daily gage height, in feet, of Schroon Lake near Pottersville, N. Y., for 1908. 

[C. H. Glassbrook, observer.]

Day.

1908. 

1. .........

2. ........ .

5. ........ -

6. .........

8. ........ -

g

10. ........ -

12..........

13. ........ .

14. .........

15..........

July.

1.8

1.6

1.5

1.4

1.3

1.2

1.1

Aug.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.7

1.7

1.7

1.7

Sept.

1.8

1.8

1.7

1.7

1.7

1.7

1.7

1.7

1.6

1.6

1.5

1.5

1.4

1.4

1.3

Oct.

0.7

.7

.6

.6

.5

.5

.6

.6

.7

Nov.

0.6

.6

.5

.5

.5

.6

.5

.5

.5

Dec.

0.4

.5

Day.

1908. 

16..........

17..........

18..........

19..........

20..........

21 ..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

30..........

31..........

July.

1.0

.9

.8

1 1

1.2

1.3

1.3

1.4

1.4

1.5

1.5

1.5

1.6

1.6

1 fi

Aug.

1.7

1.8

1.8

1.9

1.9

1.9

1 9

1.8

1.8

Sept.

1.2

1.2

1.2

1.1

1.0

.9

.9

.8

.8

.6

.6

.5

Oct.

0.7

.6

.6

.0

.6

Nov.

0.5

.5

.5

.4

.4

.3

.3

.3

.3

Dec.

NOTE Dam 4 miles below at Starbuckville closed July 19.

SCHROON RIVER AT RIVERBANK, N. Y.

This station is located on the steel highway bridge near Riverbank 

post-office, between the towns of Warrensburg and Bolton, about 9 

miles north of the village of Warrensburg, and about 10 miles downstream from the outlet of Schroon Lake. It was established September 23, 1907, in cooperation with the New York State Water 

Supply Commission, to obtain general statistical data in regard to the 

flow of Schroon River.

There are several dams at the village of Warrensburg which are 

used for power development. During September, 1907, a timber crib 

dam for storage was constructed at Starbuckville, about 6 miles above 

the gaging station. This dam affords a head of about 8 feet and 

ponds water to Schroon Lake. Tumble Head Falls begin about 1 

mile above the gaging station and extend upstream for about a mile 

farther, affording a total fall of some 30 feet.
SCHEOON EIVEE BASIN. 193

The datum of the gage has remained the same during the maintenance of the station. During the winter months the discharge is 

affected by ice. Conditions for obtaining accurate discharge are 

good, and a very good rating curve has been developed.

Since 1907 the regimen of flow of Schroon River during the lowwater season has been considerably affected by the storage held in 

Schroon Lake.

Information in regard to this station is contained in the annual 

reports of the state water supply commission of New York.

Discharge measurements of Schroon River at Riverbank, N. Y., in 1907-8.

Date.

1907.

Do.........

Do.........

1908.

July 66......... 

Dob. .......

Hydrographer.

.....do...........--..-.--..-.-...-.-.....-.........

J. B. Pierson.. ....................................

.....do.............................................

.....do...--..--..-......-....--..-.--........-.-...

.....do.............................................

.....do.............................................

.....do...-..-...-.........-....--......-.--.....-..

.....do.............................................

.....do.............................................

G.M.Brett.................... ................... 

.....do......-..--..-.......-.-..-......-.-.....--..

.....do...--....-.--..--.....---..-.......-..-......

Width.

Feet. 

42.5

41.5

63.0

67.0

67.0

65.0

84.0

71.0

74.0

74.0

72.0

74.0 

74.0

67.0

Area of 

section.

Sq.ft.

177

190

185

190

41 Q

298

266

262

216

246 

247

163

Gage 

height.

Feet. 

1.18

1.18

1 90

2.26

2.25

4.33

3.63

3.48

2.92 

2.92

1.87

Discharge.

Sec.-ft.

QA Q

321

463

492

768

1,240

1,240

766

517 

514

288

a, Anchor ice at gaging section.

6 Backwater from log jam below.

c Conditions of flow slightly affected by partial ice cover.

Daily gage height, in feet, of Schroon River at Riverbank, N. Y.,for 1907- 

[J. H. Roberts, observer.]

Day.

1907.a 

1......

2......

3...... 

4...... 

5......

6...... 

7......

8...... 

9

10......

Sept.

1 19

1.31 

1.29 

1.39

1.64 

1 69

1.64 

1 ^j.

Oct.

2.40

2.30 

2.22 

2.28

2.20

2.60 

2.65

Nov.

2.90

0 fiE

3.35 

3.05 

3.90

3.90

5.42

5.88

Dec.

2.95

2.85 

2.98 

2.90

2.90 

2.80

2.68 

2.75

2.70

Day.

1907.o 

11......

12......

13...... 

14...... 

15......

16...... 

17......

18...... 

19

20......

Sept.

1.64

1.74

1.79 

1.79 

0.99

0.97 

1.04

0.99

1.07

Oct.

2.75

2.70

2.60 

2.58 

2.58

2.52 

2.55

2.50 

2.45

2.42

Nov.

5.50

5.00

4.55 

4.35 

3.90

3.90 

3.55

3.80 

3.15

3.30

Dec.

2.50

3.50 

3.60 

3.62

3.60 

3.60

3.55 

3.50

3.30

Day.

1907.o 

21......

22......

23...... 

24...... 

25......

26...... 

27......

28...... 

29......

30......

31......

Sept.

0.99

1.09

1.89 

2.00 

1.90

1.95

1.88

1.60 

1.20

2.30

Oct.

2.40

2.38

2.35 

2.32 

2.32

1.68 

2.20

2.50 

2.55

2.58

2.70

Nov.

3.12

3.15

3.02 

3.00 

2.92

2.70 

2.85

2.80 

2.85

3.00

Dec.

3.30

3.35 

3.60 

3.90

4.08 

4.15

4.10 

4.05

4.00

4.10

a Low-gage heights, September 15 to 22, 1907, caused by holding back water in Schroon Lake by a dam 

completed at that time.

16254 IRR 241 10- -13
194 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Schroon River at Riverbank, jV. Y., for 1907-8 Continued.

Day.

1908.0 

1...............

2...............

3...............

5...............

6...............

7...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

31...............

Jan.

4.1

4.0

3.9

3.8

3.65

3.6

3.7

3.35

3.25

3.2

3.25

3.15

3.05 

3.2

2.85

3.0

2.9

3.0

3.05

3.0

2.9

3.0

2.95

3.2

2.85

2.8

2.85

2.75

3.15

Q 1

Feb.

3.6

3.65

3.3

3.3

3.25

3.25

3.2

3.2

3.0

2.95 

3.15

9 QC

2.8

3.1

3.25

3.5

3.75

3.7

3.9

"3.75

3.65

3.65

3.55

q A

3.25

Mar.

3.0

3.1

3.4

3.3

3.25

3.1

3.05

3.0

3.0

3.2

3.3

3.2

3.2

3.25 

3.3

3.4

3.4

3.45

3.5

3.45

3.35

3.5

3.6

3.75

3.8

4.1

3.9

4.5

5.5

5.7

Apr.

4.9

6.1

6.4

6.3

5.95 

0.8

5.3

5.2

5.1

4.8

4.7

4.6

4.4

4.3

4.5

4.6

4.9

5.5

6.1

6.05

May.

6.1

6.2

5.4

5.7

5.95

5.9

5.7

5.4

5.35

5.25 

5.05

5.0

5.05

5.0

4.8

4.55

4.3

4.15

4.15

4.0

3.95

3.8

4.15

3.7

3.7

4.2

3.8

June.

3.55

3.6

3.45

3.35

3.8

3.85

2.85

2.9

3.3

2.65

2.4

3.6

3.35

2.15 

2.35

2.45

2.4

2.3

3.55

3.4

3.55

3.45

3.4

3.2

3.4

3.35

3.25

1.8

1.9

3.3

July.

3.5

3.1

3.1

3.1

1.8

2.85

2.4

2.35

2.15

2.1

2.1

1.3

2.05

2.0 

1.95

1.7

1.4

1.35

1.25

1.4

1.3

1.3

1.2

1.3

1.35

1.25

1.35

1.25

1.25

1.35

1.2

Aug.

1.15

1.2

1.25

1.2

1.35

1.29

1.19

1.24

1.14

1.34

1.59

1.39

1.29

1.24 

1.24

1.14

1.24

1.24

1.19

1.29

1.29

1.24

1.14

1.24

1.29

1.34

1.39

1.39

1.34

1.34

1.39

Sept.

1.39

1.29

1.29

1.34

1.39

1.29

1.39

1.39

1.39

1.34

1.29

1.34

1.24

1.39

1.74

1.79

1.74

1.48

1.28

1.13

1.63

1.63

1.58

1.58

1.53

1.03

0.98

1.48

1.68

1.63

Oct.

1.48

1.63

1.08

1.03

1.58

1.53

1.58

1.53

1.48

1.38

1.08

1.58

1.48

1.48 

1.58

1.53

1.08

0.98

1.48

1.48

1.48

1.43

1.38

1.38

0.93

0.98

1.63

1.68

1.68

1.67

1.57

Nov.

1.02

1.52

1.82

1.72

1.77

1.57

1.02

0.92

1.67

1.67

1.67

1.62

1.62

1.57 

1.47

1.62

1.57

1.57

1.57

1.52

1.52

1.42

1.57

1.47

1.57

1.62

1.57

1.67

1.62

1.67

Dec.

1.67

1.62

1.57

1.62

1.57

1.97

1.57

1.72

2.47

1.72

1.66

1.66

1.61

1.71 

1.61

1.66

1.71

1.61

1.66

1.51

1.61

1.56

1.61

1.56

1.46

1.51

1.41

1.46

1.46

1.41

1.46

a River did not freeze over near the gage January to March, 1908, but conditions of flow may have been 

somewhat affected by ice conditions during this period. River frozen December 6 to 31, 1908. Conditions 

of flow somewhat affected by log jams during the first part of July.

Rating table for Schroon River at Riverbank, N. Y.,for 1907-8.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Sec.-ft.

35

53

74

97

122

149

178

210

242

276

312

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

! 2.50

2.60

2.70

2.80

2.90

3.00

Discharge.

Sec.-ft.

350

390

432

476

522

568

618

668

721

776

836

Gage 

height.

Feet.

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

Discharge.

Sec.-ft.

900

966

1,040

1,120

1,200

1,290

1,380

1,474

1,572

1,674

1,884

Gage 

height.

Feet.

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Sec.-ft.

2,102

2,327

2,561

2,800

3,040

3,280

3,520

3,760

4,000

4,240

4,480

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 15 

discharge measurements made during 1907 and 1908 and is well defined.
SACANDAGA KIVEE BASIN. 195

Monthly discharge of Schroon River at Riverbank, N. Y.,for 1907-8. 

[Drainage area, 534 square miles.]

Month.

1907.

December

1908.

May....----..--...----..----....-.--..-.

July...........--..-.----...--.-..------.

Discharge in second-feet.

Maximum.

476 

721 

3,860 

1,840

1,780 

1,570 

3,640 

4,480 

4,300

1,200 

207 

273 

236 

283 

237

4,480

Minimum.

«48 

236 

668 

568

694 

721 

836 

1,990 

1,380 

276 

97 

83 

49 

40 

39 

144

39

Mean.

184 

545 

1,530 

1,130

1,010 

1,130 

1,300 

3,160 

2,790 

700 

335 

117 

160 

159 

195 

198

938

Per 

square 

mile.

0.345 

1.02

2.87 

2.12

1.89 

2.12 

2.43 

5.92 

5.22 

1.31 

.627 

.219 

.300 

.298 

.365 

.371

1.76

Run-off

(depth in 

inches on 

drainage 

area).

0.38 

1.18 

3.20 

2.44

2.18 

2.29 

2.80 

6.60 

6.02 

1.46 

.72 

.25 

.33 

.34 

.41 

.43

23.83

Accuracy.

A.

A.

A!

c. 

c. 

c.

A. 

A. 

B. 

B. 

A. 

A. 

A. 

A. 

C.

o Not natural flow. (See gage heights.)

NOTE. Discharge January to March may be slightl5T too high on account of ice conditions below the 

station. July is somewhat too large on account of log jams. June has been corrected approximately on 

account of backwater caused by log jams. Discharge December (> to 31, 1908, 196 second-feet; estimated 

on the basis of a measurement made December 31 under ice conditions.

The monthly discharges for April, May, and June have been revised and differ (slightly from those 

ublished in the fourth annual report of the State water supply of New York, being based on additional 

ata recently available.

SACANDAGA RIVER BASIN. 

DESCRIPTION.

p 

d

Sacandaga River is formed by three principal branches which 

unite in the southeastern part of Hamilton County in the Adirondack 

region. The West Branch is the outlet of Piseco Lake, the Middle 

Branch is the outlet of Sacandaga and Pleasant lakes, while the 

East and principal branch issues from a series of small ponds and 

lakes .in the southwestern part of Warren County. The East and 

Middle branches unite a few miles north of Wells and are joined 

by the West Branch a short distance below Wells. The river then 

flows southeasterly to about 5 miles below North ville, where it 

turns and runs northeasterly to the Hudson River at Hadley. Its 

total drainage area comprises about 1,050 square miles.

Sacandaga Lake, the highest of the tributary lakes in the headwaters, is about 1,700 feet above mean tide; at its entrance into the 

Hudson the Sacandaga is at an elevation of about 550 feet. Between
196 SURFACE WATER SUPPLY, 1907-8.

Northville and the mouth of the river there is a fall of about 180 

feet (chiefly concentrated in the 5 miles below Conklingville) entirely 

unutilized. There are, in fact, no power developments on the Sacandaga.

The drainage area of this river is largely in forest. Precipitation 

is high, the mean for the year being about 49 inches, whereas that 

of the whole Hudson drainage 1 area above Mechanicville is only 

about 43 inches. Possibilities for storage on the Sacandaga are 

great and the state water-supply commission of New York propose 

a high earth rock-fill dam at Conklingville, the reservoir storing 

about 25 billion cubic feet of water, with a water surface of about 

40 square miles, and controlling practically the entire flow of the 

Sacandaga basin. Their plan proposes also to develop the total 

fall obtained between Conklingville and the Hudson approximately 

200 feet which will afford 25,000 to 30,000 continuous horsepower.

SACANDAGA RIVER AT WELLS, N. Y.

This station is located on the steel highway bridge over the East 

Branch of Sacandaga River in the southern part of the village of 

Wells, about 2| miles above the junction of the East and West 

branches. It \vas established August 26, 1907, in cooperation with 

the New York state water supply commission, to obtain general 

statistical and comparative data regarding the flow of this river.

The gage datum has been the same during the maintenance of the 

station. During the winter months the discharge is usually affected 

by ice. Conditions for obtaining the accurate discharge are good, 

and a fairly good rating curve has been developed.

Information in regard to this station is contained in the annual 

reports of the state water-supply commission of New York.

Date.

1907.

Do.........

October 21.....

1908.

June 26...... .

Hydrographer.

.....do..........:. ..................................

....do........................................ . ...

.....do............................ .................

.....do..............................................

.....do....................................... ......

.....do..............................................

.....do..............................................

D. M. Wood .......................................

.....do..............................................

.....do... ..........................................

Width.

Feet.

50.0

07 0

67. 0

(17.0

95 0

68.0

70.0

3ti.5

Area of 

section.

Sq. ft. 

21.4

47.4

17''

166

170

198

218

168

110

Gage 

height.

feet. 3 79

3.72

5. 20

5.45

4.64

3.50

Discharge.

Sec. -ft.

26.8

178

284

335

3,150

542

290

115

11.7

a Wading measurement about 1 mile above gage. 

& Wading measurement about 800 feet above gage. 

c Measurement made with surface floats near bridge. 

d Poor measuring conditions; anchor ice,
SACANDAGA EIYER BASIK. 197

Day.

1907.

9

3..--...---.---. 

4.-......-...-..

0.-.--.-.--.--.-

9

10........... ...

11............... 

12...............

13...............

14...............

1 ^

Day.

1908. 

1............... 

2...........--.-

3.---.....-.--.. 

4. ...... ........

5. --..--..-.-.-. 

6...............

8. ..............

10............... 

11...............

12............... 

13..... .......... 

14............... 

15...............

16............... 

17.......... .... 

18...............

19...............

20...............

21...............

22............... 

23............... 

24............... 

'25 ...............

20.... 

27...............

28. .

29 .......... 

30............... 

31. ..............

Aug.

!

Jan.

5.20 

5.20

1 18 

5.10 

5.00

5.01 

5.05 

5.10

5.10

5. 12

4.98 

1.90 

."). 02 

5. 00 

4.90

4.90 

4.70 

4. 65

4.70 

4.70 

4.66

Sept.

3.72

3.72

3.82 

4.80

4.72 

4. 50 

4.24

4.20

4.30

4.59 

5.70 

5.06

4. 6G 

4.45

Feb.

4.79 

5.12

5.28 

5.24

5.26 

5.41

5.48 

5.46

5.41 

5.28 5. n

4.81 

4.91 

7.11

8.76 

7.26 

6. 56

6.14

6.16

5. 94 

5.94 

5. 71 

5.56 

5.48

5. 31 

5. 31

5. 28

5.21

Oct.

4.45

4.55 

4. 52 

5. 15

4. 95 

5. 10

4.92

5. 15

5.05 

4.95 

5.50

5.30 

5. 18

Mar.

5. 18 

5.08

5. 08 

5.14

5.14 

5. 14

5.01 

4.96 

4.93

4.96 

4.96

4.98 

5. 06 

5.06 

5. 91

6.04 

5. 94 

5. 81

5. 66

5. 56

5.41 

5. 38 

5. 36 

5. 56

5. 86

5. 81 

6.41 

7.46

8. 50 

7. 54 

7.11

Nov.

7.60 

6.95 

(>. 15

6. 05 

8.15 

7.80

(>. 35

6.06 

5.98 

5.80

5. 55 

5.45

Apr

6.7 

6.5

6.3 

5.9

5.8

6.5 

7.2

8.4

7.9 

7.4 

7.9

7. 5

6.8 

6.5 

6.3

7.1

6.9 

f X

8.7 

9.1

8.9 

9.0

8.4 

8.3

1

1

4

4

G

*

1

8

8 

1

I 

4 

4 

6

1 

6

r>

4

1

1

6 

6

S 

S

4

S

I 

1

Dec.

4 95

4.95 

4.95 

4 9?

4.91 

4.89

4.82 

6.08 

(>'. 12

5.38

May

8.8 

10.3

8.1 

8.1

8.3

7.8

7.5 

7.5

6.5

8.1

6.7 

6.3 

0.0 

6.3

6.3 

5.9 

6 o

- r

5. 6

5.4 

5. 6

5! 6

5.2

5.3 

5.3 

5. 5

}

\

3

5

3

5 

3

3 

< 

} 

3

3

}

 i

2

3 

2

* 

2

 !

3

)

1

1

18...... 

19...... 

'0

21......

>4

25.. ....

20..... 

27......

2s.....

29.....

June.

5. 58

5.42 

5.28

5.28 

5.18

5.05

4.98

4.95

4. 88

4.80 

4.72 

4. 65 

4.60

4. 52 

4. 45 

4. 50

4.60

4.60

4.48 

4.40 

4. 35 

4. 35 

4. 35

4.28 

4.18

4.12 

4.09

)ay.

X>7.

July.

4.08 

4.05

4.02 

4.00

4.02 

4.00

4.05 

4.12

4.00 

3.95

3.92 

3.90

3.88 

3.84

3.80 

3.82

4.42

4.18

4.07 

4.10 

4.04 

3.98 

3.94

4.00 

4.01 

3.98

3.99 

3.92 

3.82

Ai

3.

3. 

3

3. 

3.

3. 

3.

3.

3

3. 

3.

3!

3. 

3. 

g

3

3.

3. 

3. 

3. 

3. 

3.

3. 

3.

3. 

3. 

3.

Ai

3.

3. 

3.

3.

3

g81 

74

72

77

80 

<W

94 

91

8?

88

84

77 

76 

81

78

76

8?

80

80

79 

73 

78 

72 

69

66 

65 

fi?

60 

60 

60

ig. Sep

. . . 4. 1 

... 4.1

... 4.1 

... 4.1

.. 4.2

72 4.4

72 4.3 

72 4.2 

71 4.2

70 4.4

Sept.

3.59 

3. 58

3.57 

3.57

3.56 

3.54

3.58 

3.59

3.54 

3.54

3.54 

3.52 

3.51 

3.50

3.50 

3.50 

3.49

3.49

3.48

3.16 

3. 45 

3.46 

3.47 

3.47

3.46 

3.48

4. 22 

4l 08

t.

8 

i

1

2 

>

5

5 

5

5

9

Oct.

C 1 -

c no

5.00 

4.90

4.85 

4.85

4.68

4.60 

4.65 

G.<>2

6.76 

0.10

)ct.

3.90 

4.02

4.04 

4.04

3.91 

3.87

3.85 

3.78

3.72 

4.02

3.96 

3.93

3.88 

3.85

3.81 

3.80 

3.77

3.74

3.72

3.71 

3.70 

3.70 

3.72 

3.72

3.86 

4.75 

4.40

4.69 

4.61 

4.40

Nov.

5.30

5. 20 

5.15 

5.10

5.05 

5.30

5.18

5.18 

5. 18

5.10

Nov.

4.29 

4.26

4.20 

4.02

4.04 

4.00

3.96 

3.93

3.92 

4.05

4.38 

4.31 

4.21 

4.20

4.20 

4.09 

4.06

4.05

4.12

4. 15 

4.07 

4.08 

4.09

4.24

4.52 

5.05 

4.78

4.40 

4.36

Dec.

Dec.

4.49

4.16 

4.62

4.44 

4.29

4.60 

5.18

5.30 

5. 22

5.16 

5.06 

5.00 

4.96

4.86 

4.74 

4.61

4.60

4.58

4.50 

4.48 

4.50 

4.50

4.48

4.45

4.46 

4.45

4.44 

4.46 

4.48

NOTE. Conditions of flow probably affected by ice January to March, 1908.
198 SURFACE WATER SUPPLY, 1907-8. 

Rating table for Sacandaga River at Wells, N. Y.,for 1907-8.

Gage 

height.

Feet.

3.60

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4. (JO

4.70

Discharge.

Sec.-ft.

1217 ;

24 j 35

60

70

92

115

140

165

195

225

260

Gage 

height.

Feet.

4.80

4.90

5.00

5.10

5.20

5.30

Discharge.

Sec.-ft.

300

340

380

430

480

540

5. 40 600

5. 50 670

5. 60 740

5. 70 820

5.80

5.90

6.00

900

Gage 

height.

Feet.

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.20

990 1 7. 40

1,090 7.60

Discharge.

Gage 

height.

Sec.-ft. Feet.

1,190

1,300

1,410

1,530

1,660

1,790

1,920

2,060

2,200

2,350

2, 660

2,980

3,320

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

11.00

Discharge.

Sec.-ft.

3,660

4,000

4,340

4,680

5,020

5,360

5,700

6,040

6,380

. 6,720

7,060

7,400

9,100

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 12 

discharge measurements made during 1907-8, and is fairly well denned between gage heights 3.5 feet and 

5.5 feet. Above 5.5 feet, it is based on one measurement at 7.5 feet.

Monthly discharge of Sacandaga River at Wells, N. Y., for 1907-8. 

[Drainage area, 263 square miles.]

Month.

1907. 

August 25-31 ............................

1908.

July ....................................

Discharge in second-feet.

Maximum.

26

820 

2,000 

4,260

5,290

4,950 

6,010 

7,940 

820 

171 

58 

120 

280 

405 

564

7,940

Minimum.

24 

26 

186 

405

242

360 

954 

492 

90 

35 

17 

9 

24 

54 

106

9

Mean.

25 

185 

518 

1,120 

800

450 

862 

997 

3,140 

2,050 

297 

73.6 

32.1 

18.7 

71.2 

121 

266

698

Per

square 

mile.

0.095 

.703 

1.97 

4.26 

3.04

1.71

3.28 

3.79 

11.90 

7.79 

1.13 

.280 

.122 

.071 

.271 

.460 

1.01

2.65

Run-off 

(depth in 

inches on 

drainage 

area).

0.02 

.78 

2.27 

4.75 

3.50

1.97 

3.54 

4.37 

13.28 

8.98 

1.26 

.32 

.14 

.08 

.31 

.51 

1.16

35.92

Accuracy.

C. 

B. 

B. 

B. 

C.

C. 

C. 

C. 

A. 

A. 

B. 

B. 

C. 

C. 

B. 

B. 

D.

NOTE. Discharge December 15, 1907, to February 14, 1908, estimated on the basis of general run-ofl 

conditions in the Upper Hudson River drainage basin.

Second-feet.

Discharge December 15 to 31, 1907...................................................... 939

February 1 to 14, 1908 ...................................................... 250

SACANDAGA RIVER AT NORTHVILLE, N. Y.

This station is located about three-fourths of a mile upstream from 

the steel highway bridge at Northville, and was established August 

26, 1907. It has been maintained in cooperation with the New York 

State Water Supply Commission to obtain general statistical and 

comparative data regarding the flow of the Sacandaga.
SACANDAGA EIVEE BASIN. 199

The station is about 1 mile below the outlet of East Stony Creek 

and about 2 miles below West Stony Creek. It is about 1| miles 

above a low storage dam at Sacandaga Park in Northville. Pondage 

from this dam extends to the highway bridge at certain stages.

The datum of the gage has remained the same during the maintenance of the station. The United States Weather Bureau maintains a river and flood station at the steel highway bridge. During 

the winter months the discharge is usually affected by ice to such an 

extent that gage readings are discontinued. Conditions for obtaining the accurate discharge for the remainder of the }Tear are very 

good and an excellent rating curve has been developed.

Information in regard to this station is contained in the annual 

reports of the state water supply commission of New York, and of 

the state engineer and surveyor, State of New York.

Discharge measurements of Sacandaga River at Northville, N. Y., in 1907-8.

Date.

1907. 

August 24 « ....

Do. a. ......

October 8 b ....

October 22 .....

November 9

1908.

July 2 « ........

Do.e........

Hydrographer.

Barrows and Hoyt .................................

....do....................... .....................

.....do..............................................

.....do..............................................

.....do.............................................

.. ...do..... ..................................... ....

.....do..............................................

.....do..............................................

.....do..............................................

D. M. Wood. .......................................

D. M. Wood. . .....................................

.....do..............................................

Width.

Feet. 

55.0 

55.0

260

274

264

262

284

277

264

266

180

273

259

93

41.5

41.0

Area of 

section.

Sq.ft. 

57.1

956

930

1,340

1,000

855

1,420

953

958

1,490

1,300

146

48.6

41.0

Gage 

height.

Feet. 

0.86 

0.86

2.03

1.92

3.89

2.58

2.31

9 68

2.78

2.98

7.28

4.54

1.45

1.25

0.66

0.66

Discharge.

Sec.-ft. 

76.9 

76.0

603

466

3,310

868

1,360

1,410

1,200

3,350

284

191

42.2

38.9

i Wading measurement about one-eighth mile above gage. 

t> River rose 1.02 feet during the measurement; results approximate, 

c Measurement made with surface floats_ near Northville bridge.

<J River frozen and gorged with anchor ice from about one-half mile above the gage to the dam 2 miles 

below the gage. Gage height to top of ice, 7.33 feet; thickness of ice, 0.2 foot. 

e Wading measurement about 800 feet above gage.
200 SURFACE WATEK SUPPLY, 1907-8.

Daily gage height, in feet, of Sacandaga River at Northville, N. Y.,for 1907-8. 

[E. E. Parkes, observer.]

Day.

1907.

2.... ...........

4...............

5...............

6...............

8..............

9...............

10...............

11...............

12...............

13...............

1 %

Day.

1908.6

2...............

3...............

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...............

Aug.

Fan.

4.55

5.10

3.70

3.50

5.25

8.20

8.10

8.45 i

8.20 1

7.20

7.00

8.20

7.00

6.20

5.80

6.00

6.30

6.00

5.30

4.70

5.10

5.40

5.20

4.70

4.40

5.10

Sept.

0.84

.84

98

1.55

1.95

2.13

1 90

1.88

1.52

1.98

1.88

3 41

2.70

2.28

9 nn

Feb.

Oct.

2.88

2.38

2.13

2 23

3.33

2.83

3.38

(a)

4.18

3.68

3.83

Mar.

Nov.

3.63

3.38

(a)

(a)

4.90

4.60

9 68

8.32

5.86

4.98

4.58

4.18

3.64

3.36

Apr

4.2

5.0

8.0(

7.0

5.41

8.1

9.8

8.9

8.5

8 9

]

1

1

f)

1

1

r>2

9

D

Dec.

2.38

2.40

2.30

3.76

4.08

3.98

4.08

3.98

5.88

6.28

4.98

4.08

3.98

May.

9.20

8.92

7.95

6.98

6.25

5.75

6.08

6.02

6.70

5.82

5.51

6.02

5.00

5.52

6.18

5.92

5.00

4.90

5.60

5.30

4.40

4.85

4.62

4.50

4.00

3.90

3.65

3.12

4.00

3.90

4.30

r

] 

16......

17......

18.....

19......

20. . . . . .

21......

22......

23......

24......

25......

26......

27......

28......

29......

30......

31.....

June.

4.10

3.30

3.32

3.40

3.30

3.60

3.30

2.32

1.92

2.02

1.98

1.80

1.75

1.65

1.70

2.55

1.92

1.75

1.60

2.30

2.02

1.95

1.82

1.78

1.62

1.50

1.40

1.35

' 1.32

1.30

>ay.

907.

July.

1.30

1.25

1.22

1.22

1.20

1.22

1.25

1.40

1.42

1.28

1.22

1.20

1.00

1.75

1.10

1.25

1.25

1.48

2.28

1.90

1.56

1.60

1.55

1.40

1.32

1.40

1.35

1.28

1.55

1.30

1.28

At

... 0.!

... .!

.... .!

.... . 

.... .

.... .

Aug.

1.10

1.50

1.25

1.00

1.50

1.15

1.25

1.25

1.20

1.12

1.10

1.12

1.10

1.50

1.00

.95

.95

1.48

1.13

1.23

1.10

.95

.93

.98

.95

80

.85

.83

.83

.80

80

g36

36

36

38

38

38

W

34

Se

n

1

1

Sep

1.91

1.7

1 6

1.5

1 4

1.5

1,6

2 0

1 9

1.8

1.7

1 8

pt.

80

.78

78

80

80

.75

78

76

75

71

71

.71

71

66

66

.66

66

66

63

63

63

63

.66

66

66

66

66

.36

58

t.

1

>3

1

?,

>3

^

R

*3

>3

 ^

*3

D

r>

Oct.

9, 88

2.73

?, 60

2.48

2.40

2 38

2 23

2.18

2.13

2.08

2.06

(°)

(a)

4.88

4.08

Oct.

1.26

1.26

1.36

1.18

1.08

1.06

1.21

.96

.96

.96

1.06

1.36

1.26

1.16

1.06

1.06

1.00

.96

.96

.96

.91

91

.91

87

.96

.96

1 91

2,06

2.26

2 06

1 76

Nov.

3.04

2.96

2.86

2.85

2.76

2.78

2.96

2.87

2.86

2.80

2.70

2.64

2.48

Nov.

1.48

1.31

1.31

1.26

1.21

1.16

1.21

1.24

1.19

1.18

1.16

1.86

1 86

1.66

1.61

1.46

1.51

1.51

1.51

1.51

1.56

1.68

1.86

2.58

2.36

2.07

2.46

Dec.

5.68

5.18

6.38

6.83

7.28

8.23

7.48

6.48

4.68

4.18

4.08

5.20

5 10

6.25

Dec.

1.88

1.94

2.56

2.46

1.96

1.88

1.96

6.76

5.56

5.26

oGage height over the top of the gage, 5 feet. Conditions of flow affected by ice conditions December 

5 to 9, 15 to 20, and 22 to 23, 1907. The remainder of December, 1907, assumed unaffected by ice.

6 Observations discontinued January 27 to April 5 and December 11 to 31, 1908, on account of poor 

winter conditions due to river packing with anchor and shell ice. Conditions of flow also affected by 

anchor ice January 1 to 26 and December 1 to 10, 1908.

The gage was carried away by the ice March 30, 1908. Readings April 6 to June 26 estimated from 

observer's readings, which were based on temporary reference points and the gage heights at Wells and 

Hadley. The record during this period is very uncertain.
SACANDAGA KIVEE BASIN. 

Rating table for Sacandaga River at Northville, N. Y'., for 1907-8.

201

Gage 

height.

Feet.

0.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Sec.-ft.

32

47

65

87

112

140

170

205

245

290

340

395

455

520

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Sec.-ft.

590

660

735

815

900

990

1,085

1,185

1,290

1,400

1,510

1,630

1,750

1,880

Gage 

height.

Feet.

Discharge.

Sec.-ft.

3.40 2,010

3.50

3. 60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

2,150

2,290

2,440

2,590

2,750

2,910

3,230

3,570

3,910

4,270

4,650

5,040

5,450

Gage 

height.

Feet.

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

Discharge.

Sec.-ft.

5,870

6,310

6,770

7,250

7,750

8,270

8,810

9,370

12, 430

15,850

19,600

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 18 

discharge measurements made during 1907-1909, and is well defined. The above table has been revised 

and diflers slightly from that published in Fourth Annual Report of the state water-supply commission 

of New York.

Monthly discharge of Sacandaga River at Northville, N. Y.,for 1907-8. 

[Drainage area, 740 square miles.]

Month.

1907.

1908.

July.................... ... .. ........

Discharge in second-feet.

Maximum.

83 

2,070 

7,000 

18,400 

10,800

18,900

16,600 

3,070 

799 

290 

330 

783 

1,170

18,900

Minimum.

69 

74 

632 

972 

750

1,650 

205 

112 

65 

36 

80 

158

36

Mean.

78.2 

550 

2,000 

3,420 

3,050

1,430 

2,660 

2,880 

9,600 

6,040 

862 

252 

144 

63.9 

208 

389 

446

2,080

Per 

square 

mile.

0.106 

.743 

2.70 

4.62 

4.12

1.93 

3.59 

3.89 

13.0 

8.16 

1.16 

.341 

.195 

.086 

.281 

.526 

.603

2.81

Run-off 

(depth in 

inches on 

drainage 

area).

0.03 

.83 

3.11 

5.16

4.75

2.22 

3.87 

4.48 

14.50 

9.41 

1.29 

.39 

.22 

.10 

.32 

.59 

.70

38.09

Accuracy.

B. 

B. 

A. 

A.

C.

C. 

C.

c. 

c. 

c.

c.

A. 

A. 

B. 

A. 

A. 

C.

NOTE. Discharge January to April, 1908, and December, 1907 and 1908,also missing days 1907, estimated 

on the basis of Sacandaga at Hadley. Values for April and May are probably somewhat too large. Discharge December 5 to 9,1907,770 second-feet; December 15 to 23,1907,1,840 second-feet. (See rating-table 

footnote.)

SACANDAGA RIVER NEAR HADLEY, N. Y.

This station is located on the steel highway bridge about 24 miles 

west of Hadley, where the Sacandaga enters the Hudson, between the 

towns of Corinth and Hadley. It was established September 13, 

1907, in cooperation with the New York state water-supply commission, to obtain general statistical and comparative data regarding the 

flow of the Sacandaga River, which has important storage and power 

possibilities.
202 STJEFACE WATEK SUPPLY, 1907-8.

The nearest dam is at Conklingville, about 3^ miles upstream, and 

is partially washed away and not in use at present. Occasional log 

jams occur in the vicinity of this station, causing backwater. (See 

PL V, A.) The discharge is somewhat affected by ice during the 

winter months.

The datum of the gage has remained the same during the maintenance of the station. Conditions for obtaining the accurate discharge 

are fair, except during the existence of log jams. The rating curve 

is not well defined.

Information in regard to this station is contained in the annual 

report of the state water-supply commission of New York.

Discharge measurements of Sacandaga River near Hadley, N. Y., in 1907-8.

Date.

1907.

October 25 6....

Do. 6. ......

1908.

June 24........

July 3. .........

July 17 b .......

Hydrographer.

.....do.............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

D. M. Wood. .......................................

G. W . Brett ........................................

.....do..............................................

.....do................... ...........................

D. M. Wood .......................................

Width.

Feet. 

80

263

240

194

250

250

200

200

250

120

120

115

106

104

195

187

144

95

108

100

Area of 

section.

Sq.ft.

80 4

551

447

642

892

898

916

617

466

442

381

372

85.4

544

518

Gage 

height.

Feet. 

0.90

2.78

2.35

2.77

2.80

2.23

2.23

2.88

3. ,50

3.80

2.37

2 1±

1.86

1.65

1.51

1.51

1.11

2.43

2.68

Discharge.

Sec.-ft. 

130

1,810

1,680

895

914

1.970

3.930

4,510

1,150

524

213

215

183

122

660

477

a Wading measurement about 3,000 feet above the gage.

i> Measurement made from a boat about 1 mile below the gage.

c Measurement made 200 feet below boat section.

d Partial ice conditions.

NOTE. All the above measurements, although accurately made, are very inconsistent, owing to logjams, 

ice conditions, and changing conditions of flow at this station.

Daily gage height, in feet, of Sacandaga River near Hadley, N. Y'., for 1907-8. 

[W. W. Jeffers, observer.]

Day.

1907. 

1. ..............

2.. .............

3.......... ..

4..............

5...............

6...............

7

8...............

9...............

10............ .

11...............

12...............

13...............

14...............

15...............

Sept.

........

2.75

2.6

2.25

Oct.

2.9

2.9

2.85

2.9

3.7

3.6

3.5

2.95

Nov.

4.05

4.05

4 45

4 6

4.65

5.6

4.8

4.55

4.35

4 0

3

0

Dec.

2.35

2.3

2.3

2.25

2.2

2.15

2.1

2.15

2.3

2.55

3.8

4.7

4.55

3.7

Day.

1907- 

16...............

17...............

18...............

19...............

20...............

21 ...............

22............. .

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Sept.

2.05

1.8

1.75

1.7

1.65

1.75

1.9

2.05

2.0

1.95

2.0

2.6

Oct.

2.85

2.75

2.6

2.4

2.35

2.35

2.25

2.25

2.2

2.15

2.1

2.1

2 9

4.3

4.45

4.4

Nov.

3.7

3.4

3.0

2.8

2.75

2.6

2.65

2.7

2.75

2.7

2.6

2.55

2.5

2.45

2.4

Dec.

3.45

3.25

3.15

3.0

2.9

2.85

2.8

3.05

3.5

3.85

4.05

4.2

4.0

4.05

4.25

4.4
SACANDAGA ETVEE BASIN. 203 

Daily gage height, in feet, of Sacandaga River near Iladley, N. Y., for 1907-8 Continued.

Day.

1908. 

1...............

3...............

5...............

6...............

8...............

9

10...............

11............... 

12...............

13...............

14...............

16...............

17...............

18...............

19...............

20...............

21............... 

22............... 

23...............

24...............

25...............

26..... ......

27...............

28...............

29...............

30...............

31...............

Jan.

4.4

4.2

3.05

3.3

2.85

2.7

2.0

2. 0

2.8

2.0

2! 5°

2. 45 

2.4

2.35 

2.3

2.25

2.2

2 2

2 1

2.0

2.3

2.7

3.5

Feb. 

3.9

.......

7 3

4.8

4.55 

4.35

4.15 

3.95 

3.8

3.05 

3.5

3. 15

3.1

2.95

Mar.

2.85

2 7

2. 65

2.0

2. 55

2.4

9 ^

2.2

2.45 

2.7

3. 05

3.35 

3. 5

3. 55

3.6

q c

3.4 

3.35

3.3 

3.4

3.55

3.95

4.15

5.75

0.15

Apr.

5.85

5.2

4 55

4. 35

r o

5.0

o. 95

5. 55 

5.4

5.1

4.85

4. 45 

4.55 

4 9

5. 3

6.3

May. 

0.35

0.2

6.1

6.0

5.15

4 95

4.8

4. 25

3.95 

3.85

¥<*

.......

- 

June.

"2. 05"

9 1 ~

2.0

1.95

July. 

1.95

1 9

1.85

1 9

1 9

1 9

1.85

1.75

1.7

1.05

1.7

1.85

2.15 

2.4

2.4 

2.3

2.05 

1.95

1 QF;

1 S^

1 S^

1 9

1 S

1.75

Aug. 

1.05

1.45

1.5

1 7

1.75

1.75

1.65

1.55

1. 55

1.45

1.45 

1.5

1.55 

1.6

1.55 

1.5 

1.45

1.45 

1 45

1 45

1.45

1.4

1.35

Sept.

1.35 

1 3

1.25

1.2

1 15

1.15

1. 15

1.15 

1.15

1.15

1.1

1.1

1.05

1.05 

1.05

1.05 

1.05

1.05

1.05

1 G5

Oct. 

1.85

2.0

1 9

1.75

1.35

1.65

1.65

1.8

1 S

1.6

1. 55 

1.55

1.5 

1.5

1.45 

1.45

1 45

1.4

1 45

2 12

2.7

2.8

2.95

Nov.

2.25

2.4

2.3

9 *}

1 9

1 OK

1 9

1.95

2.1

2. 15 

2 2

2.15 

2 15

2.1

2.1

2.1 

2.1

2.2 9 ?

9 1

2.6

2.7

2.7

Dec.

2.6 

2.6

2.5

2 4

2.1

2.15

2.3

2.4

2.5 

o 65

2.8

2.8 

2 7

2.7

2.6

2.5 

2.5

2.5 

2.55

2.6

2.7

2.6

NOTE. River frozen February 2 to 15, and December 13 to 31, 1908. Conditions of flow may also have 

been affected more or less by ice during January to March. No observations made May 24 to June 24 on 

account of log jam at the gage. June 25 to July 3, observations were made from a temporary reference 

point on the bridge. Conditions of flow were affected after July 2 by a log jam near the bridge.

Rating tables for Sacandaga River at Hadley, N. Y.

SEPTEMBER 13, 1907, TO MAY 23, 1908.

Gage

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Dis- Gage.

charge. 1 height.

Sec.-feet.

150

180

210

250

290

340

400

400

520

1. 90 1 590

2. 00 1 070

2.10 700

Feet.

2.20

2.30

Discharge.

Sec.-feet.

Gage Disheight, charge.

Feel. Sec.-feet.

870 ' 3.40 3,000

990 3. 50

2. 40 1. 120

2.50

2.00

2.70

2.80

2.90

3.00

3.10

3.20

3.30

1,200

3. CO

3.70

3,320

3,590

3,870

1,410 3.80 4,160

1.570

1,740

1,920

3. 90 4, 460

4.00 4,770

4. 20 5, 420

2, 120 , 4. 40

2,340

2,570

2,810

4.00

4.80

5.00

6, 110

6.850

7,040

8,470

Gage Disheight, charge.

Feet.

5.20

5.40

5.00

5.80

6.00

0.20

6.40

0.60

6.80

7.00

8.00

9.00

Sec.-feet.

9, 320

10, 180

11,0(10

11,970

12, 890

13,810

14, 730

15, 670

16, 610

17,550

22,350

27,250

NOTE. This table is not applicable for ice or obstmcted-channel conditions. It is based on discharge 

measurements made during 1907-9, and is not well defined. The above table has been revised and differs 

slightly from that published in the fourth annual report of the state water supply commission of New 

York on the basis of additional data more recently available.

MAY 24, 1908, TO DECEMBER 31, 1908.

0.80

.90

1.00

1.10

1.20

1.30

75

90

105

125 '

145

170

1.40

1.50

1.60

1.70

1.80

1.90

195

225

255

290

325

305 '

2.00

2.10

2.20

2.30

2.40

2.50

410

400

515

575

640

705

2.60

2.70

2.80

2.90

3.00

775

850

940

1,035

1,150

NOTE. This table is applicable only during the periods when the discharge was affected by logjams. 

It is based on 7 discharge measurements made during 1908, and is fairly well defined between gage 

heights 1.1 feet and 2.4 feet.
204 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Sacandaga River at Hadley, Ar. Y., for 1907-8. 

[Drainage area, 1,050 square miles.]

Month.

1907.

1908.

April....................................

July.....................................

Discharge in second-feet.

Maximum.

1,660 

0,290 

11,100 

7,240

6,110 

n25,000

13,600 

15,000 

14,500

640 

308 

272 

1,090 

850 

921

25,000

Minimum.

400 

760 

1,120

760

670

870 

5,940

388 

272 

182 

115 

182 

345 

442

115

Mean.

736 

2,260 

4,160 

3,040

1,900 

3,420 

3,480 

10,200 

7,440 

1,300 

382 

233 

138 

367 

521 

637

2,500

Per 

square 

mile.

0.701 

2.15 

3.96 

2.90

1.81 

3.26 

3.31 

9.71 

7.09 

1.24 

.364 

.222 

.131 

.350 

.496 

.607

2.38

Run-off 

(depth in 

inches on 

drainage 

area).

0.47 

2.48 

4.42 

3.34

2.09 

3.52 

3.82 

10.83 

8.17 

1.38 

.42 

.26 

.15 

.40 

.55 

.70

32.29

Accuracy.

C. 

C. 

B. 

C.

C. 

C. 

C. 

C. 

C. 

C. 

C. 

C. 

D. 

D. 

C. 

C.

a Estimated. See rating table foot-note.

BATTENKILL RIVER AT BATTENVILLE, N. Y.

This temporary station was located at the covered highway bridge 

at Battenville just below the mill of the Phoenix Paper Company, 

and about 5 miles from Greenwich. It was established September 

24, 1908, discontinued December 12, 1908, and reestablished July, 

1909.

The station was maintained to obtain data regarding the lowwater flow of Battenkill River.

Whitaker Brook enters about 1^ miles above the station. Power 

is developed at a number of places on this river, the nearest being 

about 1,500 feet above the station. At East Greenwich, 3^ miles 

farther up, is another dam. Below, there are dams at Center Falls 

and Greenwich, 2£ and 5 miles distant, respectively.

Information in regard to this station is contained in the reports 

of the state engineer and surveyor, State of New York.

Discharge measurements of Battenkill River at Batteni'ille, N. Y., in 1908.

Date.

October 28.....

Hydrographer.

.... .do. .............................................

Width.

Feet. 

55

57

Area of 

section.

Sq. ft.

ci 7

60.6

Gage 

height.

Feet.

5.80

Discharge.

Sec.-ft. 

82.3

108

NOTE. Measurements made by wading.
PISH CHEEK. 205

Daily gage height, in feet, of Battenkill River at Battenville, N. Y.,for 1908. 

[Win. R. Hobble, observer.]

Day.

1. ..............

3. ............ ..

6. ..............

8. ..............

9

10...............

13...............

14...............

15...............

Sept. Oct.

5.81

5.78

5.83

5.78 

5.76 

5.74

5.78

5.85

5.94

5.94

Nov.

5.85

5.95

5.82 

5.84

5

QQ

5.86

5.78

5.87

6.11

5.90

Dec.

5.85

5.78

5.73

5.89

5.91 

6.06

Day.

16...............

18...............

19...............

20...............

21...............

22

23............... 

24...............

25............... 

26...............

28...............

29...............

30...............

31...............

Sept.

5.77

5.76

5.79

Oct.

5.86

C QJ.

5.84

5.88

C ftl

5.82 

5.80

5.73

5.74

5.80

5.91

6.02

Nov.

6.00

5.90 

c on

5.88 

5.87

6.05

6.14

5.98

Dec.

........

NOTE. River frozen December 9.

FISH CREEK AT BURGOYNE, N. Y.

This temporary station was located at Brandt's bridge at Burgoyne, N. Y. It was established August 25, 1904, and discontinued 

June 30, 1905; was re-established August 28, 1908, and again discontinued November 30, 1908.

It has been maintained to obtain data regarding the low water 

flow of Fish Creek, which is the outlet of Saratoga Lake, and an 

important stream for power.

The station is about 6j miles above the junction of Fish Creek 

with the Hudson. Above the station is Saratoga Lake, which serves 

as a storage basin, the main portion being about 4^ miles distant.

There is no relation between the gage datum used in 1904 and that 

used in 1908.

The records obtained during 1908 are fairly good, although based 

upon very few discharge measurements. The station is not suitable 

for permanent records owing to the prevalence during the summer 

and fall of grass and aquatic plants in the channel.

Information in regard to this station is contained in the reports 

of the state engineer and surveyor, State of New York.

Discharge measurements of Fish Creek at Burgoync, N. Y., in 1908.

Date.

September 22 . .

Hydrographer.

.....do..........----......---....------....-----....

Width.

Feet. 

82.5

83

83

Area of 

section.

Sq. ft. 

183

171

197

Gage 

height. 

 

Feet. 

0.87

.60

92

Discharge.

Sec.-ft. 

88.4

66.9

128
206 SUKFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Fish Creek at Burgoyne, N. Y.,for 1908. 

[Frank E. Ward, observer.]

Day.

1. ......

2.......

3.......

4.......

5. ------

6-.-.-..

8---....

10.-.-...

11.......

14.......

Aug. Sept.

0.85

.85

.85

.95

.95

.95

.9

.85

.85

.85

.85

.8

.75

.8

.75

0

0.65 

.65 

.65

Nov.

1.25

1.1

1.05

1.0

1.0

1.0

1.0

.85

.8

.85

Or.

.85

Dec.

0. 95

1.0

.85

.85

1.0

1.0

.95

.85

1.0

1.2

1.1

1.0

Day.

16.......

17.......

18.......

19.......

20. ......

21.......

22.......

23.......

24. ......

26.......

27.......

28.......

29.......

30.......

Aug.

6.9

.95

.9

.85

Sept.

0.75

.75

.55

.6

.6

.6

.6

.55

.6

.75

.6

.65

.65

Oct.

0.65

.65

.8

.7

.65

.65

.65

.65

.65

.75

.9

.95

.95

1.05

Nov.

0.9

.85

.85

.85

.85

.85

1.1

g

.9

g

.95

1.1

.9

Dec.

1.0

1.1

1.0

1.0

1.2

1.1

1.0

1.0

Rating table for Fish Creek at Burgoyne, N. Y.,for 1908.

Gage 

height.

Feet. 

0.50 

0.60

Discharge.

Sec.-ft. 

51 

63

Gage 

height.

Feet. 

0.70 

0.80

Discharge.

Sec.-ft. 

77 

93

Gage 

height.

Feet. 

0.90 

1.00

Discharge.

Sec.-ft. 

112 

133

Gage 

height.

Feet. 

1.10 

1.20

Discharge.

Sec.-ft. 

157 

183

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 3 

discharge measurements made during 1908 and is only approximate.

Monthly discharge of Fish Creek at Burgoyne, N. Y.,for 1908. 

[Drainage area, 236 square miles.]

Month.

Discharge in second-feet.

Maximum.

122 

145 

197 

183

Minimum.

57 

57 

93 

102

Mean.

88 

78.9 

126 

134

Per 

square 

mile.

0.373 

.334 

.534 

.568

Run-off 

(depth in 

inches on 

drainage 

area).

0.42 

.39 

.60 

.49

Accuracy.

pppp

HOOSIC RIVER BASIN. 

DESCRIPTION.

Hoosic River rises on the west slope of the Hoosac Mountains in 

Vermont and Massachusetts. Two head branches, one flowing southward and the other northward along the west slope of this range, unite 

at North Adams, Mass., and the stream then flows northwestward, 

entering the Hudson 3 miles north of Mechanicville. Above Buskirk the drainage basin is rugged and precipitous, the distribution 

of tributaries affording rapid concentration of the run-off from the 

steep rock slopes. The ridges are sparsely wooded. The soil in the
HOOSIC EIVEB BASIN. 207

valleys is generally firm and tenacious. The general elevation of 

the valley at the junction of the headwaters is 1,000 feet. Numerous 

dams, affording power for textile, agricultural implement, and other 

industries, are scattered throughout the length of the stream from 

North Adams to Schaghticoke. The drainage basin contains no 

important lakes and but one storage reservoir, at Farnam, near the 

head of the South Branch.

South of Hoosic River the state boundary follows the Taconic 

Ridge, which forms the divide between the Hoosic in Massachusetts 

and the Little Hoosic in New York.

HOOSIC RIVER AT BUSKIRK, N. Y.

This station is located at the highway bridge in Buskirk, N. Y., 

and was established September 25, 1903.

It has been maintained to obtain data regarding the flow of this 

stream, the records being of especial value because of the considerable 

amount of water power, both developed and unutilized.

Walloomsac River enters about 5 miles above this station; but 

there are no large tributaries downstream in a distance of about 17 

miles to the mouth, except Tomhannock Creek.

Numerous dams are scattered throughout the length of the river 

from North Adams to Schaghticoke, the first one above Buskirk 

being at Hoosic Falls, 7 miles distant. During the winter months the 

discharge is considerably affected by the presence of ice.

The datum of the gage has remained the same during the maintenance of the station. Conditions for obtaining the accurate discharge are good, and a very good rating curve has been developed.

Information in regard to this station is contained in the annual 

reports of the state water supply commission, of New York, and of 

the state engineer and surveyor, State of New York.

Discharge measurements of Hoosic River at Buskirk, N. Y., in 1907-8.

Date.

1907.

1908.

Hydrographer.

W. G. Hoyt. .......................................

D. M. Wood. .......................................

D. M. Wood... .....................................

.....do..............................................

D. M. Wood.. ......................................

Width.

Feet. 

124

124

142

112

125

132

128

121

108

Area of 

section.

Sq.ft.

411

1,020

428

473

612

444

376

188

Gage 

height.

Feet. 

1.97

2.19

6.54

2.46

2.71

3.84

2.30

1.30

1.80

1.92

Discharge.

Sec.-ft.

429

4,870

700

822

1,830

610

85.9

239

87.8

a Considerable needle ice; river frozen somewhat. 

6 Measurement made by wading.

c Measurement made under ice conditions about 200 feet below the bridge. 

0.8 foot; gage height to top of ice, 2.02 feet. Some anchor ice.

Average thickness of ice,
208 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Hoosic River at BusTcirTc, N. Y.,for 1907-8. 

[John V. Henry, observer.]

Day.

1907.0

2...............

3........ ......

5...............

7...............

8. ..............

9

10.... ...........

11...............

12...............

13.. ....... ......

14...............

15... ............

16...............

17...............

19...............

20..... ..........

21...............

22...............

23...............

24...............

25.... .... .......

26.... ...........

27...............

28. ..............

29...............

30. ..............

31...............

1908.6 

1.. .............

2...............

3...............

5...............

6...............

7...............

9

10...............

11...............

12...............

13...............

15...............

16...............

18...............

19. ..............

20.-....--.....-.

21...............

22...............

23...............

24. ..............

25...............

26...............

27...............

28. ..............

30...............

31...............

Jan.

5.55

3.9

5.65

4.95

3.7

3.65

4.05

3.5

3.5

3.25

2.8

2.9

2.6

2.3

3.45

4.5

4.55

3.5

3.3

3.15

2.85

2.8

2.65

2.85

3.05

2.95

2.9

2.7

2.85

5.3

3.75

3.05

2.9

2.75

2.7

2.4

2.55

2.65

2.4

2.6

9 7%

2.7

2.65

3.5

Feb.

3.55

3.2

3.35

3.15

3.15

3.3

3.1

3.15

3.2

3.25

3.25

10 9

7.55

4.2

3.35

3.1

3.0

2.85

3.0

2.65

2.7

2.75

2.65

0 fl

2

7C

2

C

Mar.

4.65

3.7

3.45

3.55

3.3

2.9

2.75

2.85

3.6

4.1

3.5

3.4

3.5

5.05

6.1

6.4

5.15

2.3

3.1

2.55

2.45

2.5

2.25

2.5

2.35

2.5

4.35

4.9

6.1

5.15

0 fi

3.35

3.1

2.8

5.7

4.55

3

QC

5 OK

5.85

6 9

4.6

Apr.

4.25

3.3

3.6

3.05

3.0

2.75

2.95

2.7

3.15

3.25

3.15

3.1

3.15

2.75

2.75

2.55

2.8

2.9

4.2

4.05

3.85

5.2

4.2

3.55

3.85

4.1

3.6

2.95

3.15

3.4

o 7

4.4

4.3

4.05

3.85

3 Q

4.8

3.65

3.7

3.65

4.05

3 7

4.6

3 Q

0 «C

May.

3.7

3.1

3.35

3.15

3.1

3.45

3.25

2.95

3.1

2.75

2.55

2.4

2.6

3.25

3.2

2.95

2.65

2.65

2.55

2.45

2.35

2.65

2.5

2.3

2.35

4.65

4.05

Q Q

3.3

3.35

5

fiC

5.15

4.4

3.9

3.6

3

0

3.05

2.85

2.9

2.7

2.75

9 7

9 8£

2.6

2.4

2.8

3.6

June.

2.35

3.2

3.1

3.5

3.35

3.25

2.7

2.6

2.55

2.4

2.25

2.25

2.15

2.3

2.2

2.2

2.05

1.8

2.1

2.5

2.15

2.1

2.6

3.15

2.55

2.35

2.2

2.05

2.1

9 1

2.1

1.95

1.95

2.0

1 9

1 9

2.65

2.25

2.05

1.9

1.8

1.95

1.95

2.65

9 Q

9 n

1 9

1.75

July.

3.25

2.45

2.65

2.1

1 9

1 9

1.9

3.1

3.4

3.2

2.55

2.2

2.15

2.3

2.2

4.45

3.0

2.7

2.5

5.5

3.45

2.55

2.25

2.2

2.05

2.1

1.8

1.75

1.7

1 9

1.8

1.65

1.75

1.6

1 9

1.5

1.6

1 8

1.75

1 7^

1.9

1.85

1.75

2.3

2 A

1.95

3.0

3

n

9 1^

1.95

1 9

1.85

1.85

Aug.

2.0

2.2

3.2

1.95

1.8

1.9

1.75

1.75

1.7

1.6

1.6

1.7

1.5

1.7

1.4

1.5

1.5

1.6

1.6

1.55

1.6

1.45

1.6

1.35

1.5

1.55

1.55

1.5

1.6

1.85

1.55

1.75

1 9

2.3

1.85

1.85

1.85

1.9

1.85

1.85

1 Q^

2.3

2.1

1.95

1.95

1.95

1.95

i SP;

1 S^

1 7^

1 S

1 7^

1.5

Sept.

1.4

1.5

1.65

1 9

2.0

1.75

1 9

1 9

1 9

2.5

2.0

1.85

1.7

1.75

1.75

1.8

1.8

1.8

1.65

2.1

3.65

3.05

2.4

2.2

2.8

3.7

1.8

1.75

1.65

1.6

1.45

.1.5

1.6

1.55

1.65

1.6

1.5

1.45

1.45

1.45

1.6

1.5

1.5

1.25

1.55

1.55

1.35

1.3

1.4

1 1^

1 9^

1.5

1 ^

Oct.

3.1

2.7

2.5

3.65

3.15

2.9

3.9

4.15

3.3

3.0

4.4

3.65

3.3

3.0

2.85

2.75

2.6

2.45

2.3

2.7

2.5

2.35

2.3

f) 9

2.2

2.15

2.2

8.8

7.55

5.05

1.65

1.5

1.45

1.5

1.6

1.6

1.55

1.5

1.5

1.6

1.5

1.5

1.4

1.5

1.55

1.4

1.35

1.5

1.45

1.3

1.35

1.3

1 9^

1.5

1 7^

1.8

1.7

Nov.

4.25

4.15

6.55

4.9

4.05

3.85

8.9

5.9

4.8

4.3

4.2

3.75

3.45

3.35

3.3

3.1

2.9

2.9

2.9

2.75

2.7

2.7

2.75

2.5

2.6

2.5

2.5

2.45

2.6

2.45

1.5

1.5

1.55

1.5

1.45

1.55

1.5

1.45

1.6

1.5

1.6

1.55

1.5

1.5

1.6

1.6

1.7

1.65

1.6

1.65

1.5

1.6

1.7

1.65

1 Z.Z.

1.5

1.4

1.6

Dec.

2.3

2.35

2.35

2.4

2.1

2.35

2.45

2.25

2.25

4.9

7.1

4.6

3.65

3.5

3.15

3.3

3.15

3.25

2.95

2.85

2.75

2.7

3.1

6.1

4.35

3.85

3.5

3.6

3.8

3.6

4.0

1.5

1.4

1.45

1.5

1.5

1.4

1.55

2.35

2.1

2.95

2.8

2.9

2.65

2.65

2.55

1.95

2.0

2.05

2.25

2.05

2.05

2.1

2.05

9 n^

2 25

2.15

2.2

a River frozen January 19 to March 14, 1907. Anchor ice reported running January 8 and 16, 1907- 

Discharge also probably affected by ice conditions January 17 to 19, 1907.

6 Ice conditions prevailed from about January 30 to February 15, and December 4 to 31. Gage heights 

during the frozen period were taken to water surface in a hole in the ice.
HOOSIC KIVEB BASIN. 209

Rating table for Hoosic River at BusHrk, N. Y'.,for 1903 to 1908.

Gage 

height.

Feet.

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec.-ft.

74

106

140

176

216

260

308

359

412

467

524

582

642

704

769

Gage 

height.

Feet. 

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Discharge.

Sec.-ft.

837

909

985

1.065

1,149

1,236

1,326

1,419

1,515

1,614

1,716

1.822

1,930

2,040

2,150

Gage 

height.

Feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Sec.-ft.

2,265

2,380

2,495

2,615

2,735

2,860

2,985

3,110

3,240

3,500

3,770

4,040

4,320

4,600

4,890

Gage 

height.

Feet.

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

Discharge.

Sec.-ft.

5,180

5,480

5,780

6,080

6,390

6,700

7,010

7,320

7,630

9,230

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measurements made during 1903-1908, and is well defined.

Monthly discharge of Hoosic River at Buslcirk, N. Y., for 1907-8. 

[Drainage area, 579 square miles.]

Month.

1907.«

April...................................

July....................................

1908.&

April...................................

July. ...................................

The vear ..........................

Discharge in second-feet.

Maximum.

4,110

5,180

3,500 

2,860 

1,770 

3,900 

1,240 

1,720 

8.910 

9,070 

6, 240

9,070

3,640

6,930

3,900 

4,890 

1.370 

1.060 

1,150 

308 

308 

260

6. 930

Minimum.

736 

582 

308 

359 

123 

140 

495 

673 

467

123

553 

1,020 

612 

284 

176 

176 

90 

90 

140

Mean.

300 

1,340 

1,410 

1.080 

758 

875 

277 

542 

1.710 

1,890 

1.550

1.090

1,030 

1,120 

2,000 

1,960 

1,680 

532 

378 

410 

179 

183 

200 

130

90 817

Per 

square 

mile.

2.28 

.518 

2.31 

2.44 

1.87 

1.31 

1.51 

.478 

.936 

2.95 

3.26 

2. C8

1.88

1.78 

1. 93 

3.45 

3.39 

2.90 

.919 

.653 

.708 

.309 

.316 

.345 

.225

1.41

Run-off 

(depth in 

inches on 

drainage 

area).

2.63 

.54 

2.66 

2.72 

2.16 

1.46 

1.74 

.55 

1.04 

3.40 

3.64 

3.09

25.63

2.05 

2.08 

3.98 

3.78 

3.34 

1.03 

.75 

.82 

.34 

.36 

.38 

.26

19.17

Accuracy.

B. 

D. 

B. 

A. 

A. 

A. 

A. 

C. 

B. 

A. 

A. 

A.

A.

C. 

A. 

A. 

A. 

A. 

B. 

B. 

C. 

C.

c.

D.

a Discharge during the frozen periods 1907 estimated on the basis of comparisons with the discharge of 

Kinderhook Creek at Rossman.

Second-feet. 

Discharge Janunry 17 to 31. 1907.......................................................... 600

March 1 to 14,1907............................................................. 350

& Discharge during the frozen periods 1908 estimated partly on the basis of Kinderhook Creek at Rossman.

Second-feet. 

Discharge January 30 to 31............................................................. 650

February 1 to 14............................................................. 400

February 15................................................................. 6.000

December 5 to 31............................................................ 125

16254 IRR 241 10- -H
210 SURFACE WATER SUPPLY, 1907-8.

MOHAWK RIVER BASIN.

DESCRIPTION.

Mohawk River, the largest tributary of the Hudson, rises in the 

sandy hills south of Booneville, in western»New York, about 40 miles 

from the east end of Lake Ontario. Its uppermost tributaries are 

fed by large springs. The river receives also considerable water 

brought in from the adjacent Black River drainage basin for the 

supply of Black River and Erie canals. The Mohawk flows southward until it reaches the city of Rome, at which point it turns toward 

the east, flowing across the State in a course nearly east until it enters 

the Hudson at Cohoes, a few miles above Troy. Its total length is 

about 140 miles, and its drainage area comprises 3,470 square miles. 

The immediate valley of the Mohawk is broad and open, at many 

places a mile or two in width, and the flats which border the stream 

have a rich alluvial soil, finely adapted to the raising of grass, grains, 

and broom corn. Back from the flats there is a rise, in most places 

gradual but locally abrupt, to hills which attain altitudes several 

hundred feet above the stream. The more elevated lands are covered 

with sandy and gravelly loam. Toward the mouth of the river the 

valley becomes more contracted and the meadows disappear.

Above Rome the Mohawk flows through a deep gorge in shale rock. 

From Rome eastward to Little Falls the valley is deeply filled with 

alluvial deposits, and the flood plains on either side become submerged during freshets, thus acting to some extent as storage reservoirs. At Little Falls the river cuts through a rocky gorge, whose 

walls rise precipitously 500 or 600 feet.

Below Rome, the fall of the river is small and rather uniform, and 

the river is characterized by long, quiet reaches with slight riffles; 

but at Little Falls this uniformity is broken, and the stream descends 

in a succession of falls about 45 feet in half a mile. The average fall 

between Rome and the lower aqueduct at Crescent, a distance of 

110.7 miles, is 2.43 feet per mile; thence to the level of slack water 

above Troy dam there is a farther descent of 149.5 feet in 4.4 miles, 

but of this 105 feet is included within the improved power at Cohoes.

The Erie Canal parallels the Mohawk River and derives a part of 

its water supply from it. The new barge canal, at present under 

construction by the State of New York, will utilize by canalization 

the greater portion of the river between Albany and Utica. The 

water supply for the new canal in the section between Syracuse and 

Utica will to a large extent come from the Mohawk. A high dam is 

to be placed across the Mohawk at Delta, 6 miles north of Rome, 

forming a large reservoir to supply the summit level of the canal near 

Rome. This supply will be supplemented by a reservoir on West 

Canada Creek at Hinckley, discharging by a conduit into Ninemile 

Creek and thence to the Rome summit level.
MOHAWK RIVER BASIN. 211

Important tributaries of the Mohawk are West and East Canada 

and Schoharie creeks.

West Canada Creek rises in West Canada Lake, in southwestcentral Hamilton County and flows in a southerly direction into the 

Mohawk at Herkimer. Its drainage area, comprising approximately 

583 square miles, contains about 50 small lakes and ponds and a small 

amount of artificial storage, which, with the numerous swamps and 

marshes in the region of the headwaters, serve to make the regimen 

of flow fairly uniform. A considerable part of the basin is timber 

covered. The underlying rock is granitic gneiss in the upper portion 

of the basin, with limestone in some places. Heavy accumulations 

of snow occur during the winter. At Trenton Falls is an important 

development of the Utica Gas and Electric Company, and there is 

much undeveloped power 011 this stream.

East Canada Creek rises in Hamilton County and flows southward 

between Herkimer and Fulton counties, joining the Mohawk at East 

Creek. In a general \vay its drainage basin is similar to that of West 

Canada Creek, although its flow is less sustained and regular.

Schoharie Creek has its source in the Catskills, about 2 miles east 

of Tannersville, at an elevation of 1,940 feet. The drainage basin is 

generally irregular. In places its slopes are almost precipitous, 

and it is extensively forest covered. The overlying rocks are slaty 

and allow but a slight depth of percolation. The soil is generally of 

clay. The total drainage area is 909 square miles.

MOHAWK RIVER AT LITTLE FALLS, N. Y.

There are three dams at Little Falls: The upper one is the state 

dam diverting water for the supply of the Erie Canal; the lower two 

are used for water-power development. Records of flow have been 

kept at the lower (Gilbert's) dam since 1898 by the United States 

Geological Survey in cooperation with the state engineer department, 

the results for 1907 being furnished by the latter. The dam is of 

masonry, planned in the form of a circular arch, and furnishes power 

for the Astoronga Knitting Mill and the mill of the Little Falls Paper 

Company. As the gage record is kept at the lower dam the results 

do not include the diversion at the state dam above the gaging 

station.

Conditions for obtaining accurate discharge data are fair, and the 

results are considered to be fairly good.

Information in regard to this station is contained in the reports 

of the state engineer and surveyor, State of New York.
212 SURFACE WATEE SUPPLY, 1907-8.

Daily discharge, in second-feet, of Mohawk River at Little Falls, N. T.,for 1907.

Day.

1. .............

2........... ..

3..............

4..............

5......C.......

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..............

Jan.

.......

Feb. Mar.

.......

Apr. May. June.

1,456

si, 084

1,296

1,307

1,258

2,664

4,770

3,460

ol,862

1,574

1,523

1,566

1,145

994

1,258

ol,696

960

987

895

865

924

865

a 463

951

951

1,022

1,020

985

0818

July.

1,975

2,530

2,581

1,279

1,151

1,126

o498

783

790

834

769

1,104

1,151

«580

1,136

834

863

1,262

1,262

1,033

1,061

1,102

1,783

2,064

1,704

ol, 038

970

936

936

Aug.

1,044

1,567

1,803

ol,388

1,118

994

1,024

889

859

812

o394

677

719

1,387

922

856

722

o396

375

662

658

433

567

254

o308

299

457

517

418

452

325

Sept.

o260

82

507

1,335

2,914

1,943

1,335

0622

977

1,020

3,514

6,644

4,222

1,732

o2, 105

1,190

775

898

775

737

1,206

ol, 147

1,198

1,337

1,787

1,886

1,836

1,443

ol, 495

3,391

Oct.

3,254

1,846

1,276

3,385

5,516

o3, 675

3,066

5,744

8,473

5,164

3,808

4,024

o3, 183

2,755

2,063

1,802

1,430

1,233

1,187

«1, 197

1,614

1,564

1,380

1,284

1,245

1,206

o910

5,351

6,772

5,218

2,995

Nov.

2,299

2,058

«4, 015

7,453

5,758

3,995

13, 437

11,705

9,646

«5, 367

4,684

2,704

2,856

2,706

2,368

1,985

o2,007

2,106

1,972

1,974

2,231

1,417

2,324

ol, 730

1,947

2,100

2,101

2,181

2,111

2,405

Dec.

o 2, 103

2,145

2 f)C1

1 OKK

1 31 *\

1,329

1,621

8,824

8,633

5,991

2,423

2,547

1,949

2,032

2,080

ol,853

3,570

8,862

o 79Q

8,473

6,506

o 6, 084

5,737

o Sunday.

Monthly discharge of Mohawk River at Little Falls, N. Y.,for 1907. 

[Drainage area, 1,310 square miles.]

Month.

July... ..........................................

D 

Maximum.

4,770 

2,580 

1,800 

6,640 

8,470 

13,400 

, 11,600

ischarge in second-feet.

Minimum.

463 

498 

254 

82 

910 

1,420 

929

Mean.

1,390 

1,220 

751 

1,680 

3,020 

3,720 

4,250

Per

square 

mile.

1.06 

.931 

.573 

1.28 

2.31 

2.84 

3.24

Run-off 

(depth in 

inches on 

drainage 

area).

1.18 

1.07 

.66 

1.43 

2.66 

3.17 

3.74

MOHAWK RIVER AT DUNSBACH FERRY, N. Y.

This station was established March 12, 1898, in connection with a 

system of levels by the United States Board of Engineers on Deep 

Waterways, by D. J. Howell, who has furnished the earlier portion 

of the record.

The station is located at the dam of the West Troy Water Company, a short distance above Dunsbach Ferry bridge, 9 miles from 

the mouth of the river. Records for 1907 and 1908 have been furnished by the state engineer department.

The dam is of granite masonry, with a flat crest, and is in two 

sections, situated on opposite sides of an island of Hudson River 

shale. Total length of crest, 560 feet. The dam was rebuilt in 1903.
MOHAWK RIVER BASIF. 213

Conditions for obtaining accurate discharge data are fair, and the 

records are fairly good. During the winter period ice causes some 

obstruction.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Daily discharge, in second-feet, of Mohawk River at Dunsbach Ferry, N. Y., for 1907-8.

Day.

1907. 

I...... . ..

2..............

3..............

4..............

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..............

1908. 

1.. ..

2.....

3..........

4....

5....... .. .

0..... ....

7..

n

10..............

11..........

12 .

13.....

14..........

15.. ..

16.....

17..

18.....

19...... ...

20....

21.. .

22

23...... ..

24..

25. .....

26..............

27.....

28..... .

29..... ...

30 . . '

Q1 31......... .....j

Jan.

19,240 

47, 460 

35, 110 

55, 230 

35,110

"25, 820

17,420 

21 , 860 

17, 420 

12,800

10, 680 

7,680 

a 0, 930 

6,680 

6,170

3,590 

3,100 

2,430 

2,430 

a 4, 190

6,930 

5,920 

4,840 

4,190 

3,590

2,270 

i2,600 

2,930 

3,100 

3,260

3,100

13, 421 

11,551 

9,519 

9,892 

o ti, 087

4,757 

3,347 

3,385 

3,431 

3,431

3,261 

a 3,761 

4,621 

6,171 

0,421

5,701 

4, 621 

4,411 

a 3, 981 

3, 502

3,517 

2,924 

3,350 

3,431 

3,431

a3,431 

3,431 

3,101 

3,101 

2,931

2,761

Feb.

2,930 

2,760 

a 2, 760 

2,760 

2,760

3,100 

2,700 

2, 760 

2,430 

a2,600

2,430 

2,430 

2,430 

2,430 

2,100

2,100 

a2,100 

2,100 

2,100 

2,100

2,100 

2,100 

1,520 

a 1, 870 

1,870

1,870 

1', 870 

1,870

2,761 

a2,761 

2,372 

2,254 

2,328

2,431 

2, 250 

2,101 

02,101 

2,387

2,347 

2,342 

2,931 

5, 061 

7, 643

a59, 158 

36, 492 

21,777 

13, 062 

11,220

11,192

10,961 

olO, 121 

7,941 

6,931

5,701 

4,411 

4,191 

3,761

Mar.

1,870 

1,870 

al,870 

1,640 

1,640

1,870 

1,980 

2,100 

2,270 

a 2, 270

2,100 

2,100 

2,270 

2,760 

9,280

13,730 

ol2, SCO 

14,690 

13, 420 

12, 170

12,800 

13, 420 

16, 740 

033, 700

23,440

19, 980 

17, 080 

21.860 

25; 820 

27,070 

o25 820

03,591 

3,431 

4, 621 

0,931 

6,171

5,701 

5, 491 

a 5, 061 

4.469 

4.444

4,014 

4,444 

11,015 

37, 283 

a29, 384

30, 304 

24, 869 

18, 240 

13, (500 

11, 551

9,561 

09,001 

10, 121 

13,731 

22, 251

19,611 

21,401

24, 621 

«22, 613 

21,777 

20, 672

Apr.

18, 870 

13,730 

9,560 

8,440 

8,190

8,190 

07,680 

6,930 

6,930 

6,680

6, 420 

7,940 

9,840 

olO,400 

10,400

8,190 

7,430 

6,680 

6,420 

5,700

05,060 

4,410 

4,840 

9,000

20, 350

16,060 

29, 140 

o20, 350 

14,350 

11,860

17, 378 

15,371 

11,551

8.441 

olO, 681

12, 481 

14, 649

21,777 

29,057 

29,937

26, 612 

o23, 441 

25, 711 

12,481 

11,138

10,504 

10,224 

9,974 

oll,551 

14, 041

12,801 

10, 121 

8,441 

8,191 

10, 121

ol2, 171 

13, 421 

13, 421 

13, 421 

13, 421

May.

13,730 

13,730 

11,240 

9,280 

a 9, 560

9,840 

9, 560 

9,000 

9,280 

8,190

7,180 

o 6, 420 

5,920 

5,270 

5,060

4,840 

5, 060 

5,060 

a 4, 620 

4,620

4,190 

3,980 

3,980 

3,590

3,260

»3,260 

4,190 

7,180 

5,700 

5,060 

3,980

16, 74l 

21, 091 

ol9,611 

17, 081 

14, 691

11, 551

9,001 

19, 981 

20, 637 

ol5, 977

12,717 

10,317 

8,917 

9,477 

13, 337

10,317 

a 8, 107 

6,337 

5, 017 

5,407

5,187 

4,977 

6, 931 

09,841 

6,931

4,841 

5,061 

6,421 

6,931 

6,171 

05,701

June.

3,760 

o3,430 

3,260 

3,100 

3, 590

4,410 

6,420 

8,720 

o7,180 

4,840

3,980 

3,430 

3,260 

3,100 

2,760

02,430 

2,100 

2,100 

2,100 

2,100

2,100 

2,100 

ol,870 

1,640

1,640

1,520 

1,640 

1,640 

1,410 

ol,640

5, 491 

4,191 

3,761 

3,431 

2,924

2,424 

o 2, 254 

2,254 

1.924 

1,924

2,254 

2,254 

2,424 

o 2, 483 

2,431

2,101 

2,101 

1,871 

1,701 

1,438

a 1 , 403 

1,738 

1,804 

1,694 

1,694

1,768 

1,641 

ol,411 

1,181 

1,411

July.

1,760 

2,100 

2,600 

2,930 

3, 430

3,100 

a2,430 

2,100 

1,870 

1,520

1,520 

2,600 

3,430 

o 2, 760 

2,270

2,100 

2,270 

2,930 

2,270 

2,100

o 2, 270 

2,100 

1,870 

1,870

1,980

2,430 

3,260 

02,930 

2,600 

2,100 

1,760

1,181 

1,181 

1,181 

1,181 

o951

951 

951 

841 

951 

1,066

1,181 

ol,411 

1,761 

1,641 

1,761

1,981 

2,931 

2,931 

a2,931 

2,101

1,871 

1,871 

1,041 

1,981 

2,761

o2,431 

2,431 

2,101 

1,981 

1,981 

1,871

Aug.

1,640 

1,410 

1,410 

ol,520 

1,520

1,410 

1,760 

1,520 

1,410 

1,410

ol,180 

1,066 

950 

840 

840

840 

786 

a730 

730 

730

786 

840 

840 

840 

0730

730 

730 

730 

730 

786 

840

1,041 

ol,521 

1,066 

951 

951

1,181 

1.411 

1,521 

a 1, 301 

1,181

951 

951 

896 

786 

731

o621 

731 

3,261 

5,491 

2,601

2,271 

1,981 

oi,871 

1,521 

1,561

1,411 

1,066 

951 

896 

a841 

731

Sept.

a 730 

730 

730 

786 

2,760

5,270 

3,980 

o3,2GO 

2.270 

2,100

. 1,980 

3,980 

10,680 

7,430 

o 5, 700

3,430 

2,930 

2,430 

1,980 

1,760

1,760 

ol,870 

2,100 

2, 430 

2,930

3,590 

3,100 

2,930 

a 3, 760 

5,270

731 

676 

621 

621 

621

0621 

621 

621 

621 

621

621 

C21 

0560 

511 

511

511 

511 

511 

511 

0511

511 

401 

401 

401 

401

401 

0401 

401 

401 

401

Oct.

7,430 

7,180 

7,430 

6,930 

10, 400

'ol2 480 

8,720 

8,440 

13, 420 

10,680

3,720 

9,840 

08,190 

7,180 

5,890

4,840 

3,760 

3,590 

2,270 

o2,430

3,590 

3,430 

3,260 

2,930 

2,760

2,760 

02,600 

3,100 

18, 500 

18, 500 

10,960

621 

1,411 

1,871 

ol,701 

1,521

1,301 

1,212 

1, 966 

2,101 

1,761

ol,521 

1,362 

1.259 

1.259 

1,181

951 

951

o841 

807 

807

664 

664 

774 

708 

a 1, 066

1,301 

1,871 

3,761 

5,617 

8,181 

7,638

Nov.

7,940 

6,680 

a 8, 440 

6,930 

5,920

11,860 

30, 940 

41,380 

23, 440 

al7,760

13,730 

10, 400 

9,000 

6,420 

5,270

4,840 

o4,410 

4,190 

3,760 

3,760

3,760 

4,410 

4,840 

04,410 

3,760

3,590 

3,980 

4,410 

4,840 

5,700

a 5, 701 

5, 061 

4,191 

3,261 

2,931

2, 761 

2, 601 

o 2, 431 

2,101 

2,101

1,981 

2,101 

2,101 

2,101 

a 2, 271

2,271 

2,101 

2,101 

2,431 

2,431

2,431 

o2,761 

2,761 

2, 761 

2,931

3,261 

4,621 

5,271 

o 4, 621 

4,191

Dec.

a 5, 060 

4,410 

4,190 

4,620 

5,060

3,980 

3, 260 

o 2, 930 

3,072 

10, 120

39,400 

22, 250 

14,040 

10,120 

a 9, 000

7,940 

(i,930 

5,700 

5,010

4,474

3,930 

o 5, 230 

4,754 

14, 690 

22,640

16, 400 

14,040 

13,110 

o!3, 420 

13,110 

12,220

3,712 

3, 347 

3,177 

3,017 

3,017

o2,677 

2.187 

2.347 

2,347 

2,847

3,677 

5,222 

o 5. 271 

4,841 

4,411

3, 981 

3,431 

2,931 

2,601 

a2,601

2,761 

2.431 

2,271 

1,981 

1,871

1,871 

01,871 

1,761 

1,761 

1,871 

1,981

Sunday.
214 SURFACE WATEK SUPPLY, 190*7-8.

Monthly discharge of Mohawk River at Dunsbach Ferry, N. Y.,for 1907-8. 

[Drainage area, 3,440 square miles.]

Month.

1907.

April............................................

July.............................................

1908.

April............................................

July............................................

Discharge in second-feet.

Maximum.

55, 200 

3,100 

33,700 

29,100 

13, 700 

8,720 

3,430 

1,760 

10,700 

18, 500 

41,400 

39,400

55,200

13, 400 

59, 200 

37, 300 

29. 900 

21, 100 

5,490 

2,930 

5,490 

731 

8,180 

5,700 

5,270

59,200

Minimum.

2,270 

1,520 

1,640 

4,410 

3,260 

1,410 

1,520 

730 

730 

2,270 

3, 590 

2,930

730

2,700 

2,100 

3,430 

8,190 

4,840 

1,180 

841 

621 

401 

621 

1,980 

1,760

401

Mean.

12,400 

2,320 

11,000 

10, 300 

6,640 

3,110 

2, 3(30 

1,040 

3, 160 

7,170 

9, 030 

9,840

6,530

4,860 

8,650 

13,900 

14,800 

10,500 

2,250 

1,740 

1,450 

529 

1,890 

3,020 

2, 910

5,540

Per 

square 

mile.

3.61 

.674 

3.20 

2.99 

1.93 

.904 

.686 

.302 

.919 

2.08 

2.62 

2.86

1.90

1.41 

2.51 

4.04 

4.30 

3.05 

.654 

.506 

.422 

.154 

.549 

.878 

.846

1.61

Run-off 

(depth in 

inches on 

drainage 

area).

4.16 

.70 

3.69 

3.34 

2.22 

1.01 

.79 

.35 

1.03 

2.40 

2.92 

3.30

25.91

1.63 

2.71 

4.66 

4.80 

3.52 

.73 

.58 

.49 

.17 

.63 

.98 

.98

21.88

WEST CANADA CREEK a AT TWIN ROCK BRIDGE, N. Y.

This station, which is located at the highway bridge about 2 miles 

above Hinkley and about one-half mile below the outlet of Black 

Creek, was established September 7, 1900, to obtain general statistical 

and comparative data regarding the flow of West Canada Creek. 

Data on discharge are obtained by the current-meter method. The 

gage datum has remained the same during the maintenance of the 

station.

Several dams on this stream in the vicinity of the gaging station 

are used for power development, one at Hinkley, about 2 miles downstream, and one near the head of Trenton Falls, about midway between the villages of Prospect and Trenton Falls. The discharge is 

affected at times by backwater from log jams and the dam at Hinkley. 

Ice obstructs the channel in the winter months and during this period 

a special rating curve is used for computing the flow.

The records at this station are furnished by the Consolidated Water 

Company, of Utica, N. Y.

Information in regard to this station is contained in the annual 

reports of the state engineer and surveyor, State of New York.

a For description of this creek see general description of Mohawk River basin, p. 211.
MOHAWK RIVER BASIIST. 215

Daily discharge, in second-feet, of West Canada Creek at Twin Rock Bridge, N. Y., for

1907-8.

Day.

1907. 

I.. ............

2.. ..........

3..............

6..............

7..............

8..............

10..............

12..............

13..............

14. .............

15..............

16... ..........

17..............

18..............

19.............

20..............

21.. . . ....

22..

23..............

24..............

25..............

26..............

27..............

29..............

30..............

31..............

1908. 

1..............

2..............

4..............

5..............

6..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19.............. 

20..............

21 ..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

3,319

3,433

4,876

9, 056

6, 055

4,137

3, 319

904

712

636

560

560

674

712

904

1,138

1,042

860

904

636

492

1,975

1,870

1,855

1,855

1,418

1,174

970

1,102

607

693

579

432

500

517

483

398

551

381

Feb.

560

598

772

731

492

492

636

560

424

424

458

356

390

356

322

322

288

254

220

254

220

220

220

220

364

432

509

569

560

526

492

483

483

398

407

398

407

959

(°)

( a )

3,114

2,320 

1,960

1,470

1,327

984

926

871

1,054

1,114

1,114

1,018

Mar.

237

330

373

305

237

254

237

220

213

199

228

216

364

500

543

492

475

449

492

526

783

1,392

1,262

1,301

1,262

2,403

11,720

9 097

1,054

805

1,666

1,694

1,498

1,405

1,301

1,327

1,314

1, 054

] , 102

1,198

1,314

1,596

1,915

2,751

2,502

2,240

1,945 

1,540

1,275

1,186

1,150

1,162

1,327

1,126

1,353

10,918

7,118

Apr.

3,039

2, 503

2, 555

2, 154

1,337

1,106

1 479

988

808

735

651

684

826

2, 175

3,839

5,580

5,548

3,868

2,214

1,950

1,100

1,374

4, 170

4,310

4,100

4,240

1,950

2,214

1,885

3,420

1,950

1,374

1,430

7,154

7,009

8,371

6, 576

May.

2,685

2,477

1,959

1,626

1,479

1,437

1,222

1,222

1,337

G51

1,183

741

717

578

557

598

598

466

802

802

632

8,608

6,684

4,870

3,085

2,415

1,950

4,380

2,080

1,885

2,616

2,348

1,820

1,495

2.348 

1,150

900

2,816

1,150

2,015

2,415

1,000

June.

608

598

547

1,245

1,262

1,210

632

608

608

527

425

415

317

300

284

292

308

386

238

224

334

425

300

3,420

950

700

530

296

01 < 314

288

270

244

9fi1 201

340

296

244

209 

1,262

820

405

314

296

331

288

244

261

322

322

July.

1,053

396

396

308

222

coo

342

238

308

517

314

284

624

405

342

547

547

326

231

314

305

296

350

314

632

226

360

322

296

288

( b)

(&)

( b )

(&) 

( fe )

( b )

( fe )

244

666

740

1,495

950

480

370

Aug.

207

334

838

357

289

348

354

260

235

281

233

400

222

180

196

180

185

196

191

168

165

172

168

154

165

183

176

176

185

200

178

162

178

350

305

244

192

178

185

185

178

185

218

370

305

244

200

170

185

185

162

162

148

148

Sept.

186

176

222

838

1,239

737

585

567

567

741

973

3,950

1,010

1,280

814

644

608

527

581

435

527

818

966

781

640

777

140

148

178

192

185

209

209

170

170

218

218

226

244

244

235

226

226

218

140 

140

140

135

135

135

135

135

218

209

505

Oct.

1,210

628

603

1,689

2,097

1,510

1,310

4,225

4,900

2,716

2,271

1,828

1,438

1,111

790

699

636

650

547

514

517

469

517

3,600

1,878

270

270

209

170

170

170

185

270

200

170

170

185

200 

178

162

148

155

155

178

200

218

244

322

Nov.

1,010

1,769

2,850

2,263

4,600

3,160

1 379

952

705

620

598

802

668

705

681

628

585

557

603

557

218

178

170

178

185

226

192

900

296

279

270

218

253 

270

322

331

288

279

632

1,950

2,015

1,495

405

Dec.

752

718

478

478

586

570

668

586

4,938

7,714

6,648

8,212

7,009

6,120

3,781

3,347

8,766

6,792

5,002

3,520

3,151

2,581

305

314

820

505

480

455

370

360

305

305

288 322

305

253

253

261

360

305

314

305

296

296

alee gorge below February 16 and 17, 1908. & Repairing Hinkley Dam July 16 to 22, 1908.
216 SURFACE WATER SUPPLY. 1907-8.

Monthly discharge of West Canada Creek at Twin Rock, N. Y*., for 1907-8. 

[Drainage area, 364 square miles.]

Month.

1907.

February. .......................................

March 2 to 31 ....................................

May.............................................

July. ............................................

1908.

April ............................................

Discharge in second-feet.

Maximum.

9,060 

772 

11,700 

5,580 

6,470 

1,260 

1,490 

838 

3,950 

4,900 

4,600 

8,770

2,260 

3,110 

10, 900 

8,690 

8,610 

3,420 

1,500 

455 

505 

350 

2,020 

950

Minimum.

492 

220 

199 

651 

466 

224 

210 

154 

176 

514 

557 

478

381 

364 

805 

950 

598 

209 

226 

148 

135 

148 

170 

253

Mean.

1,990 

419 

1,490 

2,170 

1,400 

511 

458 

271 

857 

1,510 

1,290 

3,820

985 

915 

2,080 

3,520 

2,710 

621 

463 

214 

201 

220 

485 

377

Per 

square 

mile.

5.47 

1.15 

4.09 

5.96 

3.85 

1.40 

1.26 

.745 

2.35 

4.15 

3.54 

10.50

2.71 

2.51 

5.71 

9.67 

7.45 

1.71 

1.27 

.588 

.552 

.604 

1.33 

1.04

Run-off 

(depth in 

inches on 

drainage 

area) .

6.31 

1.20 

4.56 

6.65 

4.44 

1.56 

1.45 

.86 

2.62 

4.78 

3.95 

12.11

3.12

2.52 

6.58 

10.79 

8.59 

1.91 

1.13 

.68 

.62 

.70 

1.48 

1.20

WEST CANADA CREEK a AT EAST BRIDGE, N. Y.

This station is located on the highway bridge about 4 miles above 

the outlet of West Canada Creek, and about 3 miles above the village 

of Herkimer, N. Y. It was established May 15, 1905, for the purpose 

of obtaining general statistical and comparative data regarding the 

flow of West Canada Creek. Data on discharge are obtained by 

the current-meter method.

Records for 1907-8 have been furnished by the state engineer 

department.

About 20 miles above the gaging station is the dam of the Utica 

Gas and Electric Company, which develops power for transmission 

to Utica and other places in this vicinity. Water is diverted from 

West Canada Creek near the village of Hinkley, for domestic and commercial uses at Utica, by the Consolidated Water Company of Utica, 

N. Y.

No important tributaries enter tho creek between this station and 

that at Twin Rock Bridge. Conditions for determining accurate 

discharge are fair and a fairly good rating table has been developed.

Information in regard to this station is contained in the annual 

reports of the state engineer and surveyor, State of New York.

a For description of this creek see general description of Mohawk River, p. 211.
MOHAWK EIVEE BASIN. 217

Daily discharge, in second-feet, of West Canada Creek at Kast Bridge, N. Y.,for 1907-8.

Day.

1907.

2..............

3..............

5..............

6..............

S... ...........

9..............

12..............

14..............

15..............

10..............

17..............

18..............

19

20..............

21..............

22..............

93

24..............

25..............

26..............

27..............

28..............

29.... ..........

30............. -

01

1908. 

1..............

2....... .......

3..............

4... .......... .

5..............

6.. ............

8..............

9.. ............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17.. ............

18..............

19..............

20..............

21..............

22

23..............

24..............

25..............

26..............

27

28..............

29..............

30..............

31..............

Jan.

4,875

4,585

3,678

18,680

5,238

4,585

3, 019

2,015

1,197

1,197

1 1^0

o636

a 502

(«)

Q723

a 665

00( 6 )

Feb.a

.

Mar.o

628

866

1,385

1,222

1,044

760

891

811

833

752

643

1,146

1,560

2,602

3,560

4,440

3,501

2,740

2,326

1,840

1,490

1,560

1,980

3,560

2,924

3,088

5,165

7,592

11,130

6,960

5,020

Apr.

6,025

3,560

2,786

2,326

2,418

3,029

2,464

1,630

1,735

1,274

1,420

1,875

2,015

1,525

1,274

1,095

993

1,018

891

840

767

730

782

3,619

4,875

8,275

7,788

5,310

4,948

4,948

5,020

3,973

2,510

1,770

1,525

4,150

3,383

6,110

8,080

0,025

5,455

5,020

4,295

2,786

4,032

4,150

3,206

2,878

4,512

4,295

2,970

2,510

2,188

4,875

8,470

8,470

9,955

10,190

8,762

4,585

May.

7,130

5, 528

3,324

2,694

2,878

2, 372

2,326

2,015

1,980

1,700

1,770

1,490

1,350

1,299

1,324

1,095

1,070

1,070

1,172

942

866

1,172

716

804

804

993

1,350

1,274

1,248

993

840

9,368

8,665

5,770

4,091

3,029

3,147

4,150

5,528

4,875

3,737

2,602

2.326

2,015

2,694

2,924

2,050

2,602

1,350

1,385

1,324

993

1,197

2,050

1,945

1,222

1,910

2,648

1,665

1,197

1,274

1,770

June.

804

767

745

694

599

1,840

2,970

1,980

942

723

942

687

541

577

1,044

526

437

433

390

423

366

366

309

390

414

414

446

428

555

2,878

1,595

1,455

1,248

993

804

701

643

774

621

526

475

451

423

456

570

599

465

968

745

1,044

651

511

451

548

442

461

385

395

370

July.

942

1,248

1,770

1,525

651

511

446

370

414

356

290

504

526

526

461

390

475

526

584

451

433

375

428

840

767

621

782

584

428

428

366

361

299

295

271

446

394

328

636

942

643

451

356

390

276

267

356

366

1,665

3,501

1,735

993

1,805

916

730

606

789

636

548

428

390

314

Aug.

446

658

942

826

570

475

456

461

442

423

347

267

394

916

428

285

342

238

118

356

333

299

271

356

328

708

262

299

276

248

262

314

238

262

366

328

518

723

475

470

442

351

323

347

351

314

314

562

891

672

497

394

385

351

238

328

314

290

295

276

309

211

Sept.

234

200

271

840

2,096

1,197

826

672

584

708

3.088

5,310

3,265

1,490

818

1,299

694

584

562

511

680

687

591

774

993

1,095

1,018

833

993

1,980

304

280

276

248

252

230

257

338

314

290

243

309

323

188

238

295

179

271

252

262

194

185

208

176

170

185

204

133

591

730

Oct.

1,805

968

(»)

(6 )

(")

(»)

(&)

6,790

8,275

4,032

2,188

3,088

2,418

1,980

1,420

1,324

993

942

833

866

826

745

680

651

584

456

4,802

4,875

2,326

470

456

319

338

323

314

319

262

234

280

437

665

551

437

428

333

361

347

176

262

248

276

230

295

319

156

370

356

577

694

548

Nov.

1,095

1,095

1,910

4,440

2,786

2,050

8,275

9,152

4,222

2,464

1,700

1,420

1,222

993

866

(»)

(»)

( b )

(")

(»)

(»)

1,120

968

811

993

866

826

866

1,146

993

418

351

361

285

295

285

328

461

366

437

465

1,189

1,070

760

651

555

465

526

465

577

752

716

767

826

1,197

2,096

2,157

1,788

1,103

908

Dec.

752

840

797

541

351

599

658

621

708

8,080

4,512

2,372

2,188

1,525

1,490

1,274

1,172

1,044

840

891

826

2,146

6,450

5,770

3,796

2,326

3,737

3,206

2,234

4,368

818

811

687

548

636

428

584

1,172

1,385

908

767

942

1,235

1,172

942

1,044

942

672

737

672

687

628

489

518

651

651

628

577

541

489

651

a Ice obstruction. t> No record. 

NOTE. Ice obstruction during portions of January and February, 1908.
218 SUEFACE WATEE SUPPLY, 1907-8.

Monthly discharge of West Canada Creek at Kast Bridge, N. Y.,for 1907-8. 

[Drainage area, 574 square miles.]

Month.

1907.

April............................................

July. ................. ..........................

October (26 days). ...............................

1908.

July.............................................

Discharge in second-feet.

Maximum.

18,700

8,280 

7,130 

2,970 

1,770 

942 

5,310 

8,280 

9,150 

9,720

11,100 

10,200 

9,370

2,880 

3,500 

891 

730 

694 

2,160 

1,380

Minimum.

«475 

730 

716 

309 

290 

118 

200 

456 

811 

351

628 

1,520 

993 

370 

267 

211 

133 

156 

285 

428

Mean.

3,130 

2,740 

1,790 

751 

613 

420 

1,160 

2,150 

2,180 

2,450

2,710 

4,870 

2,950 

755 

714 

392 

271 

367 

754 

762

Square 

miles.

5.45 

4.77 

3.12 

1.31 

1.07 

.732 

2.02 

3.75 

3.80 

4.27

4.72 

8.48 

5.14 

1.32 

1.24 

.683 

.472 

.639 

1.31 

1.33

Run-off 

(depth in 

inches on 

drainage 

area).

4.86 

5.32 

3.60 

1.46 

1.23 

.84 

2.25 

3.63 

3.39 

4.92

5.44 

9.46 

5.93 

1.47 

1.43 

.79 

.53 

 .74 

1.46 

1.53

a 8 days' ice obstruction. 

EAST CANADA CKEEK a AT DOLGEVILLE, N. Y.

This station was established September 23, 1898, for the purpose 

of obtaining general statistical and comparative data regarding the 

flow of East Canada Creek. It is located at the dam of the Herkimer 

County Light and Power Company, about 7 miles above the outlet 

of the stream at High Falls, near the village of Dolgeville, N. Y.

The record is kept of the flow over the dam and through the 

wheels. The discharge over the dam is computed from a discharge 

curve based on United States Geological Survey experiments at 

Cornell University. The discharge through the wheels is computed 

from current-meter measurements -in the tailrace. Records for 

1907-8 have been furnished by the" state engineer department.

Spruce Creek, the principal tributary to East Canada Creek, enters 

about 1 mile above Dolgeville. Water is diverted from this creek 

and from Beaver Brook, one of its tributaries, at Diamond Hill, 

for use at Little Falls, N. Y. Water is also diverted from Cold 

Brook, a tributary to East Canada Creek, for use at Dolgeville, N. Y. 

No allowance is made for these diversions in computing the discharge 

at the gaging station.

Information in regard to this station is contained in the annual 

reports of the state engineer and surveyor, State of New York.

a For description of this creek see general description of Mohawk River basin, p. 211.
MOHAWK EIVER BASIN. 219

Daily discharge, in second-feet, of East Canada Creek at Dolgemlle, N. Y., for 1907-8.

Day.

1907. 

1..............

2..............

3..............

4..............

5..............

6..............

7-... ...... --..

8..............

9........... ..

10..............

11..............

12..............

13.........-.-.-

14..............

15..............

10..............

17..............

18..............

19..............

20..............

21..............

22.. ...........

23..............

24.. ...........

25..............

26..............

27..............

28..............

29..............

30..............

31..............

1908. 

1..............

2..

3..............

4..............

5..............

6..............

8. ............

9..............

10..............

11..............

12..............

13..............

14..

15..............

16..............

18..............

19..............

20..............

21..............

22.. ... .......

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31.. ... .

Jan.

1,752

2,224

1,452

3,860

3, 088

^2,757

2,413

2,079

1.518

1,136

1.008

al,113

598

368

264

448

649

910

504

390

615

995

o237

449

382

413

604

806

445

& 150

338

619

480

315

040

868

397

070

306

373

o369

323

319

218

296

265

o 135

366

254

294

379

Feb.

689

624

o771

323

359

516

525

546

420

441

252

226

215

373

189

a 260

216

197

210

209

179

179

o232

194

207

188

199

290

0287

329

278

298

287

299

282

209

239

170

170

o3,414

1.659

1,290

1,090

739

i646

658

448

683

649

571

398

Mar.

186

ol70

152

148

141

218

192

169

o 92

185

149

248

303

377

o 341

258

251

286

247

399

792

«902

621

460

838

2,147

2 742

2,892

a2,018

a 417

534

782

589

491

457

533

a 465

314

350

472

514

705

a 99Q

1,244

988

850

867

710

933

1,322

1,321

2, 301

3.299

3,056

o2,636

2,457

2,295

Apr.

940

527

346

312

462

640

a 167

260

268

227

254

262

208

ol81

250

254

242

246

235

204

a 102

235

203

1,549

1,391

1,418

2,337

«1,005

631

470

1 793

1,650

1,420

840

o842

1,092

2. 361

4,302

2.804

02.472

2.068

1.673

1,903

2.677

2,024

2.097

"2,153

1,957

1,633

1,369

1,163

1,746

1,820

a2,563

3,035

2,762

2,335

1,945

May.

884

358

255

o 162

270

264

265

250

259

126

a 126

137

237

226

238

235

192

« 95

235

221

227

216

216

185

« 100

253

249

233

167

236

3.878

2,701

o2, 206

1,583

1,433

1.132

1.542

2.569

1.865

1. 157

1,108

745

1,133

970

a 841

788

809

656

602

1,070

714

i 646

590

687

741

712

679

905

o813

June.

181

a 129

218

114

218

902

902

a654

696

205

200

200

210

204

a9i

222

220

164

169

132

112

226

235

178

184

a 96

1,030

850

705

730

431

236

a 399

239

209

190

209

170

a 190

303

594

243

190

209

0172

170

190

175

175

180

133

a 74

115

156

July.

116

231

347

250

133

117

a 100

100

106

98

137

134

203

a 141

147

166

180

211

218

158

a 112

126

180

187

249

196

189

a 63

84

113

121

190

127

85

91

a 195

121

121

197

126

121

121

i 121

121

121

130

132

121

945

0870

731

567

690

372

363

314

243

190

216

113

109

Aug.

172

231

145

a 161

189

214

191

199

187

104

a 223

138

167

157

127

117

105

a 100

96

106

106

124

105

100

a 85

95

105

131

105

100

105

105

a 117

105

121

121

505

282

187

a 121

121

121

132

121

121

113

a 105

461

495

318

269

156

113

a 85

121

121

121

121

113

105

a 105

95

Sept.

a 105

100

141

246

249

250

242

i 109

246

246

254

250

247

237

a 117

242

253

246

238

242

279

i 168

269

276

344

288

300

299

a 328

266

105

109

105

100

112

a 32

141

129

105

109

113

101

a 100

109

109

109

117

117

95

a 80

80

105

105

304

289

105

a 105

109

365

48

Oct.

602

324

1,082

462

1,138

1,747

1,271

1,070

a1,052

1,007

456

304

304

274

227

i 159

283

256

172

257

252

221

a 108

1,292

792

442

141

141

139

a 100

95

114

105

105

121

121

a 109

138

132

209

122

117

121

a 109

100

105

109

109

105

105

i95

137

149

221

338

957

200

Nov.

351

878

1,007

3,147

1,152

709

700

503

471

523

a 404

358

321

278

305

246

333

334

278

403

380

327

a 153

125

121

145

128

125

146

a242

177

168

243

544

304

315

a 95

95

252

278

309

a 449

209

277

501

968

856

633

o517

263

Dec.

a261 

370 

330

270

271

266 

269 

o337 

342 

452

2,050 

1,749 

1,403 

1,029 

i677

872

561

429

452

609

443 

a283 

1,583 

2,235 

1,626

1,220

1,117

1,125

o814

954

924

237

144

169

167

170

o!30 

315

833

768

694

544

369

o457

348

349

437 

316 

264 

301 

a 188

223

146

150

174

237

190 

i 170 

172 

170 

170 

190

o Sunday. b Pond empty, January 4, 1908.
220 SUEFACE WATER SUPPLY, 1907-8.

Monthly discharge of East Canada Creek at Dolgeville, N. Y.,for 1907-8. 

 [Drainage area, 256 square miles.]

Month.

1907.

April............................................

July.............................................

1908.

July.............................................

Discharge in second-feet.

Maximum.

3,870 

771 

2,890 

2,340 

884 

902 

347 

231 

344 

1,750 

3,150 

2, 240

3,870

868 

3,410 

3,300 

4,300 

3,880 

1,030 

945 

505 

365 

338 

968 

833

4,300

Minimum.

237 

179 

92 

102 

95 

91 

63 

85 

100 

108 

246 

261

63

135 

170 

314 

840 

590 

74 

85 

85 

32 

95 

95 

130

32

Mean.

1,090 

343 

586 

528 

246 

269 

159 

138 

236 

609 

664 

817

474

401 

724 

1,120 

2,070 

1,210 

313 

264 

171 

124 

138 

306 

297

595

Square 

miles.

4.26 

1.34 

2.29 

2.06 

.961 

1.05 

.621 

.539 

.922 

2.38 

2.59 

3.19

1.85

1.57 

2.83 

4.38 

8.09 

4.73 

1.22 

1.03 

.668 

.484 

.539 

1.20 

1.16

2.33

Run-Off 

(depth in 

inches on 

drainage 

area).

4.91 

1.40 

2.64 

2.30 

1.11 

1.17 

.72 

.62 

1.03 

2.74 

2.89 

3.68

25.21

1.81 

3.05 

5.05 

9.03 

5.45 

1.36 

1.19 

.77 

.54 

.62 

1.34 

1.34

31.55

NOTE. Discharge interpolated November 18 and 19,1908.

SCHOHARIE CREEK 0 AT PRATTSVILLE, N. Y.

This gaging station was established November 7, 1902, by the 

United States Geological Survey on the highway bridge. On May 

7, 1907, it was assumed by the board of water supply of the city of 

New York, by whom this description and the following tables of discharge were supplied for the complete years 1907 and 1908. On 

May 7, 1907, a new standard board of water-supply chain gage was 

established in place of the old one, which was dilapidated and 

unwieldy. The old datum was preserved and the present readings 

conform to those already obtained.

The bridge is a single-span steel highway bridge 187.8 feet between 

abutments, and all the water passes between them at all but the very 

highest stages.

In high water measurements are made from the bridge, while in 

low-water stages they may be made by wading at a point about 500 feet 

below the bridge.

The gage is attached to the floor of the bridge on the upstream 

side near the left bank. The chain length is 27.05 feet. The elevation of the datum of the gage is 1,130.03 feet (U. S. G. S. bench mark). 

The gage datum is referred to a bench mark a circle of white paint

o For description oi this creek see general description of Mohawk River basin, p. 211.
MOHAWK EIVEE BASIN. 221

marked on a bowlder at the right end of the downstream side of the 

bridge; elevation 1,151 feet, or 20.97 feet above the datum of the 

gage.

Gage readings are made each morning and evening by Miss Edna 

M. Snyder, of Prattsville, N. Y.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York. The monthly 

discharge for 1907 as published in this report is superseded by the 

values computed by the New York board of water supply as given 

below, on the basis of additional data obtained since May 7, 1907.

Daily gage height, in feet, of Schoharie Creek, Prattsville, N. Y.,for 1907. 

[Edna M. Snyder, observer.]

Day.

1.....

 2..... 

3.....

4.....

5.....

6..... 

7.....

8.....

9.....

10.....

Jan.

6.1

5.5 

5.3

6.0

5.5

5.3 

5.4

5.85

5.7

5.4

Feb.

6.55

6.6 

6.5

6.3

6.3 

6.3 

6.3

6.2

6.2

Mar.

5.5

5.5 

5.9

5.9

5.9

5.9 

5.9 

5.9

5.8

K 7

Apr.

5.5

5.4 

5.25

5.2

5.15

5.05 

4.95 

5.0

5.0

5.0

Day.

11.....

12..... 

13.....

14.....

15.....

16..... 

17.....

18.....

19.....

20.....

Jan.

5.3

5.2 

5.1

5.2

5.4

5.3 

5.3 

6.3

6.45

Feb.

6.2

6.15 

6.15

6.1

6.1

6.1 

6.1 

6.05

6.05

6.0

Mar.

5.5

5.5 

5.9

8.0

7.0

5.5 

5.5 

5.4

5.2

5.2

Apr.

5.0

5.15 

5.25

5.3

5.3

5.25 

5.25 

5.2

5.2

Day.

21.....

22..... 

23.....

24.....

25.....

26..... 

27..... 

28.....

29.....

30.....

31.....

Jan

6.3

6.5 

7.0

7.1

7.0

7.0 

7.0 

6.9

6.8

6.7

6.6

Feb.

5.9

5.8 

5.8

5.8

5.9

5.9 

5.8

5.7

Mar.

4.8

5.3 

6.1

6.1

5.8

5.5 

5.05 

6.55

6.4

6.2

5.8

Apr.

5.1

5.2 

5.45

7.2

6.3

6.3 

6.0 

b. 7

5.6

5.5

NOTE. Biver open January 1-11; ice conditions, January 12 to March 13, and open March 14. During 

the frozen period gage heights were taken to water surface in a hole in the ice.

Daily discharge, in second-feet, of Schoharie Creek at Prattsville, N. Y.,for 1907-8.

Day.

1907-a 

1.... ..........

2..............

3..............

4..............

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..............

Jan.

1,130

620

490

1,030

620

490

550

885

760

550

490

430

375

320

300

260

240

300

370

800

600

400

350

300

350

440

400

360

280

220

Feb.

250

270

260

200

200

170

160

160

160

130

150

130

120

130

130

150

150

120

110

100

Mar.

100

105

110

105

100

95

90

95

100

95

90

100

100

3,000

2,240

620

620

430

430

230

490

1,130

1,130

840

620

350

1,660

1,240

840

Apr.

620

550

460

430

400

350

300

325

325

325

325

400

460

490

490

460

460

430

430

400

375

430

585

2,520

1,360

1,360

1,030

760

690

620

May.

620

620

620

620

1,030

800

620

930

690

620

550

490

430

325

760

550

490

430

300

280

325

400

400

280

255

June.

230

850

1,480

1,080

930

690

550

490

430

375

280

255

230

230

190

155

190

155

140

120

105

105

90

120

90

90

155

July.

190

120

120

90

80

80

120

105

90

80

90

190

140

105

90

120

190

190

140

170

80

65

4fi

45

45

.Aug.

45

45

45

45

32

32

45

32

25

25

15

15

15

15

8

8

15

8

15

25

8

15

15

15

Sept.

15

25

45

55

430

170

90

80

90

155

230

350

170

140

120

90

80

65

105

120

155

690

375

255

230

190

1,030

Oct.

550

375

300

550

430

550

375

oon

oon

230

230

oqn

190

155

155

170

170

6,040

4 440

1,975

690

Nov.

840

690

6,525

1,975

1,240

1,360

13, 100

3,070

1,840

1,240

725

620

550

430

400

350

OO C

325

325

280

280

300

300

325

ocn

300

Dec.

280

230

230

230

325

230

230

210

10,100

1,720

1,025

840

760

690

550

CCfl

460

430

2,520

3,415

1,480

1,080

840

1,240

1 '930 240

1.360

Discharge estimated January 14 to March 13, and May 1 to 6,1907.
222 SUEPACE WATEE SUPPLY, 1907-8.

Daily discharge, in second-feet, of Schoharie Creek at Prattsville, N. Y., for 1907-8-

Continued.

Day.

1908. o 

1..............

3..............

4 .............

6..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

16. .............

17..............

18..............

19. .............

20..............

22..............

23..............

24..............

25.-.......--...

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

540

530

420

410

600

580

560

540

520

500

480

460

440

420

390

390

390

385

385

380

380

360

350

340

330

320

300

Feb.

280

260

240

220

180

144

180

200

220

250

270

290

300

31 '<

8,000

3,380

1,340

780

(iOO

454

470

410

410

420

450

460

478

600

Mar.

470

710

500

410

2G5

795

295

210

235

300

620

930

1,900

1,710

1,300

670

SliO

795

620

440

1,200

885

1,340

2,040

3,410

3,210

1,930

Apr.

905

870

710

540

440

530

530

705

1,800

1,070

950

795

580

590

690

GOO

690

465

560

GOO

1,220

760

May.

3, 740

1 , 625

1,120

870

690

500

2,590

1,300

990

700

625

560

020

560

475

400

330

330

330

3, 090

2,150

1,050

780

GOO

520

400

330

June.

590

410

330

265

255

215

185

135

140

155

165 I'^o

105

80

90

185

155

125

90

SO

65

05

40

40

50

45

30

40

July.

124

153

355

165

1}

52

37

52

97

31

27

97

31

24

24

28

24

184

220

113

89

89

00

Aug.

27

27

97

-in

40

35

31

35

31

35

42

40

31

40

40

35

31

29

31

29

31

33

31

31

31

Sept.

16

8

16

11

13

17

11

8

9

11

16

8

7

7

7

8

8

15

100

Oct.

54

60

48

43

39

39

38

38

29

19

39

39

39

40

39

35

29

29

39

39

31

27

19

29

29

72

410

Nov.

268

216

156

119

165

99

85

106

99

85

72fin

79

78

72

66

66

60

66

60

60

ftfi

Dec.

60

49

66

oflfl

260

350

390

205

205

148

172

205

150

150

a Discharge estimated January 7 to February 13, 1908, on account of ice conditions. December 7 to 

31, 1908, lower gage in open water used.

Monthly discharge of Schoharie Creek at Prattsvillc, N. Y.,for 1907-8. 

[Drainage area, 240 square miles.]

Month.

1907.

April..........................................

July...........................................

1908.

April. . ........................................

July...........................................

Discharge in second-feet.

Maximum.

1,130 

270 

3,900 

2,520 

1,030 

1,480 

280 

45 

1,030 

(i, 040 

13, 100 

10, 100

13,100

620 

8,000 

3,410 

1,800 

3,740 

590 

355 

42 

148 

784 

268 

434

8,000

Minimum.

220 

100 

90 

300

255 

90 

45 

8 

15 

155 

280 

210

8

300 

144 

210 

440 

330 

30 

24 

25

19 

60 

46

7

Mean.

485 

160 

648 

605 

510 

352 

114 

22 

255 

778 

1,333 

1,238

542

429 

763 

992 

720 

957 

145 

75 

33 

17 

129 

100 

194

380

Per

square 

mile.

2.02 

.67 

2.70 

2.52 

2.12 

1.47 

.48 

.09 

1.06 

3.24 

5.56 

5.16

2.26

1.79 

3.18 

4.13 

3.00 

3.99 

.60 

.31 

.14 

.07 

.54 

.42 

.81

1.58

Run-off 

(depth in 

inches on 

drainage 

area).

2.328 

.694 

3.11 

2.809 

2.449 

1.635 

.546 

.104 

1.186 

3.735 

6.192 

5.953

30. 741

2.061 

3.429 

4.765 

3.345 

4.602 

.675 

.365 

.157 

.081 

.620 

.464 

.935

21.499
MOHAWK RIVER BASIN. 223

KINDERHOOK CREEK AT ROSSMAN, N. Y.

Kinderhook Creek is an interstate stream, with total drainage 

area of 337 square miles, having its source in Hancock Mountains 

in western Massachusetts at an elevation reaching nearly to 1,500 

feet above tide, and flowing southwesterly through Columbia and 

Rensselaer counties, X. Y., joining Claverack Creek, about 2 miles 

from the Hudson River, to form Stockport Creek, through which it 

discharges into the Hudson 4 miles north of the village of Hudson. 

Kinderhook Creek is an important stream for power, with considerable 

amounts unutilized, and affords also some opportunities for storage.

The gaging station, which was established March 17, 1906, to 

obtain general statistical data regarding the total flow of the creek, 

is located at the highway bridge near Rossman post-office, New 

York, about 7 miles northeast of Hudson.

The only important tributary above the station Valatie Kill 

enters at Valatie, about 7 miles distant.

About one-eighth mile above the station, at Chittenden Falls, 

are two mills, only one of which is at present in use. The river 

has also been developed at two points above Rossman at Stuyvesant 

Falls and Kinderhook, distant respectively about 2 and 5 miles.

During the winter months the discharge is affected slightly for 

short periods by the presence of ice.

The datum of the chain gage has remained unchanged during the 

maintenance of the station. Conditions for obtaining accurate 

discharge are good, and a very good rating curve has been developed.

Information in regard to this station is contained in the reports 

of the state engineer and surveyor, State of New York.

Discharge measurements of Kinderhook Creek at Rossman, N. Y., in 1906-1908.

Date.

190G.

October 28. ....

1907.

June 2*^

1908. 

February 27 c

May 5. .........

Hydrographer.

.....do............. .......................

.....do..... ............................

E . F. Weeks. ....................................... 

C. C. Covert ........................................

.....do..........-..--.-.-..----.- .................

W . G . Hoy t ........................................

D. M. Wood. ....... .T. .............................

.....do............---......-------.--........---....

G. M. Brett .......................................

.....do..............................................

D . M. Wood. .......................................

.....do..............................................

Width.

Feet. 

137

147

i ^

151

1 3ft

138

148

147

142

20

110

Area of 

section.

Sq. ft. 

149

123

195

170

187

362

117

265

287

60

16.1

60.2

Gage 

height.

Feet.

27.25 

27.29

28.37

27.90

26.37

25.94

26.54

Discharge.

Sec.-ft. 

262

124

319 

318

1 37n

190

736

1,050

746

141

72.5

46.3

76.6

a Slight ice conditions.

6 Measurement made by wading 100 feet below the bridge.

c Some floating ice.

d Measurements made by wading 150 feet below the regular section.

e Measurement made in tail race by wading.

/Discharge estimated.
224 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Kinderhoolc Creek at Rossman, N. Y.,for 1907-6 

[Lester Alien, observer.J

Day.

1907.« 

1..... ......... 

2.............. 

3.............. 

4.............. 

5..............

6.............. 

7---...........

8-. ........... .

9-..-. ....... .- 

10---...........

11..............

12..............

13..............

16..............

18..............

19..............

20..............

91

22. .............

23..............

26..............

97

28. .............

29.............. 

30............ -

31. ...... .......

1908.6 

1.............. 

2..............

3..............

4.............. 

5..............

6..............

7..............

8..---.......--

10..............

}2::::::::::::::

13..............

14..............

15..............

17. ......... ....

18.-...-....-...

19..............

20. .............

21..............

22. .............

23..............

24-......-.-.... 

25..............

26..............

27. .............

28. .............

29..............

30. .............

31..............

Jan.

29.37 

29.50 

28.33 

27.97 

28.92

28.82 

28.72

28.73 

28.55 

28.03

28.27

27.92

27.82

27.53

27.57

27.52

27.62

27.42

28.00

27.83

27.58

27.72

27.90

27.88

28.02

28. 08

27.87

28.48 

28.42 

28.32

28.25 

27.95

27.83

27.78

27.67

27.45

27.48

27.55 

29.30

28.87

28.25

28.07

27.92

27.87

27.72

27.62

27.45 

27.33

27.28

27.47

27.47

27.48

27.32

27.18

27.08

Feb.

27.87 

27.87 

27.62 

27.53 

27.32

27.15 

27.05

27.25 

27.13 

27.13

27.28

27.38

27.48

27.23

27.27

27.30

27.28

27.17

27.12

27.12

26.97

26.83

26.98

27.18

27.18 

27.20 

27.08

26.97 

26.92

26.93

27.00

27.07

27.07

26.95

26.92

26.90

27.10

31.83

28.33

27.75

27.52

27.32

27.13

27.18

27.13 

27.08 

27.17

27.22

28.25

28.03

27.77

Mar.

26.93 

26.83 

26.88 

26.88 

27.08

27.12 

27.13

27.12 

27.07 

26.98

26.98

26.93

27.28

28.55

28.30

28.23

28.32

28.07

27.70

27.77

28.10

28.25

28.18

28.35

28.97

28.45

27.63 

27.52 

27.40

27.22 

27.12

27.07

27.18

27.32

27.33

27.23

27.42

27.93 

30.28

29.70

28.17

27.97

27.90

27.90

27.92

28.13

29.27 

29.00 

28.70

28.70

28.73

28.68

28.72

28.67

Apr.

28.22 

27.93

27.87 

27.78 

27.67

27.62 

27.47

27.45

27.48

27.63

28.13

28.37

28.23

28.20

28.03

27.95

27.95

27.58

27.70

28.15

27.93

27.78

27.80

27.75 

27.70

28.13 

28.12 

28.03

27.93 

27.87

27.77

27.67

27.83

28.35

28.28

28.15

28.05 

27.92

27.82

28.30

28.13

28.07

27.98

28.28

28.25

28.25

28.12

27.97 

27.83 

27.63

27.82

27.93

27.97

27.97

May.

27.62 

27.62 

27.52 

27.50 

27.68

27.62

27.63

27.72 

27.60

27.52

27.48

27.43

27.37

27.33

27.50

28.13

28.05

27.83

27.53

27.38

27.32

27.43

27.60

27.52

27.43 

27.32

27.33

28.72 

28.35 

28.05

27.93 

27.88

27.82

27.82

28.77

28.82

27.90

28.72

28.33 

28.07

28.13

28.27

28.08

28.00

27.85

27.68

27.62

27.60

27.40

27.38 

27.20 

27.07

27.07

26.95

26.95

26.95

27.23

27.38

June.

27.35 

27.70 

28.37 

28.72 

28.18

28.43 

28.45

28.27 

28.10 

27.78

27.72

27.50

27.37

27.17

27.08

26.97

26.88

26.83

26.90

26.88

26.85

26.88

26.90

26.85

26.87

26.87 

26.92

27. 75 

27.47 

27.08

27.22 

27.02

26.97

27.02

26.92

26.83

26.92

26.83

26.88 

26.83

26. 82

26.92

28.03

28.02

27.88

27.70

27.32

26.93

26.80

26.85 

26.83 

26.92

27.60

27.32

26.98

26.98

26.93

July.

.......

26.68

26.70

27.38

26.85

26.85

27.25

27.17

27.12

27.23

27.02

26.92

26.77

26.75

26.77

26.73

26.73

26.72 

26.68

26.60

26.88 

26.75 

26.77

26.70 

26.72

26.62

26.77

26.68

26.72

26.68

26.67

26.67 

26.65

26.63

26.67

26.65

26.58

26.53

26.88

26.62

26.87

26.80

27.60

27.52

27.30

27.25

26.95

Aug.

26.58 

26.65 

26.57

26.58 

26.58

26.58 

26.58

26.57 

26.60 

26.60

26.58

26.52

26.47

26.43

26.42

26.33

26.37

26.38

26.37

26.32

26.35

26.28

26.27

26.25

26.27

26.25

26.27

26.27

26.25 

26.25

26.27

"26.67" 

26. 73

26.75 

26.73

26.85

26.72

26.75

26. 60

26.72

26.62

26.68 

26.68

26.68

26.70

26.57

26.52

26.53

26.70

26.82

26.73

26.68

26.68 

26.65 

26.63

26.67

26.63

26.68

26.57

26.48

26.48

Sept.

26.27 

26.33 

26.30 

27.53 

27.73

27.32

26.92 

26.88 

26.90

27.40

27.42

27.32

27.07

26.95

26.87

26.88

26.83

26.77

26.72

26.73

26.82

27.83

27.47

27.42

27.33

27.82 

27.65

26.42 

26.48 

26.55

26. 50 

26.48

26.18

26.37

26.33

26.35

26.42

26.50

26.33 

26.38

26.40

26.47

26.43

26.40

26.35

26.33

26.12

26.40

26.40

26.31 

26.32 

26.28

26.27

26.20

26.33

26.52

26.28

Oct.

28.27 

27.57 

27.60 

27.10 

27.30

27.63

27.80 

28.37 

27.92

28.02

28.92

27 97

27.85

27.73

27.70

27.58

27.48

27.38

27.68

27.53

27.43

27.33

27.18

26.98

27.03

29.17

34.07 

32.00

30.05

26.30 

26.47 

26.38

26.42 

26.32

26.32

26.55

26.43

26.50

26.42

26.21

26.41 

26.43

26.45

26.50

26.37

26.43

26.33

26.38

26.43

26.40

26.46

26.48 

26.42 

26.22

26.48

26.42

26.50

26.63

26.62

26.50

Nov.

29.45 

29.22 

30.72 

28.73 

28.57

28.27

30.25 

29.75 

29.23

28.47

28.30

28.05

27.90

27.87

27.82

27.82

27.78

27.72

27.68

27.62

27.52

27.48

27.48

27.53

27.52

27.57 

27.60

26.52 

26.56 

26.58

26.43 

26.48

26.60

26.43

26.50

26.55

26.48

26.50

26. 52 

26.50

26.48

26.60

26.53

26.24

26.53

26.52

26.50

26.52

26.54

26.45 

26.52 

26.57

26.58

26.53

26.53

26.58

26.45

Dec.

27.57 

27.48 

27.42 

27.37 

27.28

27.28

27.27

27.18

28.70

28.27

28.17

27.90

27.88

27.83

27.80

27.73

27.72

27.85

28.68

29.00

28.30

28.30

28.32

28.32 

28.32

28.67

26.53 

26.53 

26.48

26.57 

26.43

26.55

26.53

26.55

26.79

26.68

26.70

26.60 

26.52

26.58

26.59

26.62

26.58

26.65

26.48

26.47

26.53

26.60

26.60 

26.58 

26.30

26.62

26.52

26.43

26.53

26.50

26.53

a Conditions of flow probably affected by ice January 17 to 18 and January 22 to March 13, 1907.

b Discharge probably affected somewhat by ice conditions from about February 1 to 14 and December 9 to 24.
MOHAWK KIVER BASIIST. 225

Rating table for Xinderhook Creek at Rossman, N. Y.,for 1906-1908.

Gage 

height.

Feet.

25.90

26.00

26.10

26.20

26.30

26.40

26.50

26.60

26.70

26.80

26.90

27.00

27.10

27.20

27.30

27.40

27.50

27.60

27.70

27.80

27.90

Discharge.

Scc.-ft.

3

7

13

22

34

50

70

94

122

153

187

225

265

310

359

412

470

534

602

673

748

Gage 

height.

Feet.

28.00

28.10

28.20

28.30

28.40

28.50

28.60

28.70

28.80

28.90

29.00

29.10

29.20

29.30

29.40

29.50

29.60

29.70

29.80

29.90

30.00

Di, '

charge.

Sec.-ft.

826

906

988

1,074

1.162 '

1,252

1,343

1,436

1,530

1,626

1,723

1,822

1,923

2,025

2,130

2,235

2,340

2,450

2,560

2, 670

2,780

Gage 

height.

Feet.

30.10

30.20

30.30

30.40

30.50

30.60

30.70

30.80

30.90

31.00

31.10

31.20

31.30

31.40

31.50

31.60

31.70

31.80

31.90

32.00

32.10

Discharge.

Sec.-ft.

2,895

3,010

3,125

3,245

3,365

3,485

3,610

3,735

3,860

3,985

4,110

4,235

4,360

4,490

4, 620

4,750

4,880

5,010

5,145

5,280

5,415

Gage 

height.

Feet.

32.20

32.30

32.40

32.50

32.60

32.70

32.80

32.90

33.00

33.10

33.20

33.30

33.40

33.50

33.60

33.70

33.80

33.90

34.00

34.20

Discharge.

Sec.-ft.

5,550

5,685

5,820

5,955

6,090

6,225

6,360

6,500

6,640

6,780

6,920

7,060

7,200

7,340

7,480

7,620

7,760

7,900

8,040

8,185

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 18 discharge measurements made during 1906, 1907, and 1908, and is well defined between gage heights 25.9 feet 

and 29 feet. Above rating differs slightly from that published in report of state engineer and surveyor, 

State of New York. A revision was made on the basis of new data more recently available.

Monthly discharge of Kinderhook Creek at Rossman, N. Y.,for 1906-1908. 

[Drainage area, 331 square miles.]

Month.

1906.0 

March 16 to 31. .............. ..........

April...................... ............

July....................................

1907.6

July....................................

Discharge in second-feet.

Maximum.

2,790 

3,520 

1,570 

1,070 

568 

375 

153 

874 

1,150 

1,690

2,240

1,690 

1,250 

1,580 

1,460

108 

1,420 

8,140 

4,580 

2,620

8,140

Minimum.

229 

483 

153 

116 

70 

72 

58 

72 

147 

198

441 

370 

163 

94 

28 

30 

217 

458 

301

28

Mean.

761 

1,250 

534 

392 

222 

171 

102 

244 

433 

408

' 800 

175 

694 

732 

570 

499 

226 

58.1 

365 

1,140 

1,260 

932

621

Per 

square 

mile.

2.30 

3.78 

1.61 

1.18 

.671 

.517 

.308 

.737 

1.31 

1.23

2.42 

.529 

2.10 

2.21 

1.72 

1.51 

.683 

.176 

1.10 

3.44 

3.81 

2.82

1.88

Kun-off 

(depth in 

inches on 

drainage 

area).

1.37 

4.22 

1.86 

1.32 

.77 

.60 

.34 

.85 

1.46 

1.42

2.79 

.55 

2.42 

2.47 

1.98 

1.68 

.79 

.20 

1.23 

3.97 

4.25 

3.25

25.58

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

B. 

D. 

A. 

A. 

A. 

A. 

B. 

A. 

A. 

A. 

A. 

A.

a Discharge probably not affected by ice conditions March and December, 1906.

b Discharge during the frozen periods, 1907, estimated on the basis of precipitation and temperature at 

Chatham, N. Y.:

Sec.-ft.

Discharge, January 17 to 18, 1907......................................................... 400

January 22 to 31, 1907......................................................... 250

March 1 to 13, 1907............................................................ 175

Discharge, July 1 to 9, estimated 322 second-feet on the basis of the discharge of Hoosic River at Buskirk,

N. Y.

16254 IRR 241 10 15
226 SUEFACE WATER SUPPLY, 1907-8.

Monthly discharge of Kinderhook Creek at Rossman, N. Y.,for 1906-1908 Continued.

Month.

1908.0

May....................................

July....................................

Discharge in second-feet.

Maximum.

2,020 

5,050 

3,100 

1,120 

1,550 

850

82 

102 

94 

100

5,050

Minimum.

257 

187 

253 

554 

206 

160 

77 

66 

15 

23 

27

15

Mean.

723 

684 

1,040 

837 

736 

319 

212 

115 

47.1 

56.7 

73.6 

61.1

409

Per 

square 

mile.

2.18 

2.07 

3.14 

2.53 

2.22 

.964 

.640 

.347 

.142 

.171 

.222 

.185

1.23

Run-off 

(depth in 

inches on 

drainage 

area.)

2.51 

2.23 

3.62 

2.82 

2.56 

1.08 

.74 

.40 

.16 

.20 

.25 

.21

16.78

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

o It is probable that the effect of ice conditions during February was not great; the values given above 

are on the basis of the open-channel rating. The discharge December 9 to 24 was estimated to be 50 secondfeet on the basis of precipitation and temperature records at Chatham.

Discharge, July 23 to 26, estimated 475 second-feet, and August 1 estimated 170 second-feet on the basis of 

Hoosic River at Buskirk, N. Y.

NOTE. Monthly discharge for 1906 and 1907 has been re evised and differs slightly from that published in

report of state engineer and surveyor, State of New York.

CATSKILL CREEK AT SOUTH CAIRO, N. Y.

The area drained by Catskill Creek lies on the north slope of the 

Catskills, mostly in the highlands of Greene County. The slopes are 

precipitous, and the basin contains no lakes or artificial storage of 

consequence. The stream flows for the most part over a rock bed 

and enters the Hudson River at Catskill. Its total drainage area is 

about 420 square miles. The waters of this creek will eventually 

form a part of the water supply for New York City. (See Esopus 

Creek.)

The gaging station was established July 4, 1901, at the highway 

bridge in the village of South Cairo. It was discontinued by the 

United States Geological Survey July 1, 1907. Data regarding discharge have also been obtained by the New York board of water 

supply, but are withheld for the present.

Measuring conditions at this station are poor, as the channel is 

shifting and the current sluggish at low stages.

Information in regard to this station is contained in the reports of 

the New York state engineer and surveyor.
ESOPUS CKEEK BASIN. 227

Daily gage height, in feet, of Catskill Creek at South Cairo, N. Y.,for 1907. 

[Eugene Stewart, observer.]

Day.

1. .........

2..........

3.......... 

4..........

5..........

6.......... 

7..........

8..........

9

10.......... 

11..........

12..........

13 ..........

15..........

Jan.

5.00

3.80

3.40

4.28

3.65

3.30 

3.40

4.60

4.25

3.25 

3.50

3.22

3.10

3.00

3.40

Feb.

3.00

2.90

2.80 

2.80

2.90

2.70 

2.80

2.70

2.40 

2 90

2.78

2.90

2.50

Mar.

2.60

2.50

2.60 

2.60

2.50

2.47 

2.60

2.60

2.50

2.50 

2.55

2.50

2.50

2.60

Apr.

4.08

3.65

3.50 

3.38

3.40

3.20 

3.00

3.15

3.20

3.25 

3.25

3.92

4.20

4.68

4.45

May.

3.85

3.65

3.50 

3.70

3.65

3.50 

3.50

4.00

3.70

3.50 

3.40

3.32

3.20

3.00

June.

2.90

3.15

3.85 

3.60

3.80

3.45 

3.28

3.00

3.00

2.85

9 7^

2.60

2.60

2.55

2.50

Day.

16..........

17..........

18.......... 

19..........

20..........

21 .......... 

22..........

23 ..........

24..........

25.......... 

26..........

27 ..........

28..........

29..........

30..........

31..........

Jan.

3.39

3.38

3.40 

3.52

6.80

4.70 

3.10

3.35

3.40

3.2 

3.10

3.00

3.15

3.10

3.05

3.00

Feb.

2.70

2.80

2.90 

2.80

2.92

2.80 

2.70

2.85

2.70

2.70 

2.70

2.45

2.60

Mar.

4.80

4.40

4.65 

3.95

3.70

3.15 

3.50

4.72

4.80

4.28 

4.30

4.40

4.85

5.10

5.08

4.30

Apr.

4.15

4.24

3.95 

3.80

3.75

3.50

3.48

3.90

5.00

4.75 

4 20

3.98

3.85

3.70

May.

2.90

2.95

3.15 

3.15

3.02

2.95 

2.75

2.65

2.55

2.50 

2.78

3.12

3. 5

3.28

3.15

2.95

June.

2.50

2.38

2.25 

2.10

2.10

2.40 

2.25

2.10

2.02

2.00 

2.10

2.40

2.40

2.40

2.40

NOTE. Ice conditions prevailed from about January 17 to March 14. During the frozen period gage 

heights were taken to water surface in a hole in the ice.

ESOPUS CREEK BASIN. 

DESCRIPTION.

Esopus Creek has its source in northwestern Ulster County and 

enters Hudson River near Saugerties. The course of the upper portion of the stream is southeastward, but at Binnewater it turns 

abruptly to the northeast and for a distance of about 20 miles the 

course of the creek lies parallel to that of Hudson River, though the 

two streams flow in opposite directions. At Kingston the creek is 

2.5 miles from the Hudson and at an elevation of 140 feet above tide.

The stream is characterized by a number of precipitous falls, which 

occur chiefly at points where it passes from one geologic formation 

to another. At Olivebridge it falls 28 feet, at Glen Erie 56 feet, and 

at Saugerties it makes its descent to the tide-water level of the Hudson in an abrupt fall of about 40 feet.

Esopus Creek is to be used as a source of water supply by New 

York City by placing a masonry dam 210 feet in maximum height 

near Browns Station, where the drainage area is 255 square miles. 

The Ashokan reservoir, so formed, will have a storage capacity of 

about 17 billion cubic feet and a present quantity of about 250 million 

gallons of water per day will be carried through the Catskill aqueduct 

to New York City, about 100 miles distant. Eventually portions of 

Rondout, Catskill, and Schoharie creeks are to be included in the 

supply, raising this to 500 million gallons daily.

ESOPUS CREEK NEAR OLIVEBRIDGE, N. Y. a

The weir is constructed of concrete, having a cross section similar 

to that of the experimental weir used in the hydraulic laboratory at 

Cornell University by the United States Geological Survey, in series 

30, as described in Water-Supply Papers Nos. 150 and 200.

a. This description and the tables of discharge 1906-1908 were furnished by the board of water supply of 

the city of New York.
228 SURFACE WATER SUPPLY, 1907-8.

The average height of this weir above the rock on which it is 

founded for its entire length is 7.54 feet; length between abutments, 

193.90 feet. In order to form a channel of approach the abutments 

have been extended upstream at right angles with the axis of the 

weir for a distance of 16 feet, and the area of the channel of approach 

below the crest of the weir is 1,462 square feet. The abutments 

extend 14 feet above the level of the crest, and it is estimated that a 

flow of 40,000 cubic feet per second can be taken care of.

Measurements of the head on the weir are made in a well 24 inches 

-in diameter, situated 53 feet upstream from the crest of the weir. 

Water is admitted to this well through a f-inch pipe extending 16 

feet out into the stream in which, spaced 6 inches apart, are |-inch 

holes bored vertically through the pipe. The center of this pipe is 

placed 18 inches above the bed of the stream. A continuous record 

of the head at this point is kept by means of a Friez automatic waterstage register, geared 1 to 1 and running twenty-four hours. Observations of the flow were first begun on October 17, 1906, though the 

automatic gage register was not installed until December 5. Prior to 

this latter date heads were read three times daily and reduced in 

the usual manner.

Computations of the discharge over this weir are made from a 

formula which has been deduced from the results of the experiments 

made by the United States Geological Survey and referred to above. 

During the winter the ice which forms between the wing walls which 

form the channel of approach is kept cut away, so that there may 

be no change in the conditions of flow due to this cause.

The watershed of Esopus Creek above the weir is 239 square miles, 

as measured on the topographic maps of the United States Geological Survey.

Daily discharge, in second-feet, of Esopus Creek near Olivebridge, N. Y., for 1906-1908.

Day.

1906. 

1......

2......

3......

4......

6......

7......

8......

9......

10.. ...

Oct. Nov.

178

153

138

122

108

92

81

70

53

40

Dec.

271

253

302

271

428

510

204

285

332

Day.

1906. 

11......

12. .....

13. .....

14......

15. .....

16......

17......

18......

19......

20. .....

Oct.

o25

663

Nov.

46

68

122

116

283

611

1,109

1,355

1,170

886

Dec.

361

301

293

282

344

400

337

307

220

258

Day.

1906. 

21. ....

22. ....

23. . ..

24. . ..

25. . ..

26. ..

27. ..

28. ..

29. ..

30. ..

31. ..

Oct.

100

94

84

59

1,426

624

499

398

292

243

212

Nov.

907

929

824

722

635

532

442

380

326

280

Dec.

474

442

337

184

218

252

270

264

260

289

1,934

« Weir measurements begun October 19,1906.
ESOPUS GREEK BASIN. 229

Daily discharge, in second-feet, of Esopus Creek near Olivebridge, N. Y., for 1906-8 

Continued.

Day.

1907. 

1..............

2..............

3-.....--....-.

7---...........

8..............

10..............

11..............

12..............

13..............

14..............

15. .............

16..............

17. .............

18..............

19..............

20..............

21 ..............

22..............

23..............

24..............

25..............

26.. ............

27..............

28..............

9Q

30..............

01

1908. 

1..............

2

3..............

5.. ............

6..............

7. ............ .

8..............

g

14..............

16..............

17. .............

18..............

19

20..............

21..............

22..............

23..............

24..............

26..............

28..............

in

31. .............

Jan.

2,214

1,296

988

1,120

1,020

876

819

944

984

848

764

760

704

605

485

346

435

511

1,283

848

597

494

377

459

610

512

498

359

289

1,160

1,010

868

745

654

518

646

609

1,367

1,032

836

743

600

610

437

483

512

475

400

382

375

348

333

Feb.

332

337

370

274

301

9Q4.

218

201

178

189

180

160

158

178

192

172

166

151

163

169

160

170

188

166

174

165

135

126

186

206

218

231

231

231

231

225

218

206

199

199

199

67, 882

4,710

1,165

830

525

375

308

228

127

228

222

Mar.

113

116

133

137

110

110

105

110

105

106

113

115

114

594

847

637

746

798

714

685

567

670

1,569

1,789

1,381

1,107

1,000

1,178

1,468

1,313

1,078

222

228

286

242

144

182

215

215

175

169

175

286

592

1,269

1,590

1,865

1 149

930

1,343

1,040

841

823

887

1,480

1,392

1,333

4,068

4,651

3,019

2,048

Apr.

896

752

577

536

463

401

429

405

402

415

492

512

510

488

435

433

386

363

355

334

320

333

775

930

900

830

722

653

606

1,520

1,295

1,076

885

762

784

745

1,112

2,034

1,534

1,312

1,136

997

857

829

892

810

753

763

737

690

612

565

625

678

780

725

1,330

1,007

978

May.

575

530

902

872

769

790

739

683

607

572

525

479

437

728

897

740

718

650

567

520

512

420

392

448

467

467

392

375

4,625

2,465

1,858

1,432

1,167

986

1,396

2,910

1,965

1,528

1,227

1,066

950

807

759

702

662

595

542

498

398

5,733

4,038

2,430

1,724

1,291

1,126

924

773

784

1,621

June.

375

680

874

785

898

988

830

725

620

560

493

448

375

358

312

286

264

242

242

301

242

228

194

188

169

150

162

150

139

188

590

486

474

430

396

370

361

346

331

314

283

238

195

170

196

254

216

209

202

a 168

148

a 124

a 115

a 123

a 124

a 104

a 73

75

a 78

a 77

July.

169

144

122

105

116

122

105

94

78

84

139

127

100

89

72

105

116

84

72

84

72

72

62

62

62

53

48

48

44

Oft

73

74

151

255

290

219

158

140

114

97

101

90

76

70

68

64

59

60

60

59

55

68

58

57

590

400

211

152

125

114

107

Aug.

44

44

36

36

36

36

36

33

29

29

29

29

26

26

23

23

23

33

33

27

21

25

27

35

35

32

31

32

28

23

20

100

90

«80

70

70

a 70

67

a 73

 72

62

62

a 69

64

«52

52

52

52

57

46

40

40

48

48

36

29

42

53

44

40

33

o33

Sept.

21

20

118

322

765

277

169

126

115

248

944

1,275

625

428

325

277

231

190

190

164

170

170

370

687

412

328

290

286

1,778

1,358

33

a 29

a 26

(»26

26

26

26

26

a 26

o26

a 26

26

26

a 26

a 26

18

a 18

"20

a 20

20

a 20

a 19

"20

"20

20

a 23

23

28

a 282

a 135

Oct.

872

665

875

776

638

547

927

840

708

635

628

533

467

412

376

348

313

290

296

321

286

264

244

228

212

217

4,971

3,976

2,289

1,539

78

62

67

62

62

a 57

a 44

44

40

40

48

53

53

40

36

a 40

36

36

36

36

29

32

a 32

36

59

a 358

1,061

661

958

706

567

Nov.

1,172

1,786

6,280

2,612

1,753

8,588

3,688

2,257

1,661

1,273

1,020

850

726

616

545

482

444

424

379

396

435

358

336

441

398

358

332

362

336

460

390

338

312

264

242

228

222

212

198

185

178

166

170

183

164

161

153

150

146

134

118

118

120

116

119

119

122

122

110

Dec.

318

309

290

271

206

261

240

229

240

4,594

3,731

2,037

1,353

1,102

981

809

697

612

550

486

464

380

1,748

3,017

1,791

1,332

1,084

1,272

1,313

1,419

1,469

105

105

74

87

118

74

233

389

263

202

178

264

206

204

220

260

225

280

307

216

189

180

177

179

286

250

216

209

179

159

245

a Meter measurements at Olivebridge.

&«Maximum flow over weir was 15,800 second-feet at 5.30 p. m.

NOTE. Discharge during portions of 1907-8 were obtained by comparisons with Olivebridge and 

Bishops Falls gages, rating curves and meter measurements. Discharges for a period of ice conditions, 

February 1 to 4, 1908, obtained by proportion from the Kingston records.
230 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Esopus Creek near OKvebridge, N. Y.,for 1906-1908. 

[Drainage area, 239 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Per 

square 

mile.

Run-ofl 

(depth in 

inches on

drainage 

area).

1906. 

October 19 to 31............................... 1426

November.................................... 1355

December..................................... 1934

1907. 

January....................................... 2,214

February..................................... 337

March......................................... 1,789

April.......................................... 930

May........................................... 902

June.......................................

July........................................... 169

August.-.-.-....----....-................-.-.- 44

September.................................... 1,778

October....................................... 4,971

November.................................

December..................................... 4,594

The year.............................

1908.

January....................................... 1,367

February..................................... 7,'.'"

March......................................... 4,651

April.......................................... 2,034

May........................................... 5,733

June.......................................... 590

July....................................... 590

August........................................ 100

September.................................... 282

October....................................... 1,061

November.................................... 460

December..................................... 389

The year................................ 7,

25

40

184

126

105

320

375

139

36

20

20

212

332

206

363

426

359

743

202

633

543

594

416

90

30

423

847

1,439

1,116

1.52

1.78

1.50

3.11

.85

2.65

2.27

2.48

1.74

.38

.13

1.77

3.54

6.02

4.67

0.73

1.99

1.73

3.586

.883

3.052

2.537

2.864

1.939

.433

.146

1.974

4.084

6.717

5.385

20 590 2.47 33.600

264

127

144

565

398

73

55

29

18

32

116

74

18

642

803

,140

961

,567

242

136

56

36

176

191

203

2.68

3.36

4.77

4.02

6.56

1.01

.57

.23

.15

.74

.80

.85

3.101

3.625

5.501

4.486

7.560

1.138

.657

.271

.169

.852

.892

.977

528 2.21 29.229

NOTE. The above values for 1906 are revisions of and supersede those published in Water Supply 

Paper 202.

ESOPUS CEEEK AT KINGSTON, N. Y.

The Kingston gaging station was established July 5, 1901, by the 

United States Geological Survey, and was assumed on April 28, 1907, 

by the board of water supply of the city of New York, by whom this 

description and the following tables of discharge were supplied for 

complete years 1907 and 1908. A continuous record of gage heights 

has been kept by John Douglas, of Kingston, who reads the gage 

each night and morning.

The station is located on the upstream side of the steel highway 

bridge on Washington avenue, Kingston, N. Y. There is a clear span 

of 115 feet between the abutments, which are nearly vertical. In 

addition to the main channel there is an overflow channel 19 feet 

wide on the left bank, through which water flows at a gage height of 

about 12 feet. The station is valueless at the highest stages of the 

stream.

The station was originally equipped by the United States Geological Survey with the standard chain gage, located on the upstream
ESOPUS CREEK BASIN. 231

side of the bridge near the right abutment. This gage was dilapidated and so was replaced on June 19, 1908, by a board of water 

supply standard chain gage. The length of the chain is 31.04 feet 

from end of weight to marker.

Measurements are made from the bridge at high water and by 

wading or boat at lower stages. A sharp bend in the creek about 

500 feet above the bridge causes considerable eddying and the current is uneven and irregular; at low water the velocities are more 

regular.

The bench mark is located on the coping stone at the upstream 

corner of the right abutment and has an elevation of 31.84 feet above 

the zero of the datum of the gage.

Information in regard to this station is contained in the report of 

the state engineer and surveyor, State of New York. The monthly 

discharge for 1907 as published in this report is superseded by the 

values computed by the New York board of water supply, as given 

below, on the basis of additional data obtained since April 28, 1907.

Discharge measurements of Bsopus Creek at Kingston, N. Y., in 1907.

Date.

1907.

Hydrographer. Width.

Feet.

95

Q't 93

Area of 

section.

Sq.ft.

282

Gage

height 

to top

of ice.

Feet.

5.68

5.61

Gage

height 

to water

surface.

Feet.

5.68

Discharge.

Sec.-ft.

200

179

NOTE. Measurements made under ice cover. Thickness of ice, q.65 foot in each case.

The above two measurements were made by engineers of the United States Geological Survey.

Daily gage height, in feet, of Esopus Creek at Kingston, N. Y.,for 1907. 

[John Douglas, observer.]

Jan. Feb. Mar.

11.45

9.15

8.25

8.35

8.1

7.75

7.35

7.75

7.95

7.4

7.25 

7.0 

6.9 

C.6

6.85

7.55

7.95

8.05

7.15

6.7

6.2

6.15

6.25

6.2

6.2

6.15

5.95

5.7

5.65

6.10

5.2 

5.2 

5.25 

5.4 

5.3

5.2

5.15

5.1

5.15

5.1

5.0

4.95

5.1

5.8

9.2

\pr.

7.35

7.0

6.7

6.45

6.4

6.3

5.95

6.0

6.05

6.05

5.95

6.5

6.5

6.5

May.

6.35

6.2

6.0

6.8

Day.

16.......

17.......

18.......

19.......

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

28.......

29.......

30.......

31.......

Jan.

6.4

7.15

7.15

7.25

8.45

11.3

10.1

9.65

8.9

9.0

8.95

8.6

8.45

8.3

8.05

7.65

Feb.

6.05

5.8

5.6

5.5

5.45

5.25

5.1

5.1

5.1

5.4

5.5

5.4

Mar.

8.75

8.45

9 1

8.15

7 9

7.5

8.1

8.8

9.6

8.85

8.2

7.8

7.85

9.0

8.75

7.9

Apr.

6.2

6.15

6.0

5.75

5.8

5.65

5.6

5.6

6.5

7.45

7.2

7.1

6.75

6.65

6.4

.......

May.

NOTE. Ice conditions prevailed from about January 17 to about March 16. During the frozen period 

gage heights were taken to water surface in a hole in the ice.
232 SURFACE WATER SUPPLY, 1907-8.

Daily discharge, in second-feet, of Esopus Creek at Kingston, N. Y.,for 1907-8.

Day.

1907.a 

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10...... ........

11..............

12..............

13..............

14..............

15..............

16..............

19..............

20..............

21..............

23..............

26..............

28..............

29..............

30..............

31..............

1908. & 

1..............

4..............

6..............

7........-.-..-

8..............

9

10..............

11..............

12..............

13..............

14..............

15.. ............

16..............

17..............

18. ....... ......

19..............

21..............

22..............

23........ ......

24..............

25...--...-.-...

26..............

27..............

28..............

29..............

31..............

Jan.

3,850

2,280

1,715

1,780

1,640

1,200

1,550

1,230

1,150

1,025

980

850

955

750

470

590

690

1,740

1,150

810

670

620

830

690

680

550

490

390

1,560

1,130

1,025

980

1,125

960

1,210

830

605

940

1,280

1,405

1,200

993

850

750

645

665

510

390

575

470

535

275

250

Feb.

450

460

500

370

400

300

270

240

260

240

220

210

240

260

230

220

200

220

230

220

230

250

220

240

220

180

170

250

280

295

315

315

310

305

295

285

275

270

270

270

10, 660

6,370

2,800

1,575

1,240

1,100

715

420

305

175

515

460

305

Mar.

160

180

190

150

140

140

140

150

160

160

800

1,150

860

1,010

1 080

970

930

770

2,080

1,680

1,485

2,190

1,520

300

qin

OQfi

195

245

290

385

500

1,870

2,850

1,830

1,390

1,890

1,230

1,150

1,180

1,550

2,600

3,740

5,600

Apr.

1 200

895

775

740

700

580

690

580

805

750

670

670

670

525

480

455

460

7QC

1,125

1,200

860

7t:n

1,625

i qttn

975

890

980

9 QJifi

1,600

1,200

910

925

830

830

830

775

700

670

690

825

780

1,310

1,080

926

May.

670

605

940

1,190

1,070

840

730

645

600

930

795

740

640

690

660

560

con

455

5,470

2,830

1 970

1,500

1,020

930

800

700

630

600

570

640

3

7'?n

6, 575

2,040

1,230

960

825

770

1,180

June.

545

955

1,050

1,520

1,150

1,050

945

680

615

545

445

375

326

365

370

326

Q7f)

OQC

200

Of\A

185

160

190

825

800

680

625

385

330

260

285

250

245

200

165

165

150

165

135

130

120

120

July.

260

200

1411

140

120

1 or

180

140

lie

120

135

185

115

120

185

135

115

105

120

QC

78

78

85

78

60

60

115

oqc

190

160

160

135

100

95

90

55

75

125

85

85

125

115

65

350

490

355

255

185

135

Aug.

60

70

70

65

rn

75

60

cc

50

50

35

60

35

35

33

43

28

44

3907

34

34

30

co

37

35

31

114

84

74

80

84

98

62

74

80

71

84

55

55

65

58

44

41

38

31

41

65

52

52

44

38

44

Sept.

30

9^

43

130

1,465

785

CflA

210

490

1,135

520

300

1,340

790

fine

500

A A £

2,400

40

36

36

OA

00

36

36

30

30

30

28

28

23

20

20

20

on

20

20

20

20

20

30

23

30

123

170

Oct.

1,580

113^

1,100

1 9ftfl

Qin

77 c

1,050

940

920

830

7<K

4.QC

A At:

41^

510

405

Af\(\

340

01 C

qin

285

A 07C

6,400

4 040

123

74

64

58

64

58

CO

48

80

94

38

36

40

50

43

40

40

48

48

50

43

48

1,130

1,120

880

Nov.

1 QQn

1,610

9 ncn

2,875

2,475

6,580

q finn

2 con

1 990

1,540

1 r\f\f\

860

760

680

640

580

Cqn

KAf\

550

680

680

680

570

cfin

540

400

325

310

oqn

94 n

99 c

180

9ftfi

210

170

1 Zt)

165

1 CC

Iqq

143

160

140

150

84

114

68

77

Dec.

490

eon

AAf)

A Qfi

430

qon

qon

390

9 non

1 900

9 oon

Qcn

1,330

1 330

2,650

1,590

1,910

2 1fin,

64

64

64

no

64

64

295

250

250

9qn

190

190

230

325

295

9cn

200

9fin

220

150

94 c

170

165

175

260

o Discharge January 17 to March 22, 1907, estimated by comparison with Esopus weir record.

& Discharge February 1 to 14, 1908, based on four discharge measurements and interpolations between 

them. Discharge November 26, 29, 30, and December 1 to 7 and 23 to 25, 1008. abnormal, due to storing of 

water at pulp-mill dam at Browns Station.
EONDOUT CREEK. 233

Monthly discharge of Esopus Creek at Kingston, N. Y., for 1907-8. 

[Drainage area, 324 square miles.]

Month.

1907.

July...........................................

1908. .

April. . ........................................

July...........................................

Discharge in second-feet.

Maximum.

3,850 

500 

2,580 

1,275 

1,425 

1,520 

270 

75 

2,400 

6,400 

10,250 

5,850

10,250

1,650 

10,660 

5,600 

2,350 

6,575 

825 

750 

114 

170 

1,130 

465 

420

10,660

Minimum.

390 

170 

140 

455 

455 

160 

60 

28 

25 

285 

540 

380

25

250 

175 

195 

670 

570 

120 

55 

31 

20 

34 

68 

38

20

Mean.

1,119 

274 

890 

772 

808 

552 

134 

46 

654 

1,220 

2,049 

1,590

842

874 

1,086 

1,452 

1,106 

1,850 

336 

192 

66 

36 

196 

190 

190

631

Per 

square 

mile.

3.45 

.85 

2.75 

2.38 

2.49 

1.70 

.41 

.14 

2.02 

3.77 

6.32 

4.91

2.60

2.70 

3.35 

4.48 

3.42 

5.71 

1.04 

.59 

.20 

.11 

.61 

.59 

.59

1.95

Run-off 

(depth in 

inches on 

drainage 

area).

3.987 

.880 

3.171 

2.662 

2.880 

1.905 

.479 

.163 

2.252 

4.350 

7.066 

5.667

35. 462

3.116 

3.625 

5.176 

3.802 

6.596 

1.161 

.684 

.238 

.125 

.699 

.656 

.676

26.554

RONDOUT CREEK AT ROSENDALE, N. Y.

The Rosendale gaging station is located on the highway bridge and 

was established by the United States Geological Survey on July 6,1901. 

It was assumed by the board of water supply of the city of New York 

on June 1, 1907, at which time a new standard board of water supply 

chain gage was put in to replace the old one. This description and 

the following tables of discharge for the complete years 1907 and 

1908 were furnished by the board of water supply of the city of 

New York.

Measurements are taken from the bridge at high and medium 

stages and by wading at a point about 1,000 feet below the bridge 

at low stages.

The gage is located on the downstream side of the bridge in the 

middle panel. The length of the chain from end of weight to marker 

is 34.53 feet.

The bench mark is a circular cut on rock on upstream corner, right 

abutment. The elevation is 33.56 feet above the datum.

The water is confined to one channel under the single span steel 

bridge, which is 135.7 feet between abutments at all stages.
234 SURFACE WATER SUPPLY, 1907-8.

A portion of the water of the creek is diverted by a dam below High 

Falls and sent through the Delaware and Hudson Canal, and is discharged into the creek below the gaging station. At Rock Locks^ 

which is about 1J miles below Rosendale, there is an overflow weir, 

from which the approximate discharge of the canal may be obtained. 

The weir, which has a crest of 3.8 feet, is located at the left end of the 

lock and is equipped with a standard board of water supply staff

Information in regard to this station is contained in the report of 

the state engineer and surveyor, State of New York. The monthly 

discharge for 1907, as published in this report, is superseded by the 

values computed by the New York board of water supply, as given 

below, on the basis of additional data obtained since June 1, 1907.

Daily gage height, infect, of Rondout Creek at Rosendale, N. Y.,for 1907. 

[Anna Huben, observer.],

Day.

1.......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12....... 1<?

14.......

15.......

Jan.

11.05

9.3

8.05

8.0

8.1

7.8

7.5

8.0

8.2

7.8

7.6

7.7

7.5

7.3

7.2

Feb.

8.8

8.7

8.6

8.65

8.6

8.65

8.7

8.6

8.55

8.45

8.3

8.2

8.15

8.15

8.2

Mar.

7.6

7.6

7.65

7.6

7.6

7.5

7.55

7.5

7.5

7.7

7.65

7.7

7.8

7.9

9.2

Apr.

8.0

7.7

7.1

7.1

7.0

6.95

7.3

7.1

May.

6.9

6.85

6.8

6.9

Day.

16.......

17.......

18.......

19.......

20. ......

21.......

22.......

23.......

24.......

25. ......

26. ......

27.......

28.......

29.......

30.......

31.......

Jan.

7.5

7.4

7.35

7.75

9.1

9.6

8.4

7.8

7.7

7.85

8.0

8.4

9.1

9.0

8.9

8.85

Feb.

8.2

8.2

8.2

8.1

7.9

7.85

7.85

7.8

7.85

7.8

7.8

7.75

7.65

Mar.

14.5

13.9

12.3

10.1

9.65

9.3

8.6

10.15

10.95

9.7

8.65

8.35

8.0

10.1

9.2

8.9

Apr.

8.1

7.2

7.1

7.05

7.0

6.9

6.85

6.9

7.35

7.9

7.3

7.25

7.0

6.95

May.

NOTE. Ice conditions prevailed from about January 17 to about March 17. During the frozen period 

gage heights were taken to water surface in a hole in the ice. Considerable quantities of anchor ice were 

lodged at the station during this period.
EONDOUT CKEEK. 235

Daily discharge, in second-feet, of Rondout Creek at Rosendale, N. Y., for 1907-8.

Day.

1907.o 

1............ .

2..............

3..............

4..............

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..............

1908.& 

1..............

2..............

5..............

6..............

7..............

8..............

9

10..............

11..............

12.............. 1^?

14..............

1 ^

16..............

17..............

18..............

19

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30

01

Jan.

5,300

2,990

1,520

1,460

1,570

1,250

960

1,460

1,670

1,250

1,050

1,150

960

780

700

960

870

830

1,200

2,725

3,390

1,900

1,250

1,150

1,300

690

970

1,510

1,420

1,350

1,310

1,360

970

875

920

840

1,240

1,725

1,210

950

910

4,070

2,740

1,850

1,410

1,160

925

800

790

720

720

820

750

670

640

760

790

630

620

Feb.

1,270

1,190

1,120

1,160

1,120

1,160

1,200

1,120

1,080

1,000

900

830

790

790

830

830

830

830

760

630

600

600

560

600

560

560

530

470

620

620

620

700

790

690

875

780

710

710

730

730

790

875

8,000

7,075

2,800

1,690

1,210

1,575

1,160

860

790

710

580

770

1,660

1,160

800

Mar.

440

440

470

440

440

380

410

380

380

500

560

1,590

3,840

7,240

6,950

4,050

2,990

2,120

4,110

5,170

3,520

2,180

1,840

1,460

2,850

2,475

630

620

660

580

650

660

580

615

615

620

500

1,550

3,640

3,275

3,450

2,375

1,800

3,410

3,050

1,900

1,800

1,960

2,925

3,580

2,600

2,980

4,040

3,920

3,760

2,710

Apr.

2,000

1,150

625

550

510

480

625

550

700

960

780

fi49

1,588

718

643

598

568

498

468

498

848

1,358

798

768

643

568

528

2,070

2,170

1,950

1,470

1,275

1,275

1,675

3,460

2,130

1,740

1,425

1,110

1,000

1,110

1,165

880

895

880

805

825

725

635

585

580

875

785

1,190

1,000

920

May.

500

Affi

428

497

718

1,640

799

847

848

797

677

643

527

500

468

526

2,558

1,477

1,218

848

698

590

567

510

440

508

678

768

548

468

429

2,615

2,100

1,090

920

1,065

5,670

2,610

1,790

1,425

1,110

955

900

815

735

670

545

505

470

690

4,660

4,390

2,670

1,535

1,240

1,150

900

750

800

1,910

June.

417

QQ7

767

Q07

1,317

937

747

657

582

K07

487

457

417

377

317

292

317

347

332

317

262

262

237

252

242

193

274

1 i p;n

760

445

460

370

360

335

310

280

250

225

265

660

410

335

265

230

205

180

180

180

200

180

160

135

110

130

July.

328

070

216

147

167

388

187

142

97

227

142

QQ

87

102

142

228

167

143

117

98

95

118

85

62

82

110

125

150

375

285

205

165

120

110

100

105

93

89

84

91

84

79

84

84

91

89

84

93

89

175

430

210

135

115

112

110

Aug.

72

79

81

69

68

65

73

68

77

73

fts

65

63

63

63

69

66

7Q

71

63

ao

141

87

6607

01

25

25

114

88

70

no

80

93

107

Q1

83

72

105

85

83

78

71

77

97

78

72

70

71

62

56

55

71

95

72

86

62

55

Sept.

20

20

20

115

1,637

567

331

oqq

186

184

367

1 797 Cf-C

394

288

253

9^Q

241

90 a

215

163

798

415

2,076

2,041

47

QC

34

40

38

41^?fi

38

38

33

32

9Q

29

30

30

27

25

25

28

27

25

21

27

35

44

39

40

99

182

143

Oct.

1,091

767

EQO

626

1,166

7QO

612

717

767

654

a 70

716

386

367

qcq

386

391

qnft

375

341

49Q

2 £07

3,667

109

94

91

88

80

75

68

6,1

61

78

65

60

39

46

Aft

45

45

39

37

35

33

36

45

338

535

814

657

Nov.

1,266

7 AOQ

3 91 P;

1 QQS

1 7^7

5,367

3 111

1 7Q.1

1,315

1,015

1,015

QA(\

815

720

660

650

680

890

750

7EA

1,010

860

775

670

366

298

225

1QO

168

1 PiQ

151

157

146

133

117

96

153

116

98

104

128

118

102

96

92

83

136

128

109

102

96

85

Dec.

680

con

530

565

Kflfi

520

JQA

430

3 1 Rrt

4,250

1,240

OQA

720

750

800

QKO

3 7&n

1,570

1 97^

1,170

1,550

68

69

67

75

70

96

370

280

253

283

274

265

244

214

196

190

198

192

188

198

274

238

196

184

170

170

152

214

a Discharges include flow in Delaware and Hudson Canal, which was open from April 15 to November 16, 

1907, and April 12 to December 12, 1908. 

b Creek covered with ice February 2 to 15, 1908. February 15, 1908, discharge estimated.
236 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Rondout Creek at Rosendale, N. Y.,for 1907-8. 

[Drainage area, 380 square miles.]

Month.

1907.

May...................................... . ..

July...........................................

September...... .....

1908.

April..........................................

May...........................................

July . . .........................................

Discharge in second-feet.

Maximum.

5,300 

1,270 

7,240 

2,000 

2,558 

1,507 

388 

141 

2,076 

6,509 

12,609 

4,250

12, 609

4,070 

8,000 

4.040 

3,460 

5,670 

1,150 

430 

114 

182 

814 

366 

370

8,000

Minimum.

690 

470 

380 

468 

428 

168 

62 

20 

20 

262 

650 

430

20

620 

580 

320 

580 

470 

110 

79 

55 

21 

33 

83 

67

21

Mean.

1,512 

854 

2,140 

789 

748 

508 

157 

65 

564 

970 

1,920 

1,311

962

1,150 

1,417 

1,993 

1,295 

1,762 

345 

138 

80 

44 

141 

142 

194

725

Per 

square 

mile.

3.98 

2.25 

5.64 

2.08 

1.97 

1.34 

.41 

.17 

1.48 

2.55 

5.06 

3.45

2.53

3.03 

3.73 

5.24 

3.41 

4.64 

.91 

.36 

.21 

.12 

.37 

.37 

.51

1.91

Run-off 

(depth in 

inches on 

drainage 

area).

4.59 

2.34 

6.49 

2.32 

2.27 

1.49 

.47 

.20 

1.66 

2.94 

5.64 

3.98

34.37

3.485 

4.014 

6.044 

3.802 

5.336 

1.013 

.418 

.243 

.129 

.426 

.418 

.589

25. 917

MISCELLANEOUS MEASUREMENTS IN HUDSON RIVER DRAINAGE BASIN.

The following miscellaneous discharge measurements were made 

in Hudson River drainage basin during 1907 and 1908:

Miscellaneous measurements in Hudson River basin, 1907 and 1908.

Date.

1907.

February 15 a..

October 1 ......

October 24.....

1908.

Stream.

.....do..................

.....do..................

North Creek............

.....do..................

.....do..................

.....do..................

River. 

North Creek ............

Locality.

above mouth of Indian 

River.

inth, N. Y.

bridge at Corinth, N. Y. 

North Creek, N. Y.......

.....do...................

.....do...................

West Branch into Sacondaga River near 

Wells, N. Y. 

North Creek, N. Y.......

Width.

Feet.

fn °.

Area of 

section.

Sq.ft.

Gage 

height.

Feet.

125. 96

125.95

Discharge.

Sec.-ft. 

69

2,580

1,740

54

U q

53

30

106

62

38

30

a Measurement very approximate, account of poor measuring conditions.

6 Measurement made under ice cover. Gage height to top of ice, 126.14 feet; thickness of ice, 1 foot. 

No ice at gage and river open for nearly the entire width 700 feet below the gage.

< Measurement made by wading just below electric railroad bridge. This point is ordinarily within 

backwater effect of the dam below, but the pond was not filled up on the date of this measurement.

d Measurement made by wading J mile above the mouth of West Stony Creek.
SUEFACE WATEE SUPPLY, 1907-8. 237 

PASSAIC RIVER DRAINAGE BASIN.

DESCRIPTION.

Passaic River rises in Somerset and Morris counties, N. J. Above 

its confluence with Pompton River, its main tributary, it meanders 

through a flat country of Triassic red sandstone, to which in large 

measure must be attributed the turbidity of its waters. In contrast 

with the sluggish, muddy character of the Passaic, the Pompton is a 

rapid stream and its waters are clear. It drains parts of Sussex, 

Passaic, Morris, and other adjoining counties, and traverses for a 

large part of its course a country of hard crystalline rocks and heavy 

forests, the general level of which is several hundred feet above that 

of the Passaic. At their confluence the Pompton enters with a current which carries it well toward the right bank of the Passaic, and 

at times of flood causes much backwater in the latter.

The highest recorded flood which has occurred in this drainage 

basin was that -of October, 1903. The flood began at 6.30 p. m. 

October 8, and lasted until midnight October 18, the maximum height, 

being reached at 9 p. m. October 10. There was a total rainfall of 

11.74 inches between October 8 and 11. The estimated maximum 

discharge at the Dundee dam was 35,800 second-feet. This flood is 

fully described in Water-Supply Paper No. 92.

Gaging stations have been maintained in this basin as follows:

Passaic River at Millington (1903-1906).

Passaic River near Chatham (1903-1908).

Passaic River at Two Bridges (Mountain View) (1901-1903).

Rockaway River at Boonton (1903-4).

Pompton River at Pompton Plains (1903-4).

Pompton River at Two Bridges (Mountain View) (1901-1903).

Ramapo River near Mahwah (1903-1908).

Wanaque River at Wanaque (1903-1905).

PASSAIC RIVER NEAR CHATHAM, N. J.

This station was established February 10, 1903, and is maintained 

by the United States Weather Bureau. It is located at the second 

bridge about 1^ miles upstream from Chatham. No important tributaries enter in the immediate vicinity of the station. Canoe Brook 

enters from the east about 3 miles below the station.

This stream is important because many large cities draw their 

water supply from it and also because many cities on the lower portion throw their sewage into it. Records of discharge are also valuable in connection with power development and studies for the prevention of excessive floods in the basin.

The datum of the chain gage has remained the same since the 

establishment of the station. The discharge is affected by ice during
238 SURFACE WATER SUPPLY, 1901-8.

the winter months. Conditions of flow have changed somewhat 

during the period of maintenance of the station, but the rating curves 

developed for low and medium stages are considered good.

Discharge measurements of Passaic River near Chatham, N. J., in 1908.

Date.

May 12........

Hydrographer.

.....do.............................................

R. H. Bolster. .....................................

Width.

Feet. 

69

69

69

Area of 

section.

Sq.ft. 

181

184

84

Gage 

height.

Feet. 

3.91

3.90

2.25

Discharge.

Sec.-fl.

538

527

25.6

Daily gage height, in feet, of Passaic River near Chatham, N. J.,for 1907-8. 

[Miss M. A. Butler, observer.]

Day.

1907.0 

1..............

3..............

4..............

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..............

1908.6 

1..............

2............ .

3..............

4..............

5..............

6............ .

7

8.

9........... .

10.............. 

11..............

12..............

13..............

14..............

15..............

Jan.

5.0

4.8

4.6

4.5

4.4

4.0

3.7

3.5

3.5

3.3

3.1

2.9

3.8

4.8

4.5

4.0

3.5

4.2

4 fi

5.0

5.5

5.0

3.7

3.4

3.1

3.5

3.0

3.9

3.6 

3.4

4.0

5.0

Feb. Mar.

4.8

6.0

6.5

7.0

8.0

7.0

6.0

5.5

5.0

4.7

4.6

4.3

4.1

3.9

3.3

3.1

3.0

4.7

4.2

3.8

3.6

3

0

3.4

4.0

3.9 

3.7

3.2

3.0

2.9

Apr.

2.8

2.7

2.7

2.6

2.6

2.5

2.5

3.0

3.6

4.0

3.7

3.4

3.6

3.5

3.2

3.0

2.8

2.7

2.6

2.6

2.5

2.4

2.4

3.3

3.2

3.1

3.0

2.9

2.8

2.7

2.8

2.8

2.6

2.7

2.5

3.2

3.0 

3.1

2.9

9 Q

2.7

2.7

May.

3.1

2.9

2.8

3.4

3.3

3.3

3.2

3.1

3.0

3.0

3.8

3.6

3.4

3.3

3.1

3.0

4.3

4.8

4.5

4.0

3.5

3.1

3.0

2.9

2.8

2.7

2.7

2.7

2.6

2.6

2.5

3.4

3 9

3.1

3.0

2.9

2.7

5.1

4.6 

4.4

4.0

3

Q

3

0

3.5

June.

2.4

2.5

3.2

3.0

2.9

3.0

2.8

2.7

2.6

2.5

2.5

2.4

2.4

2.5

2.5

2.4

2.4

2.4

2.3

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.3

2.3

2.2

2.6

2.9

2.8

2.7

2.7

2.6

2.5

2.5 

2.4

2.4

2

0

9 Q

2.3

July.

2.5

2.4

2.4

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.6

2.5

2.4

2.3

2.3

2.3

2.2

2.2

2.2

2.4

2.3

2.3

2.3

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.3

2

0

2.3

2

0

2.3

2.2 

2.3

2

0

2.2

2.2

2.2

Aug.

2.1

2.1

2.1

2.2

2.2

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.3

2.5

2.4

2.3

9 0

2.3

2.2

2.2

2.4

9 o

2.3

9 Q

2.4

2.4

2.3 

2.2

2.1

2 9

2 9

2.1

Sept.

2.2

2.2

2.2

2.2

2.4

2.6

2.5

2.5

2.4

2.4

2.4

2.6

2.5

2.4

2.3

2.3

2.2

2.2

2.4

2.3

2.3

2.3

2.5

3.6

3.4

3

0

3.2

3 1

4.6

4 Z

2

e

2.4

2

0

2

O

2.6

2

C

2.4

2.4 

2.3

2

0

2

O

0 0

2.2

Oct.

4.1

3.8

3.4

3.2

2.9

2.7

2.5

3.2

3.6

3.3

3.1

3.0

2.9

2.8

2.7

2.7

2.6

2.5

2.4

2.4

2.3

2.2

2.2

2.2

2.2

2.1

2.1

3

C

A %

4.3

4.0

2 5

2 5

2.4

2.3

2

0

2

O

9 9

2 9

2 9

2.2 

2.3

9 O

2

0

2

0

2 2

Nov.

3.8

3.6

4.0

3.8

3.6

3.4

5.2

5.0

4.7

4.4

4.2

3.9

3.6

3.3

3.1

2 9

2.7

2.5

3.4

3.3

3.2

3.5

3.4

3.5

4.2

4.1

3.9

3 7

3 4

3.0

2

0

9 fi

9 K

9 Q

9 Q

9 9

2 2

9 9

2.2

2 9

2 2

2

1

2.1

2.4

Dec.

3.3

3.1

2.9

2.8

2.7

2.5

2.4

2.4

2.3

2.7

3.5

3.3

3.2

3.1

3.7

4.2

3.9

3.7

3.4

3.2

3.0

2.7

2.7

5.0

4.6

4

0

4.1

3 d

3

e

3 Q

9 i

9 i

.,

3

K

4.0

3.8

3.6 

i 9

3

*>

3 1

3 1

s!o

o River frozen January 23 to March 13, 1907.

& River frozen January 6 to 7, January 25 to February 24, and December 23 to 31, 1908. River probably 

open January 14 to 24,1908; no gage readings taken. December 7 to 22,1908, may also have been affected 

by ice conditions.
PASSAIC EIVEE DRAINAGE BASIN. 239

Daily gage height, in feet, of Passaic River near Chatham, N. J., for 1907-8 Continued.

Date.

1908. 

16..............

17..............

1 ft

1Q

20..............

21 ..............

23

24..............

25..............

28..............

29..............

on

qi

Jan. Feb.

3.9

3.9

4.9

5.9

5.4

Mar.

3.7

3.5

3.3

4.2

4.1

3.7

3.5

3.4

3.4

3.3

3.2

3.1

3.0

3.0

3.0

Apr.

2.6

2.6

2.5

2.6

2.5

2.5

2.4

2.4

2.5

2.3

2.4

2.3

2.4

2.3

May.

3.9

3.6

3.3

3.1

2.9

3.3

3.8

3.8

3.6

3.3

3.1

3.0

2.8

2.6

2.5

3.5

June.

2.8

3.2

3.0

2.8

2.6

2.5

2.5

2.4

2.5

2.5

2.4

2.4

2.4

2.3

July.

2.3

2.3

2.3

2.2

2.1

2.2

2.6

2.4

2.6

2.9

3.2

3.0

2.8

2.6

2.4

2.4

Aug.

2.2

2.2

2.1

2.2

2.2

2.0

2.1

2.5

2.4

2.4

2.8

3.2

3.2

3.0

2.7

Sept.

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.1

2.1

2.7

2.6

Oct.

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.4

3.0

3.0

3.2

3.5

3.2

Nov.

2.3

2.3

2.2

2.2

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.1

2.1

Dec.

2.9

2.8

2.8

2.9

2.8

2.7

2.6

Rating table for Passaic River near Chatham, N. J.,for 1907-8.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Sec.-ft.

8

12

20

31

45

60

77

97

119

144

172

202

Gage 

height.

Feet.

3 20

3.30

3.40

3.50

3.60

3 70

3.80

3.90

4 00

4.10

4 20

4.30

Discharge.

Sec.-ft.

235

271

310

350

390

435

480

525

575

625

675

725

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5 00

5.20

5.40

5.60

5.80

6.00

Discharge.

Sec.-ft.

775

825

875

925

980

1,035

1,090

1,200

1,310

1,420

1,540

1,660

Gage 

height.

Feet.

6.20

6.40

6 60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

Discharge.

Sec.-ft.

1,780

1,900

2,020

2,140

2,260

2,380

2,500

2,620

2,740

2.860

NOTE. The above table is not applicable lor ice or obstructed-channel conditions. It is based on 4 

discharge measurements made during 1906-1908, one measurement made during 1909, and the form of 

the 1906 curve. It is well defined below gage height 4.0 feet. It is probable that this rating is also better adapted lor conditions ol flow during 1906 than.the one used lor that year in computing the monthly 

discharge as published in Water-Supply Paper No. 202.
240 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Passaic River near Chatham, N. J.,for 1907-8. 

[Drainage area, 101 square miles.]

Month.

1907.

May....................................

July....................................

1908.

July...........--.-...-..--..--..--...-.

The vear. .........................

Discharge in second-feet.

Maximum. Minimum.

1,360

2,860 

575 

980 

235 

77 

60 

875 

825 

1,200 

1,090

2,860

1,090 

1,600

925 

235 

1,260 

310 

235 

235 

97 

350 

172 

575

1.600

45 

60 

20 

12 

8 

20 

12 

60 

31

8

144 

31 

60 

31 

12 

8 

12 

12 

12 

12

8

Mean.

577 

50 

700 

179 

275 

64.6 

29.5 

17.6 

135 

210 

459 

331

252

303 

297 

360 

89.5 

368 

93.4 

52.1 

52.3 

34.4 

57.8 

33.6 

133

156

Per 

square 

mile.

5.71 

.495 

6.93 

1.77 

2.72 

.640 

.292 

.174 

1.34 

2.08 

4.54 

3.28

2.50

3.00 

2.94 

3.56 

.886 

3.64 

.925 

.516 

.518 

.341 

.572 

.333 

1.32

1.55

Run-off 

(depth in 

inches on 

drainage 

area).

6.58 

.52 

7.99 

1.98 

3.14 

.71 

.34 

.20 

1.50 

2.40 

5.06 

3.78

34.20

3.46 

3.17 

4.10 

.99 

4.20 

1.03 

.59 

.60 

.38 

.66 

.37 

1.52

21.07

Accuracy.

C. 

D. 

C. 

A. 

A. 

A. 

B. 

B. 

A. 

A. 

A. 

A.

D. 

D. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B. 

D.

NOTE. Discharge during the frozen periods and January 14 to 24, 1908, estimated, utilizing climatologicalreports and considering general run-off conditions in the vicinity of this station.:

Second-feet. 

Discharge January 23 to 31,1907........................................................ 289

March 1 to 13,1907........................................................... 75

January 6 to 7, 1908.......................................................... 125

January 14 to 31,1908........................................................ 225

February 1 to 24,1908....................................................... 150

December 23 to 31,1908...................................................... 40

The open channel rating was applied December 7 to 22, 1908. It is possible that results for this month 

may be excessive, due to ice conditions during this period.

RAMAPO RIVER NEAR MAHWAH, N. J.

This station, which is located at a concrete highway bridge about 

1 mile west of Mahwah, N. J., was established February 10, 1903, by 

the United States Weather Bureau, which furnishes the gage readings. 

Measurements of discharge are made by the engineers of the United 

States Geological Survey.

Conditions for obtaining accurate discharge data are only fair. 

Records of discharge for 1907-8 will probably be published in the 

1909 report.

The following discharge measurements were made during 1908:

Discharge measurements of Ramapo River near Mahwah, N. J., in 1908.

Date. Hydrographer. Width.

Feet. 

63

38

Area of 

section.

Sq.ft.

285

32.6

Gage 

height.

Feet.

4.74

2.39

Discharge.

Sec.-ft. 

581

23

a Measurement made at wading section.
SUEFACE WATER SUPPLY, 1907-8. 241 

RARITAN RIVER DRAINAGE BASIN.

DESCRIPTION.

Raritan River, the largest stream in New Jersey except the Delaware, is formed by two chief branches, North and South, which have 

their sources a few miles apart in the highlands of Morris County, 

flow southward, and unite near Somerville, from which point the 

course of the river is southeastward to Raritan Bay. The river is 

tidal to a point about 2 miles above New Brunswick, and is navigable 

to that city, about 12 miles from the mouth.

The total area of the drainage basin is 1,105 square miles, about 10 

per cent of which is forested. The highlands consist mostly of trap 

rock and contain a large proportion of the wooded areas of the basinThe area outside of the highlands consists either of trap rock or red 

sandstone. Of the 800 square miles of drainage area above the gaging 

station at Boundbrook, about 150 square miles are in the cultivated 

part of the highlands and on the trap ridges; the remainder is mostly 

on the low, level, red sandstone plain.

The valley of the Raritan is populous and highly cultivated, and a 

large amount of water power is utilized on its various branches. 

North Branch is considered a valuable source for gravity supply, the 

elevation of the upper portion ranging from 750 to 1,100 feet. Millstone River, an important stream which unites with the Raritan a 

few miles west of Boundbrook, differs from the other branches, having 

its rise in sandhills and flowing northwestward through a sandy soil. 

It has large ground storage, and is better suited for power than for 

water supply, being very muddy at high stages.

The Raritan is paralleled on the south by the Delaware and Raritan 

Canal. (See Delaware River at Lambertville, N. J.)

Gaging stations have been maintained in the Raritan basin as 

follows:

Earitan Eiver at Stanton (1903-1906).

Earitan Eiver at Finderne (1903-1907).

Earitan Eiver at Boundbrook (1903-1908).

North Branch Earitan Eiver at Pluckemin (1903-1906).

Millstone Eiver at Millstone (1903-1904).

RARITAN RIVER AT FINDERNE, N. J.

This station, which was established June 27, 1903, and discontinued March 31, 1907, was located at the highway bridge one-half 

mile from the station of the Central Railroad of New Jersey at Finderne. The locality is 7 miles below the junction of the North and 

South branches of the Raritan and 1^ miles above Millstone River, 

which enters from the south.

Data regarding discharge collected at this station are of value in 

determining the water power available at various sites along the 

river.

16254 IRR 241 10 16
242 SURFACE WATER SUPPLY, 1907-8.

The datum of the chain gage was unchanged during the maintenance of the station. The discharge is affected by ice during the 

winter period. Conditions of flow remained practically constant 

throughout the period of maintenance, and a good rating curve has 

been developed.

Daily gage height, in feet, of Raritan River at Finderne, N. J.,for 1907. 

[Jacob Siegel, observer.]

Day.

1.......... ..............

3........................

4........................

6........................

7........................

8........................

9........................

10........................

11........................

19

1 3

15........................

Jan.

8.85

5.48

5.15

5.82

5.40

4.82

4.78

4.68

4.82

4.78

4.32

4 50

6.75

Feb.

4.60

4.28

4.42

4.48

6.70

6.78

6.68

6.22

5.68

5.38

5.15

5.20

4.80

4.90

Mar.

4.38

4.50

6.12

5.98

5.30

5.02

4.65

4.62

4.15

4.70

4.35

4.18

8.22

11.20

Day.

16........................

17........................

18........................

19........................

20.................. .......

21........................

22........................

23........................

24........................

25........................

26........................

27........................

28........................

29........................

30........................

31.......................

Jan.

5.18

4.62

4.38

4.80

5.62

4.98

5.25

4.88

5.65

5.65

5.25

5.05

5.22

4.72

4.30

4.50

Feb.

4.85

4.78

4.58

4.65

4.90

5.20

4.70

4.52

4.38

4.42

4.25

4.45

4.32

Mar.

8.42

8.35

8.50

6.62

8.72

6.18

5.85

5.75

5.22

5.18

4.88

4.72

4.58

4.52

4.48

5.40

NOTE. Ice conditions prevailed from about January 24 to March 13.

Rating table for Raritan River at Finderne, N. J.,for 1905-1907.

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

Discharge.

Sec.-ft.

612

695

783

875

969

1,064

1,159

1,255

1,355

1,460

1,565

1,675

1,785

1,895

Gage 

height.

Feet.

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

Discharge.

Sec.-ft.

2,005

2,120

2,235

2,350

2,465

2,585

2,705

2,825

2,945

3,065

3,190

3,315

3,440

3,565

Gage 

height.

Feet.

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.20

8.40

8.60

Discharge.

Sec.-ft.

3,690

3,815

3,940

4,065

4,195

4,325

4,455

4,585

4,715

4,845

5,110

5,380

5,650

Gage 

height.

Feet.

8.80

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

12.00

Discharge.

Sec.-ft.

5,930

fi, 210

6,500

6,800

7,100

7,410

7,730

8,070

8,410

8,750

9,090

9,430

11, 130

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 14 

discharge measurements made 1903-1906, and is well defined between gage heights 3.9 feet and 10 feet.

Monthly discharge of Raritan River at Finderne, N. J.,for 1907. 

[Drainage area, 490 square miles.]

Month.

Discharge in second-feet.

Maximum.

6,000

9,770

Minimum. Mean.

1,380 

300 

2,020

Per 

square 

mile.

2.82 

.612 

4.12

 Run-off 

(depth in 

inches on 

drainage 

area).

3.25 

.64 

4.75

Accuracy.

B. 

D. 

B.

NOTE. Discharge during ice periods estimated on the basis of Raritan at Boundbrook and climatological 

reports:

Second-feet. 

Discharge January 24 to 31............................................................... 675 March 1 to 13.................................................................. 500
RARITAN EIVEB DRAINAGE BASIN. 243

RAEITAN EIVEE AT BOUNDBROOK, N. J.

This station, which was established September 12, 1903, and discontinued March 31, 1909, was located at the highway bridge just 

back of the Lehigh Valley railroad station at Boundbrook, N. J. 

The locality is 1\ miles below Millstone River and about 1,000 feet 

above Boundbrook, which enters from the northeast.

The records at this point are of value for determining the regimen 

of flow of Raritan River and, in conjunction with the records of the 

Finderne station, for determining the flow of Millstone River and 

solving problems connected with power, navigation, municipal water 

supply, and sewage disposal.

About H miles below the station a dam diverts water into the 

Delaware and Raritan Canal for power plants about 5 miles below* 

Boundbrook. The discharge of the canal near the gaging station is 

but a few second-feet each day only the amount necessary for the 

lockage of canal boats. It is stated that the headgates below are 

regulated only at times of freshets and remain open during low and 

medium stages. It is probable, however, that the relation between 

discharge and gage heights is at times affected by this controlled 

flow.

The datum of the gage has remained unchanged since the establishment of the station. During the winter period the discharge is 

affected by ice. Conditions of flow are probably constant except 

for the effect of regulation at the dam below. A very good rating 

curve has been developed except for some measurements which plot 

a few per cent away from the curve. It seems probable that this 

deviation is caused by the controlled flow below.

Discharge measurements of Raritan River at Boundbrook, N. J., in 1908.

Date.

May9..........

May 13.........

Hydrographer.

R. H. Bolster.......................................

Width.

Feet.

374

380

Area of 

section.

Sq.ft. 

1,830

1,010

986

Gage 

height.

Feet. 

4.10

2.00

1.30

Discharge.

Sec. -ft. 

5,140

1,480

500
244 SURFACE WATEK SUPPLY, 1907-8.

Daily gage height, infect, of Raritan River at Boundbrook, N. J.,for 1907-8. 

[Joseph K. Tantem, observer.]

Day.

1907.a 

1..............

2..............

3..............

4..............

5..............

6..............

7..............

9. .............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20. .............

21..............

22..............

23..............

24. .............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

1908.& 

1..............

2..............

3..............

4..............

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..............

Jan.

5.55

2.95

2.6

2.75

2.85

2.35

2.3

2.25

2.0

2.0

2.75

3.75

3.9

3.75

2.8

' 2.35

3.95

4.0

2 9

3.15

2.7

3.3

2.5

2.4

2.2

1.9

2.0

2.0

1.85

1.8

2.45

2.25

2.05

2.0

2.0

1.7

2.05

5.05

2.15

2.05

4.7

6 4

4.2

3.0

2.6

2.4

2.3

2.1

2.0

2.0 9 n

2.0

1.85

1.8

2.6

2.3

2.35

9 ft

2.05

1 95

Feb.

1.85

1.85

2.0

1.8

1.6

1.5

1.9

1.8

1.8

1.7

1.7

1.7

1.7

1.7

1.7

1.6

1.55

1.5

1.5

1.5

1.5

1.5

1.5

1.4

1.3

1.3

1.5

1.3

3.6

4.15

2.45

2.4

2.0

2 4

2.75

2.25

9 n

2.0

9 n

1.9

1.9

3.75

6.75

5.3

2.95

2.15

2.25

5.5

3.3

2.55

2.1

2.0

2.25

4.75

5.7

2.95

2.2

Mar.

1.3

1.35

2.5

2.55

2.2

2.05

1.75

1 ft

2.0

2.5

2.0

1.9

2.3

5.2

7.9

6.45

5.1

5.55

4.15

5.35

4.0

3.3

3.05

2.85

2.45

2.25

9 9

2.05

2.1

1.9

1.8

9 n

1.85

1.95

2

1

1.85

3.0

2.75

2 A

2.3

2.25

2.25

9 dR

2.05

2.25

5.15

3.45

2.6

2.25

2.25

2.5

2.15

2.0

1.85

1.95

2.05

1.95

1 9

Apr.

1.8

1.75

1.7

1.65

1.65

1.6

1.6

2.35

2.35

2.5

2.25

2.0

2.15

2.1

1.85

1.75

1.65

1.6

1.6

1.65

1.6

1.5

1.5

2.7

2.25

1.8

1.9

1.8

1.7

1.7

1.95

1.85

1.95

1.8

1.6

1.7

1.6

1.7

2.35

1.8

1.75

1.65

1.65

1.6

1.5

1.75

1.5

1.6

1.6

1.55

1.55

1.4

1.5

1.45

1.4

1.4

1.3

1.4

1.4

1.3

May.

1.75

1.65

1.6

2.65

2.5

2.05

2.05

1.95

2.0

2.05

2.55

2.15

1.85

1.75

1.75

1.9

4.15

2.65

2.25

2.2

2.1

1.9

1.8

1.65

1.6

1.5

1.6

1.65

1.6

1.55

1.5

1.85

1.75

1.4

1.5

3.25

7.0

3.05

2.1

1 QC,

3.0

4.5

2.6

2.55

2.2

3.15

3.6

4.7

4.2

3.0

2.45

2.15

2.05

1.95

1.75

1.75

3.05

June.

1.4

2.3

2.55

1.95

1.75

1.75

1.7

1.65

1.45

1.4

1.4

1.4

1.35

1.3

1.4

1.35

1.3

1.25

1.2

1.2

1.2

1.25

1.2

1.15

1.2

1.2

1.2

1.25

1.25

1.5

2.1

1.85

1.75

1.6

1.6

1.5

1.45

1.4

1.4

1.3

1.3

1.3

1.3

1.3

2.65

2.2

1.95

1.65

1.5

1.35

1.3

1.25

1.2

1.2

1.25

1.2

1.2

1.2

1.2

July.

1.45

1.3

1.3

1.25

1.2

1.2

1.2

1.3

1.15

1.3

1.4

1.25

1.2

1.15

1.1

1.05

1.3

1.5

2.1

1.95

1.5

1.35

1.25

1.15

1.15

1.15

1.1

1.05

1.05

1.05

1 9

1.1

1.3

1.25

1 1

1 9

1.15

1.1

1.1

1.2

1.1

1 9^.

1.1

l.i

1 9

1.1 1.1 1.1

1.2

1.3

1.65

2.3

1.6

1.3

1.2

1.3

Aug.

1.05

1.1

1.1

1.05

1.0

1.05

1.05

1.05

1.05

1.2

1.15

1. OSLO

1.0

1.0

1.0

1.0

1.0

.9

.9

.85

.95

.9

1.15

1.7

1.55

1.45

1.45

1.4

1.3

1.4

1.15

1.05

1.05

1.1

1.0

1.15

1.35 1 °.<;

1.4

1 °.

1.3

1.15

1.2

1.25

1.05

1.0

1.0

1.0

1.1

1.0

1.0

1.15

1.15

1.2

3.0

3.05

9 9

1.8

1.65

1.35

Sept.

1.3

1.45

1.2

1.3

1.8

1.8

1.4

1.3

1.45

1.45

1.7

1.6

1.45

1.5

1.35

1.35

1.35

1.4

1.4

1.5

1.5

1.65

5.9

2.5

1.95

1.75

1.65

7.5

4.6

1.25

1.25

1.25

1 9^

1.1

1 °.

1.25

1 9^,

1.15

1.15

1.1

1 9

l.i

1.1

1.1

1.0 1.1Q<;

.95

.95

1.05

.95

.95

.95

95

1.5

1.3

Oct.

2.75

2.3

1.95

2.0

2.05

1.85

1.7

3.1

2.05

1.95

1.75

1.65

1.6

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.35

1.3

1.35

1 °.

4 0

4.1

2

7C

1.15

1.15

1.1

1.1

1.0

1.0

Qc

1.0

1.05

1.0

1.0

1.0

1.0

.95

QC

Qc

.95

.95

1 °.

1.35

1 3

1 3^

1 V\

1.5

1.8

3.1

2

QC

3.15

2

0

Nov.

2.35

2.25

4.65

2.75

2.35

2.8

7.5

3 Q

3.1

2.95

2.95

2.55

2.35

2.15

2.05

2.0

1.95

1.9

3.5

2.65

2.45

2.45

3.35

5.35

3.75

Q 9

2.7

2.5

2.3

2.0

1.85

1.8

1.7

1.55

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.5

1.5

1.6

1.85

1.75

1.6

1.6

1.6

1.6

1.55

1.5

1.5

1.4

Dec.

2.2

2.15

2.0

2.0

1.85

1.9

1 ft

1 ft

1.8

3.75

4.15

2.7

2.4

2.35

4.35

3.65

3.05

2.55

2.15

2.1

9 n

4.2

6.3

3.75

2.95

2.65

2.95

2.35

1.45

1.35

1.4

1.4

1.4

3.5

3.45

2.4

2

1

1 Q

2.2

1.9

1.8

1.8

1.8

1.85

2.0

9 n

1.9

1.8

' 1.7

1.7

1.7

1.6

1.6

1.5

1.45

1.75

"Ice conditions prevailed from about January 18 to March 13,1907, except January 20 to 22, which were 

probably open.

6 Discharge probably slightly affected by ice conditions for brief periods during the latter part of January, 

the first part of February, and portions of December, 1908.
RARITAN RIVER DRAINAGE BASIN. 245

Rating table for Raritan River at Boundbrook, N. J.,for 1903-1908.

Gage 

height.

Feet.

0.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

Discharge.

Sec.-ft.

140

205

275

350

430

520

615

715

820

930

1,050

1,170

1,300

Gage 

height.

Feet.

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Sec.-ft.

1,440

1,580

1,730

1,890

2,050

2,210

2,370

2,540

2,710

2,880

3,060

3,240

3,420

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

Discharge.

Sec.-ft.

3,610

3,800

4,000

4,200

4,400

4,600

4,800

5,220

5,660

6,100

6,560

7,020

7,500

Gage 

height.

Feet.

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

8.00

Discharge.

Sec.-ft.

7,980

8,480

8,980

9,500

10, 030

10,570

11,120

11,680

12,250

15,200

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 15 discharge measurements made during 1903-1908 and is well denned between gage heights 1.0 foot and 4.0 feet. 

The extension is based on one high-water measurement at gage height 7.35 feet

Monthly discharge of Raritan River at Boundbrook, N. J.,for 1907-8. 

[Drainage area, 800 square miles.]

Month.

1907.a

February ........... ........ ........

April......................... ....... .

July....................................

October............. ........ .........

November ..............................

1908.6

February ............................. .

July....................................

The year. .........................

Discharge in second-feet.

Maximum.

8,360

14,900 

2,370 

5,120 

2,130 

1,440 

930 

13,700 

9,110 

13,700 

10,300

14,900

10, 600 

11,500 

7,380 

1,810 

12,200 

2,290 

1,730 

2,970 

715 

3,150 

1,300 

3,800

12,200

Minimum.

715 

715 

390 

312 

172 

430 

520 

1,170 

1,050

172

930 

1,170 

1,110 

520 

615 

430 

350 

275 

240 

240 

615 

568

240

Mean.

2,240 

500 

3,140 

1,160 

1,360 

694 

539 

381 

1,660 

1,700 

3,060 

2,620

1,590

2,320 

3,230 

1,970 

855 

2,720 

747 

512 

633 

372 

707 

810 

1,180

1,340

Per 

square 

mile.

2.80 

.625 

3.92 

1.45 

1,70 

.868 

.674 

.476 

2.08 

2.12 

3.82 

3.28

1.98

2.90 

4.04 

2.46 

1.07 

3.40 

.934 

.640 

.791 

.465 

.884 

1.01 

1.48

1.67

Run-off 

(depth in 

inches on 

drainage 

area).

3.23

.65 

4.52 

1.62 

1.96 

.97 

.78 

.55 

2.32 

2.44 

4.26 

3.78

27.08

3.34 

4.36 

2.84 

1.19 

3.92 

1.04 

.74 

.91 

.52 

1.02 

1.13 

1.71

22.72

Accuracy.

C. 

D. 

C. 

B. 

B. 

B. 

B. 

C. 

B. 

B. 

B. 

B.

C. 

C. 

B. 

B. 

B. 

B. 

B. 

B. 

C. 

B. 

B. 

C.

" Discharge during the frozen period, 1907, estimated on the basis of the discharge at Finderne and climatological reports.

Second-feet. 

Discharge January 18 to 19,1907........................................................ 1,450

January 23 to 31,1907........................................................ 1, 440

February 1 to 28,1907....................................................... 500

March 1 to 13,1907........................................................... 900

6 The open-channel rating was applied throughout 1908. Values above for January, February, and 

December may be slightly in excess on account of ice conditions.
246 SURFACE WATER SUPPLY, 1907-8.

DELAWARE RIVER DRAINAGE BASIN.

DESCRIPTION.

The headwaters of Delaware River are found in Delaware, Greene, 

and Schoharie counties, N. Y. The East Branch, which may be 

considered the main stream, rises at Grand Gorge in northeastern 

Delaware County; the West Branch ° has its source in a small lake 

almost on the line of Schoharie and Delaware counties, at an elevation of 1,886 feet above tide; the two streams unite at Hancock. 

From this junction point the river flows southeastward until it 

reaches Port Jervis, where it turns to the southwest and flows for a 

distance of about 40 miles along the base of the Shawangunk Range 

until it passes through the water gap, from which point it flows in 

an irregular southerly direction to Trenton. Below Trenton its 

course is in general southwestward to Delaware Bay. Between 

Hancock and Port Jervis it forms the dividing line between New 

York and Pennsylvania; south of Port Jervis it separates Pennsylvania from New Jersey and, for a few miles, Delaware from New 

Jersey.

The drainage area of Delaware River, measured at Philadelphia 

and including that of Schuylkill River, is about 10,100 square miles, 

of which about 2,580 square miles lie in New York, 5,720 in Pennsylvania, and 1,800 in New Jersey. The river is tidal to Trenton, 

which lies also at the head of navigation.

The Delaware receives a number of important tributaries, among 

which may be mentioned Mongaup and Neversink rivers and Callicoon Creek from New York; Lackawaxen, Lehigh, and Schuylkill 

rivers and numerous creeks from Pennsylvania, and Rancocas Creek, 

Musconetcong River, and Maurice River from New Jersey.

Gaging stations have been maintained in the Delaware Basin at 

the following points:

East Branch Delaware Eiver at Hancock, N. J. (1902-1908). 

Delaware Eiver at Port Jervis, N. Y. (1904-1908). 

Delaware River at Eiegelsville, N. J. (1906-1908). 

Delaware River at Lambertville, N. J. (1897-1908). 

West Branch Delaware River at Hancock, N. Y. (1902-1908). 

Neversink River at Godeffroy, N. Y. (1903). 

Neversink River at Port Jervis, N. Y. (1902-1903). 

Paulins Kill at Columbia, N. J. (1908). 

Lehigh River at South Bethlehem, Pa. (1902-1905). 

Musconetcong River at Asbury, N. J. (1903). 

Musconetcong River near Bloomsbury, N. J. (1903-1907). 

Tohickon Creek at Point Pleasant, Pa. (1883-1908). 

Neshaminy Creek below Forks, Pa. (1884-1908). 

Schuylkill River near Philadelphia, Pa. (1898-1908). 

Perkiomen Creek near Frederick, Pa. (1884-1908). 

Wissahickon Creek at Philadelphia, Pa. (1897-1906).

a This branch was formerly described as the main stream, but recent careful measurements show the 

drainage area of the East Branch to be considerably larger than that of the West Branch.
DELAWARE RlVEl DRAINAGE BASD5* 247

EAST BRANCH OF DELAWARE RIVER AT HANCOCK, N. Y.

This station is located at the highway bridge one-half mile southeast of the Erie Railroad station-at Hancock, N. Y., and about 1 mile 

above the junction of the East and West branches of Delaware 

River. The Erie Railroad bridge is just below the gaging station. 

It was established October 14, 1902, and has since been maintained 

in cooperation with the New York State engineer department, and 

during the last year with the United States Weather Bureau.

The station was established to obtain general statistical and comparative data regarding the flow of Delaware River for power and 

navigation purposes.

Beaver Kill, which drains a portion of Sullivan and Ulster counties, 

is the nearest important tributary to East Branch of Delaware River. 

It enters from the left about 10 miles above the gaging station.

The datum of the chain gage has remained the same since the establishment of the station. Conditions for accurate ratings can not 

be considered good. The high-water stage of East Branch is probably affected by backwater due to gorging at its junction with West 

Branch. Low-water discharge is controlled by a rift just below the 

Erie Railroad bridge, but frequent changes in conditions of flow 

require many measurements and new ratings each year. During the 

winter months the discharge is affected by needle ice jamming on 

these rifts and causing backwater at the station.

Information in regard to this station is contained in the annual 

reports of the state water supply commission, of New York, and of 

the state engineer and surveyor, State of New York.

Discharge measurements of East Branch Delaware River at Hancock, N. Y., in 1907-8.

Date.

1907.

1908.

October 23.....

Hydro grapher.

.....do..............................................

Width.

Feet.

283

178

178

259

Area of 

section.

Sq.ft. 

726

242

248

362

Gage 

height.

Feet. 

3.30

2.34

2.27

2.52

Discharge.

Sec.-ft. 

955

90.5

69.7

162
248 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, infect, of East Branch Delaware River at Hancock, N. Y.,for 1907-8.

[D. B. Van Etten, observer.]

Day. .

1907.1 

1..............

5..............

6.............. 

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14.. ............

15..............

16..............

17..............

18..............

19..............

20..............

21.............. 

22..............

23..............

OA

25. .............

26.............. 

27..............

28..............

29

30..............

31..............

1908.6 

1......

2..............

3..............

4..............

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..............

Jan.

6.65

S

A

5.15

5.3

4.85

5.35

4.85

4.75

4.5

4.3

4.45

4.15

4.3

3.8

4.2

4.95

4.15

3

QK

4.75

o OK

5.25

4.8

4.6

4.2

4.3

6.2

6.3

4.0

3.7

3.6

3.8

5.2

4.4

4.1

3 Q

3.9

3.7

3.7

3.7

3.7

3.5

3.4

3.8

3.7

3.5

3.5

3.2

3.9

Feb.

.......

4.4

3.8

o 7

3.9

3.9

4 9

4 9

4.7

4.8

4.7

4.7

4.7

10.7

6.4

S (\

A Q

4.1

4.2

3.7

3.6

3.6

3.6

4.1

3 9

3.1

Mar.

.......

7.7

6.0

5.65

5.55

5.65

4.8

4.55

4.75

7.0

6.15

5.75

5.95

6.4

6.1

5.4

3.5

4.0

4.0

3.7

3.5

3.5

3.5

3.4

3

{\

3.6

3.5

6.0

7.3

5.5

A Q

4 9

5.1

4.6

4.5

5.3

6.4

5.5

6.2

7 9

9.2

7.5

6.4

Apr.

5.0

4.5

4.3

4.25

4.15 

3.95

3.9

4.0

4.0

3.9

4.15

4.1

4.3

4.15

4.05

3.95

3.9

3.85

3.75 

3.7

3.75

4.3

4 95

4.8 

4.75

4.55

4.4

4.3

5.6

5.0

5.2

4.9

4.7

4.6

4.9

5.1

6.8

6.3

5.7

5.4

5.1

4 9

5.6

5.1

4.8

5.0

5.2

4.7

4.6

4.4

4.4

4.4

4.2

4.5

4.5

4.2

May.

4.3

4.15

4.10

4.05

4.5

4.15 

4.3

4.55

4.45

4.45

4.3

4.2

4.1

3.95

3.85

3.85

4.3

4.15

4.0

3.95

3.8 

3.7

3.7

3.65

3.55

3.55 

3.75

3.9

3.75

3.6

3.6

6.3

5.8

5.7

5.4

5.0

4.7

4.6

6.4

5.7

5.6

5.2

4.8

4.7

4.5

4.5

4.4

4.2

3.9

3.8

3.8

3.8

5.3

4.8

4.5

4.3

4.1

4.0

3.9

3.8

3.9

June.

3.5

3.55

4.05

3.8

3.7

4.15 

4.1

4.0

3.9

3.8

3.7

3.65

3.6

3.5

3.45

3.35

3.3

3.2

3.2

3.5

3.35 

3.15

3.05

3.0

2.95

2.9 

2.9

3.0

2.9

3.05

3.9

3.7

3.5

3.5

3.4

3.2

3.2

3.2

3.0

3.2

3.3

3.0

3.1

3.0

2.9

3.1

3.3

3.0

3.0

2.9

2.8

2

0

2.8

2.7

2.8

2.9

2.7

2.8

2.7

2.6

July.

2.7

2.6

3.2

2.8

3.2

3.1

2.8

2.9

2.7

2.7

2.7

2.6

2.6

2.5

2.6

2.6

2.5

2.6

2.5

2.7

2.6

2.5

2.6

2.5

3.6

3.9

3.2

3.1

2.9

2.9

2.8

Aug.

2.5

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3 

2.2

2.2

2.3

2.3

2.3 

2.3

2.3

2.3

2.2

2.2

2.8

2.6

2.7

' 2.6

2.7

2.7

2.6

2.7

2.6

2.6

2.6

2.5

2.5

2.4

2.5

2.5

2.4

2.6

2.5

2.5

2.4

2.4

2.5

2.4

2.5

2.4

2.4

2.5

2.4

2.4

2.4

Sept.

2.2

2.2

2.3

2.6

2.8

2.7 

2.7

2.6

2.5

2.6

2.8

4.1

3.5

3.1

2.9

2.8

2.7

2.7

2.6

2.6

2.6 

2.6

2.7

2.8

3.1

2.9

2.8

2.7

2.8

3.6

2.4

2.3

2.4

2.3

2.4

2.4

2.4

2.5

2.3

2.4

2.4

2.3

2.4

2.3

2.4

2.4

2.3

2.3

2.2

2.3

2.3

2.2

2.3

2.3

2.4

2.3

2.2

2.3

2.8

3.4

Oct.

3.5

3.3

3.1

3.2

5.1

4.4 

4.1

3.9

4.9

4.3

4.1

4.0

4.0

3.8

3.7

3.6

3.5

3.4

3.3

3.3

3.2 

3.4

3.3

3.4

3.4

3.3 

3.2

3.6

7.4

6.1

5.3

3.0

2.8

3.0

2.8

2.8

2.8

2.6

2.6

2.5

2.6

2.7

2.7

2.8

2.6

2.7

2.7

2.6

2.6

2.5

2.6

2.6

2.5

2.6

2.5

2.5

2.5

3.1

3.5

5.2

4.4

4.0

Nov.

4.8

4.6

6.8

6.0

5.8

4.9

8.8

8.3

6.4

5.6

5.3

4.6

4.5

4.3

4.1

4.0

3.9

3.8

3.8

3.7

3.8

3.7

3.7

3.7

3.6

3.6

3.6

3.7

3.6

3.4

3.4

3.3

3.3

3.2

3.2

3.2

3.2

3.2

3.2

3.3

3.2

3.2

3.2

3.2

3.2

3.3

3.2

3.2

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.0

Dec.

3.6

o r

3.5

3.5

3.4

3.3 

3.4

3.6

3.5

10.4

7.1

5.7

5.2

4 9

4.7

4.5

4.4

4.2

4.0

4.0 

3.9

8.5

6.4

5.4 

5.0

4.9

5.3

4.8

5.3

3.0

3.0

2.9

3.1

3.4

3.2

3.1

4.2

3.7

3.7

3.3

3.4

3.5

3.6

3.4

3.4

3.3

3.4

3.9

3.6

3.4

3.4

3.5

3.3

3.5

3.3

3.2

3.5

3.4

3.3

3.4

o Ice conditions prevailed from about January 24 to about March 15, 1907.

6 Ice conditions January 6 to 8, January 31 to February 15, March 2 to 3, and December 4 to 31, 1908.
DELAWARE RIVER DRAINAGE BASIN. 249

Rating tables for East Branch Delaware River at Hancock, N. Y.

1907.

Gage 

height.

Feel.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

104

143

187

237

295

SCO

435

520

615

720

830

950

1,070

1,200

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

t. 50

4.60

4. 70

4.80

4.90

Discharge.

Sec.-ft.

1,340

1,480

1,630

1,790

1,960

2,130

2,310

2,500

2,690

2,890

3,100

3,320

3,540

3,770

Gage 

height.

Feet.

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

Discharge.

Sec.-ft.

4,000

4,240

4,490

4,750

5,020

5,290

5,570

5,850

6,140

6,435

6,735

7,365

8,025

8,730

Gage 

height.

Feet.

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

Discharge.

Sec.-ft.

9,460

10,210

10,980

11,760

12, 560

13,360

14,200

15, 040

15, 920

16, 820

17, 760

18,740

23,960

29, 520

NOTE. This table is not applicable for ice or obstructed channel conditions. It is based on 1 discharge 

measurement made during 1907, the form of tr.e 1908 rating curve, and intercomparisons of discharge at 

Port Jervis and adjoining stations. It is fairly Yrell defined below gage height 8 feet. The above table 

has been revised, and differs considerably from that published in the report of the state engineer and 

surveyor, State of New York, on the basis of recent st'idies and intercomparisons.

1908.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

53

80

113

153

198

248

304

367

440

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

i

525

620

725

840

970

1,110

1,260

1,420

1,590

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

1,770

1.960

2,150

2,350

2,560

2,780

3,000

3,236

3,470

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

3,710

3,960

4,215

4,475

4,740

5,010

5,285

5,565

IS! OTE. This table is not applicable for ice or obstructed channel conditions. It is based on 3 discharge 

measurements made during 1908, and on the form of earlier rating curves. It is well defined below gage 

height 8 feet. Above gage height 5.6 feet it is the same as the 1907 table.
250

Monthly di

SURFACE WATER SUPPLY, 190*7-8.

of East Branch Delaware River at Hancock, N. Y., for 1907-?. 

[Drainage area, 920 square miles.]

Month.

1907.a

July....................................

August. ........................... ....

The year ..........................

1908.6

July....................................

December

Discharge in second-feet.

Maximum.

8,910

10,200 

4,000 

3,000 

2,220

2,130 

11,800 

17,800 

26,100

26,100

5,560

27 800

19,700 

9.460 

8,020 

1,590 

1,590 

304 

840 

4,480 

1,260

27,800

Minimum.

1,480 

1,270 

520

104 

104 

72P 

1,340 

J50

104

620

840 

2,150 

1,420 

198 

153 

113 

53 

153 

440

53

Mean.

2,810 

450 

3,570 

2,3SO 

2.000 

2, 170 

500 

182 

486 

2,170 

4,020 

4,320

2,000

1,830 

2,370 

4,680 

4,040 

3,390 

546 

362 

167 

125 

529 

655 

350

1,590

Per 

square 

mile.

3.05 

.489 

3.88 

2.59 

2.17 

1.27 

.543 

.198 

.528 

2.36 

4.37 

4.70

2.18

1.99 

2.58 

5.09 

4.39 

3.68 

.593 

.393 

.182 

.136 

.575 

.712 

.380

1.73

Run-off 

(depth in 

inches on 

drainage 

area).

3.52 

.51 

4.47 

2.89 

2.50 

1.42 

.63 

.23 

.59 

2.72 

4.88 

5.42

29.78

2.29 

2.78 

5.87 

4.90 

4.24 

.66 

.45 

.21 

.15 

.66 

.79 

.44

23.44

Accuracy.

B. 

D. 

B. 

B. 

B. 

A. 

C. 

C. 

B. 

B. 

B. 

B.

B. 

B. 

A. 

B. 

B. 

B. 

A. 

A. 

A. 

A. 

B. 

D.

a Discharge during the frozen period and July 1 to August 7, 1907, estimated on the basis of the discharge 

of West Branch Delaware River at Hancock, N. Y., Delaware River at Port Jervis, N. Y., and climatological reports.

Second-feet. 

Discharge January 24 to 31, 1907...................................................... 700

March 1 to 14, 1907.......................................................... 300

March 15, 1907.............................................................. 10,000

August 1 to 7, 1907.......................................................... 300

See rating table footnote.

& Discharge during the periods of ice conditions for 1908 determined from Delaware River at Port Jervis 

and West Branch Delaware River at Hancock.

Second-feet. 

Discharge January 6 to 8, 1908.......................................................... 1,500

January 31, 1908............................................................. 620

February 1 to 15, 1908....................................................... 573

March 2 to 3, 1908........................................................... 1,000

December 4 to 31,1908....................................................... 343

DELAWARE RIVER AT PORT JERVIS, N. Y.

This station is located at the toll bridge over the Delaware River at 

Port Jervis. It was established for the United States Weather 

Bureau by Irving Righter, city engineer, Port Jervis, N. Y., October 

12, 1904.

This station is maintained for the purpose of flood predictions by 

the Weather Bureau and the records of gage heights are supplied to 

the Geological Survey for the purpose of determining the regimen of 

flow of the upper Delaware drainage.

Mongaup River enters the Delaware from the north about 6 miles 

above the station, and Neversink River, also from the north, enters 

about 1 mile below the station.
DELAWAEE RIVER DRAINAGE BASIN. 251

The river section is affected by ice to a greater or less extent each 

winter.

Considerable difficulty has been experienced in maintaining the 

datum of the chain gage constant. September 4, 1908, a careful 

investigation was made and in order to avoid negative readings a 

change in the original datum, as nearly as it could be determined, of 

about 2 feet was made. The new chain length set on this date was 

36.47 feet from rivet marker to the end of the weight. The relation 

between the gage datum and the following bench marks was 

determined.

Port Jervis city bench mark, from which the gage was originally 

established, is a cross located on the doorsill of the schoolhouse on 

Thompson street near Water street. Elevation above gage datum, 

27.75 feet.

Bench mark No. 2, top of downstream left corner of pier. Elevation above gage datum, 29.92 feet.

Bench mark No. 3, top of right abutment at apex of angle caused 

by junction of downstream wing wall. Elevation above gage datum, 

29.02 feet.

The elevation of the datum of the gage is 414.89 feet above mean 

sea level. A varying correction of from +1.7 to +2.0 feet has 

been applied to gage heights prior to September 4,1908, as given below.

Conditions of flow at this point are constant and a good rating has 

been developed for low and medium stages. Careful comparisons of 

this station with the Riegelsville and the two Hancock stations 

indicate that the corrections applied to the gage heights were essentially correct and that the discharge data can be fully relied on.

Information in regard to this station is contained in the annual 

reports of the state water supply commission, of New York, and of 

the state engineer and surveyor, State of New York.

Discharge measurements of Delaware River at Port Jervis, N. Y., in 1906-1908.

Date.

1906. 

November 2....

November 5. ...

1907.

1908. 

May 10. ........

May 11.........

August 29 o ....

Hydrographer.

C. H . Cooke ........................................

.....do..............................................

.... .do. .............................................

.....do..............................................

C. H. Cooke. .......................................

.....do..............................................

C. E. Ryder ........................................

K. C. Grant ........................................

Width.

Feet. 

569

568

540

550

590

605

627

611

503

490

491

Area of 

section.

Sq.ft. 

2,680

2,380

2,100

2,240

2,890

4,410

4,850

4,310

1,200

1,060

1,080

Gage 

height.

Feet. 

3.49

2.99

2.59

2.79

3.89

6.28

7.08

6.27

1.00

.85

.89

.69

Discharge.

Sec.-ft. 

4,350

3,480

2,440

2,820

7,540

15,400

20,500

15,700

407

310

315

226

Measured from upstream side of bridge. & Left channel measured by wading.
252 SURFACE WATER S1TPPLY, 1907-8.

Daily gage height, in feet, of Delaware River at Port Jervis, N. Y.,for 1904-1908.

Day.

1904.o 

1......

2. .....

3......

4. .....

5......

6......

7......

8......

9......

10......

Oct.

Day.

1905.6 

1. ....... -----

2......

3......

4......

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

1906 .c 

1 . ..... ....

2......

3......

4......

5......

6......

7......

8.....

9......

10......

11.....

12......

13......

14......

15......

Nov.

3.3 

3.2 

3.1 

3.0 

3.0

2.9

2.8 

2.9 

2.8 

2.8

Dec. Day. Oct.

3 

3 

3 

3

2

2 

2 

2 

2 

2

Jan. Feb.

4.5

4.6

4.9

5.0

4.1

4.1

5.4

9.5

7.8

6.5

5.7

5.1

5.1

5.9

4.8

4.8

4.6

3.7

3.8

4.0

3.8

3.6

3.4

3.2

3.0

3.0

3.0

3.0

2.7

3.2

3.1

3.5

3.1

3.0 

2.9 

3.4

4.3 

3.7 

3.3 

3.1

2.8

2.9

2.8

3.3

3.4

3.6

2.9

2.7

3.3

3.4

3.4

3.7

3.6

3.5 

3.5

2.7

2.8 

2.6 

2.5 

2.4

1904-a 

1 11...... ........

1 12..

1 13

1 I 14

9 ' 15.

8 16 

6 I 17 

6 ! 18 

.6 19 

5 20

Mar.

5.1 

10.7

9.5

8.5 

8.1 

7.7 

7.8

11.6 

10.9 

11.0 

9.6 

9.2 

8.8

3.7

3.2

3.5 

9.1 

9.3

G.3

5.6 

5.1

4.8 

4.8

4.4 

4.1 

4.0 

3.7 

3.5

2.7 

3.8 

3.7

3.3 

3.1 

3.0 

2.9

2.8

Apr. May.

I

8.0 

7.0 

6.1 

5.6 

5.4

5.6 

6.2 

5.8 

5.4 

5.1

5.0 

5.0 

5.3 

4.9 

4.6

4.5 

4.2 

4.1 

4.0

3.8

3.9 

4.1 

4.1 

3.8 

3.6

3.5 

3.5 

3.4 

3.3 

3.3

6.9

6.2

5.7 

5.7 

6.2

7.1 

7.3 

6.3 

5.9 

6.9

9.0 

8.1 

7.1 

6.5 

7.9

3.2 

3.2 

3.1 

3.0 

2.9

2.8 

2.9 

3.0 

3.0

2.8

2.7 

2.7 

2.8 

3.0

2.8

2.8 

2.8 

2.9 

2.9 

2.8

2.8 

2.7 

2.7 

2.6 

2.6

2.5 

2.4 

2.5 

2.4 

2.4 

2.3

3.6

3.5

3.5 

3.6 

3.6

3.5 

3.4 

3.4 

3.4 

3.5

3.5 

3.5 

3.3 

3.2 

3.2

Nov.

2.7 

2.7 

2.7 

2.9 

2.8

2.8 

2.8 

2.9 

2.8

June.

2.3 

2.1 

2.1 

2.1 

2.1

2.1 

2.2 

3.3 

3.1 

2.9

2.7 

2.7 

2.6 

2.8 

2.8

2.7 

2.6 

2.5 

2.1 

2,2

2.4 

2.4 

2.6

2.8 

2.8

2.6 

2.4 

2.3 

2.1 

2.0

4.2

4.0

3.7 

3.6 

3.3

3.9 

4.5 

4.2 

4.1 

3.9

4.9 

4.8 

4.1 

3.8 

3.6

Dec. Day.

2. 

2. 

2. 

2. 

2.

3. 

2. 

2.

2. 

2.

1904-a 

5 21......

j 22......

7 23......

) 24......

S 25......

1 26......

3 27...... 

3 28......

3 29...... 

J 30......

31......

July. Aug.

1.9 

1.9 

2.0 

3.3

2.8

2.4 

2.2 

2.1 

2.1 

1.9

2.1 

1.9 

1.9 

1.8 

1.8

1. 

1.9 

1.9 

1.8 

1.7

1.6 

1.9 

1.9

1.7 

1.7

1.6 

1.7 

1.7 

1.7 

1.7 

2.2

3.3

3.5

3.8 

4.0 

4.1

3.8 

3.4 

3.1

2 Q . y

2.8

2.8 

2.6 

2.4 

2.3 

2.2

2.6 

2.6 

2.5 

2.4 

2.3

2.1 

2.0 

1.9 

1.7 

1.9

1.9 

1.7 

1.6 

1.9 

2.4

2.4 

3.0 

3.1

2.8 

2.4

2.2 

2.1 

2.1 

2.0 

2.0

2.1 

2.0 

1.9 

1.9 

1.7 

1.9

3.2

2.9

2.7 

3.3 

3.1

3.0 

2.7 

2.6 

3.5 

3.2

2.9 

2.7 

2.5 

2.4 

2.3

Oct.

3.0 

10.7 

7.5 

6.1 

5.3

4.7 

4.5 

4.2 

3.9 

3.5 

3.4

Sept.

3.8 

3.0 

2.9 

3.9 

5.7

4.9 

4.3 

3.8 

3.4 

3.2

2.9 

4.5 

5.8 

4.7 

4.1

3.7 

3.4 

3.4 

3.4 

4.1

4.1 

4.9 

4.3 

3.8 

3.6

3.3 

3.2 

3.0 

2.9

2.8

2

2

6

"i

2.5 

2.4 

2.3

2.2 

2.0 

1.9 

1.9 

1.9

1.8 

1.8 

1.8 

2.0 

2.1

Nov.

2.8 

3.6 

3.2 

4.0 

3.8

3.8 

3.6 

3.3 

3.1 

3.1

Oct.

2.7 

2.6 

2.5 

2.5

2.7

2.6 

2.5 

2.3

2.2 

2.2

2.1

3.2 

4.5 

4.1 

3.8

3.2 

3.0 

2.9

2.8 

2.9

4.1 

4.0 

3.6 

3.3 

3.3

3.2 

3.1 

3.1 

3.0 

2.9 

2.8

1.

2

8

n

2.6 

1.8 

1.8

2.1

2.2 

2.1 

2.1

2.2

2.1 

2.1 

2.1 

2.1 

2.0

Nov.

2.8 

2.8 

2.7 

2.6 

2.6

2.6 

2.7 

3.2 

3.1 

3.1

3.0 

2.9

2.8 

2.8 

2.7

2.7 

2.6 

2.6 

2.6 

2.5

2.4 

2.3 

2.3 

2.3 

2.3

2.3

2.2 

2.2 

2.4 

6.0

3.5

3.5

3.4 

3.2 

3.0

3.0 

3.0

2.8 

2.7 

2.6

2.6 

2.8 

3.0 

3.0 

2.9

Dec.

2.7 

2.9 

2.7 

2.8 

3.1

3.6 

3.7 

3.8 

7.5 

5.6 

5.0

Dec.

6.0 

4.7 

4.6 

10.3

7.8

6.3 

5.5 

5.1 

4.7 

4.4

4.1 

3.9 

3.8 

3.6 

3.4

3.3 

3.2 

2.9 

2.9 

3.0

3.2 

4.1 

4.6 

4.2 

3.7

3.5 

3.2 

3.1 

3.2 

3.7 

3.7

3.3 

3.3 

3.1

2.7 

2.9

2.8 

4.9 

5.0 

3.9 

3.5

4.1 

4.0 

3.7 

3.6 

3.7

olce conditions in left channel from about December 13 to 28, 1904. 

bice conditions from about January 24 to March 18,1905.

c Riverfrozen February 10 to 22,1906. It is not probable that ice conditions materiallyaffected the flow 

at any other period.
DELAWARE EIVEE DRAINAGE BASIN. 253

Daily gage height, in feet, of Delaware River at Port Jervis, N. Y., for 1904-1908 Con.

Day.

1906. 

16..............

17..............

18..............

19..............

*>ft 20..............

21..............

22..............

23..............

24..............

25..............

27..............

28..............

29..............

30..............

31..--......-...

1907.1

2..............

3..............

4..............

5..............

6..............

7. ...... .....

8..............

9..............

10..............

11..............

12..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21.............

22..............

23..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

1908.6 

1.. ............

3..............

4..............

5..............

6..............

7..............

8... ........... 

9..............

10..............

11.............. 

12..............

13..............

14..............

15..............

Jan.

3.3

3.3

3.2

3.1

3.1

2.9

3.3

5.7

6.7

5.5

4.8

4.7

4.6

4.1

3.8

9.0

7.2

5.9

5.5

6.2

5.7

5.1

5.1

6.7

5.7

5.2

4.9

4.6

4.4

4.4

4.5

4.3

3.5

3.7

4.3

6.5

5.2

4.3

4.3

3.7

3.8

3.8

3.8

3.6

3.3

3.5

5.2

4.8

4.4

4.2

3.8

3.3

3.5 

3.8

3.9

3.4 

3.4

5.8

6.5

5.6

Feb.

5.7

5.1

5.0

6.2

5.6

4.7

3.4

3.3

3.4

3.5

3.2

3.3

2.9

3.0

2.9

2.7

2.9

2.9

4.0

3.8

3.9

4.0

3.9

3.8

4.2

4.2

4.0

3.8

2.7

3.2

4.1

2.5

3.1

3.0

5.0

4.8

4.7

4.3

3.9 

3.4

3.2

2.7 

2.7

3.5

4.8

5.5

Mar.

3.5

3.3

3.3

3.2

3.2

2 9

3.0

2.9

2.7

2.7

2.7

3.0

4.7

7.4

6.4

6.5

4.1

4.3

4.6

4.5

4.1

3.8

3.9

4.1

4.4

4.3

4.6

4.0

4.2

4.4

5.4

7.2

6.6

6.7

7.3

5.9

5.4

5.7

7.5

8.9

8.0

7.1

6.4

6.4

6.6

6.5

6.0

3.8

3.5-

3.2

3.4

3.7

3.5

3.2

3.2 

3.4

3.2

3.2 

3.3

4.1

6.5

9.5

Apr.

11.4

8.9

7.4

6.5

5.9

5.5

5.1

4.8

5.1

4.7

4.5

4.3

4.1

3.9

3.7

5.4

5.0

4.5

4.3

4.1

3.8

3.6

3.6

3 9

4.0

3 9

4.2

4.4

4.2

4.1

3.8

3.8

3.6

3.5

3.3

3.4

4.3

4.7

4.3

4.6

4.3

4.1

7.1

6.7

6.4

5.7

5.2

4.9

5.0

5.0 

6.1

7.3

6.2 

5.6

5.4

5.0

4.7

May.

3.2

3.1

3.3

3.8

3.5

3.3

3.1

2.9

2 9

2.8

2.6

4.2

5.5

5.4

5.6

4.0

4.0

4.1

4.1

3.9

4.2

4.4

4

0

4.2

3 9

3.5

3.6

3.5

3.9

3.5

3.4

3.1

o n

3.0

2.9

3.0

3.6

3.3

3.2

3.1

5.3

6.6

6.0

5.9

5.4

4.9

4.8

8.1 

8.0

7.2

6.4 

5.7

5.3

4.9

4.6

June.

3.5

3.7

5.2

6.3

5.7

5.5

4.4

3 9

3.3

3.1

3.0

3.4

3.9

3.7

3.7

3.7

3.8

3.5

3 A

3.3

2.9

2.8

2.6

2.5

2.4

2.6

2.5

2 9

2.3

2.2

2.1

2.2

2.2

2.4

3.5

3.3

3.2

3.0

2.9

2.7

2.6

2.6 

2.4

2.3

2.? 

2 4

'.2

2.1

2.1

July.

2.2

2.2

2.2

2.3

2.3

2.3

3.3

3.5

3.5

3.2

2.9

2.6

2.5

2.5

2.5

3.1

2.7

2.5

2.2

2.0

2.1

2.4

9 n

2.0

1 9

2.4

2.4

2.0

1.9

1.8

2.2

1 9

1 9

1.8

1.8

1.7

1.7

1.6

1.6

1.5

1.5

1.5

1.4

1.6

1.5

2.2

2. f,

2 0

..9

1.8

1.7

1.6 

1.5

1.4

1.4

1.4

Aug.

2.2

2.1

2.0

1.9

1.9

1.9

2.9

2.4

2.3

3.7

3.3

2.9

1.4

1.5

1.4

1.3

1.5

1.4

1.4

1.4

1.2

1.1

1.1

1.1

1.3

1.4

1.1

1.1

1.1

1.2

1.2

1.2

1.2

1.1

1.0

1.0

3 5

i.5

1.3

1.3

1.2

1.3

1.3 

1.3

1.3

1.3 

1.3

1.2

1.2

1.1

Sept.

2.1

2.1

2.2

2.2

2.2

1.9

2.2

2.1

1.9

1.8

1.8

1.8

0 9

.9

.8

9

1.3

1.7

1.9

1.8

1.6

1.8

3 0

3.7

3.2

2.6

2.2

2.2

1.9

1.9

2.0

2.0

2.9

2.9

2.f

2 3

r,.6

3.0

0 9

.9

.9

.9

.9

.9

.8

.7 

.7

.8

.8 

.9

.8

.8

.7

Oct.

1.9

1.9

1.9

1 9

2.0

5.2

4.7

4.0

3

7

4.2

3.8

3.9

3.7

3.5

3.2

2.9

2.8

3.3

4.5

4.1

3.7

4.0

4.5

3.9

3.8

3.5

3.5

3.2

3.0

3.0

2.8

2.8

2.5

2.6

2.7

2.7

2.6

2.5

2.4

2.5

6.6

6.5

5.5

2.3

2.0

1.7

1.6

1.6

1.5

1.5

1.3 

1.2

1.2

1.2 

1.2

1.3

1.3

1.3

Nov.

2.8

2.8

2.9

3.9

6.7

5.9

5.7

5.3

4.8

3.8

3.7

3.5

4.8

4-4

5.2

6.6

5.8

5.3

8.0

10.7

8.2

6.8

6.1

5.6

5.1

4.7

4.4

4.1

3.9

3.7

3.6

3.6

3.6

3.6

3.6

3.6

3.4

3.5

3.6

3.5

3.4

3.6

3.1

2.9

2.7

2.5

2.3

2.3

2.3

2.2 

2.2

2.2

2.1 

2.1

2.2

2.3

2.3

Dec.

3.7

4.3

4.1

3.6

3.3

3.2

3.8

2.8

3.0

3.3

3.3

3.3

3.4

3.4

3.3

3.3

3.1

2.8

2 g

2.8

2.8

2 9

3.9

13.1

9.5

7.1

6.1

5.8

5.4

5.4

4.8

4.4

4.2

4.0

3.9

3.8

7.0

8.4

6.7

6.0

5.4

5.7

5.8

5.8

1.9

1.8

1.8

1.6

1.6

1.6

1.7

2.2 

2.2

2.9

2.4 

3.0

2.2

2.3

2.4

a Ice conditions from about January 26 to March 1<*, 1907.

& Discharge probably affected by ice conditions f' om about January 30 to February 15, and about December 12 to 31,1908.
254 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Delaware River at Port Jervis, N. Y., for 1904-1908 Con.

Day.

1908. 

16..............

17..............

18..............

19..............

20.1............

21..............

22..............

93

24

oc

27..............

9fi

29..............

OA

01

Jan.

5.0

4.6

4.2

3.9

3.9

3.6

3.5

3.8

3.6

3.5

2 Q

3.0

3.6

3.1

2.5

Feb.

13.5

8.5

6.3

5.4

4.8

4.3

4.2

3.6

3.5

i \

3.9

4.2

Mar.

8.8

7.8

6.4

6.1

7.0

6.2

5.6

5.6

7.2

7.7

0 1

10.8

10.1

8.2

Apr.

5.0

5.3

5.1

5.1

5.2

5.0

4.7

4.5

4.3

3 Q

3.7

3.5

4.2

4.6

4.5

May.

5.2

4.5

4.3

4.1

3.8

3.7

4.2

4.8

5.6

4.8

4.2

3.9

3.6

3.2

3.0

3.8

June.

2.3

2.4

2.3

2.2

2.1

1.9

1.8

1.8

1.7

1.8

1.7

1.7

1.7

1.6

1.6

July.

1.4

1.4

1.4

1.2

1.3

1.3

1.3

1.2

1 ^

3.4

3.0

2.5

2.1

1.8

1.7

Aug.

1.1

1.1

.9

1.1

1.1

1.1

1.1

1.1

1.0

1.0

1.0

1.1

1.0

1.0

1.0

Sept.

0.7

.7

.8

.7

.7

.7

.6

.7

.7

.7

.7

.7

1.4

2.0

Oct.

1.3

1.3

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.1

1.1

2.1

3.5

4.4

3.7

Nov.

2.1

2.2

2.2

2.1

2.2

2.2

2.3

2.2

2.1

2.1

2 fl

2.0

2.0

Dec.

2.6

' 2.6

2.4

2.2

2.3

2.4

2.5

2.6

9 °.

9 °.

2.2

2

0

2.3

2.2

2.0

Rating table for Delaware River at Port Jervis, N. Y.,for 1904-1908.

Gage 

height.

Feet.

0.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

175

225

280

340

400

465

540

625

720

820

930

1,050

1,170

1,300

1,440

1,590

1,750

1,920

2,100

2,290

2,480

2,680

2,890

3,110

3,340

3,580

3,830

4,090

4,360

4,640

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

Discharge.

Sec.-ft.

4,920

5,210

5,510

5,820

6,140

6,470

6,810

7,160

7,520

7,880

8,250

8,630

9,020

9,420

9,830

10, 250

10, 670

11,100

11,540

11,980

12, 430

12,890

13,360

13, 840

14, 320

14,810

15, 310

15, 820

16, 340

16,870

Gage 

height.

Feet.

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

9.00

9.10

9.20

9.30

9.40

9.50

1 Discharge.

' Sec.-ft.

17,400

17,940

18,490

19, 040

19,600

20, 170

20, 740

21, 320

21, 900

22,490

23,090

23,700

24, 310

24, 930

25,560

26, 190

26, 820

27, 460

28,100

28, 750

29,410

30, 070

30, 740

31, 420

32, 100

32, 780

33, 470

34,160

34,860

35,560

| Gage 

height.

Feet.

9.60

9.70

9.80

9.90

10.00

10.10

10.20

10.30

10.40

10.50

10.60

10.70

10.80

10.90

11.00

11.10

11.20

11.30

11.40

11.50

11.60

11.70

11.80

11.90

12.00

13.00

13.50

Discharge.

Sec.-ft.

36, 260

36,960

37, 670

38, 380

39, 100

39, 820

40,540

41, 270

42,000

42, 730

43, 460

44, 200

44, 940

45, 680

46, 420

47, 170

47, 920

48,670

49, 420

50, 170

50, 930

51,690

52, 450

53,210

53, 970

61, 720

65,660

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 11 discharge measurements made during 1906 to 1908 and is well defined between gage heights 0.6 foot and 8 feet.
DELAWARE RIVER DRAINAGE BASIN. 255

Monthly discharge of Delaware River at Port Jervis, N. Y., for 1904-1908. 

[Drainage area, 3,250 square miles.]

Month.

1904.

December

1905.

July....................................

1906.

May....................................

July....................................

1907.

April...................................

May....................................

July....................................

1908.

April...................................

May....................................

July....................................

Discharge in second-feet.

Maximum.

44,200 

6,140 

22,500

35,600

50,900 

25,600 

3,830 

4,090 

4,090 

3,580 

13,400 

7,880 

14,300 

41,300

50,900

17,900 

15,300 

34,200 

49,400 

12,400 

15,800 

6,470 

5,210 

2,480 

10,700 

17,900 

9,830

49,400

32,100

31,400 

11,500 

7,520 

5,820 

2,680 

820 

5,210 

17,400 

44,200 

62,500

62,500

16,900 

65,700 

44,900 

21,300 

26,200 

4,640 

4,360 

820 

1,440 

7,520 

3,580 

3,110

65,700

Minimum.

2,680 

2,680

4,090 

1,920 

1,440 

930 

930 

1,440 

1,590 

1,750 

3,110

2,890

2,680 

5,210 

2,480 

3,340 

1,750 

1,300 

1,170 

1,170 

2,480 

2,680

4,090 

3,110 

1,590 

820 

400 

280 

2,100 

4,360 

2,890

280

2,290

3,830 

4,640 

3,340 

930 

540 

340 

175 

465 

1,440 

930

175

Mean.

8,660 

3,560 

4,000

8,380 

1,200 

14,800 

9,300 

2,860 

2,290 

1,440 

1,760 

5,820 

3,560 

2,950 

8,140

5,210

5,940 

4,590 

8,780 

16,700 

4.960 

6,840 

3,280 

2,690 

1,680 

3,190 

5,540 

4,880

5,760

9,920 

2,500 

10,800 

6,430 

5,100 

3,260 

1,520 

595 

1,830 

5,210 

10,400 

12,200

5,810

6,620 

7,920 

15,800 

10,800 

10,600 

1,990 

1,150 

531 

316 

1,290 

1,870 

1,500

5,030

Per 

square 

mile.

2.66 

1.10 

1.23

2.58 

.369 

4.55 

2.86 

.880 

.705 

.443 

.542 

1.79 

1.10 

.908 

2.50

1.60

1.83 

1.41 

2.70 

5.14 

1.53 

2.10 

1.01 

.828 

.517 

.982 

1.70 

1.50

1.78

3.05 

.769 

3.32 

1.98 

1.57 

1.00 

.468 

.183 

.563 

1.60 

3.20 

3.75

1.79

2.04 

2.44 

4.86 

3.32 

3.26 

.612 

.354 

.163 

.097 

.397 

.575 

.462

1.55

Run-off 

(depth in 

inches on 

drainage 

area.)

1.88 

1.23 

1.42

2.97 

.38 

5.25 

3.19 

1.01 

.79 

.51 

.62 

2.00 

1.27 

1.01 

2.88

21.88

2.11 

1.47 

3.11 

5.74 

1.76 

2.34 

1.16 

.95 

.58 

1.13 

1.90 

1.73

23.98

3.52

.80 

3.83 

2.21 

1.81 

1.12 

.54 

.21 

.63 

1.84 

3.57 

4.32

24.40

2.35 

2.63 

5.60 

3.70 

3.76 

.68 

.41 

.19 

.11 

.46 

.64 

.53

21.06

Accuracy.

B. 

B. 

C.

C. 

D. 

C. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

B. 

C. 

B. 

A. 

B. 

B. 

A. 

A. 

A. 

A. 

A. 

A.

B. 

B. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

Sec.-ft. 

NOTE. Discharge December 13 to 27, 104 .............................................. 2,520

January 24 to 31,1905............................................... 2,800

March 1 to 18,1905.................................................. 1,200

February 10 to 22, 1906 ............................................. 1,400

January 26 to 31,1907............................................... 4,500

March 1 to 14,1907.................................................. 2,000

February 1 to 15,1908.............................................. 2,980

December 12 to 31 , 1908............................................. 1,520

Discharge during ice periods 1907 and 1908 estimated from Delaware River at Riegelsville, N. J., where 

there was no effect from ice.
256 SUKFACE WATER SUPPLY, 1907-8.

DELAWARE RIVER AT RIEGELSVILLE, N. J.

This station, which is located at the toll suspension bridge between 

Riegelsville, N. J., and Riegelsville, Pa., was established July 3, 1906, 

to take the place of the station at Lambertville, N. J., where conditions of flow were unfavorable for obtaining accurate results.

The records of discharge at this point and at Lambertville furnish 

general statistical and comparative data, forming a basis for estimates of the total flow of the river to tide water, necessary for the 

solution of navigation problems, and, in conjunction with records obtained at other stations in the drainage area, being valuable in estimating the quantity of water flowing in the Delaware at any point, 

for canalization and power development.

Lehigh River enters the Delaware from the west about 9 miles 

above Riegelsville, and Musconetcong comes in from the east about 

600 feet below the measuring section. The Musconetcong does not, 

however, materially affect the relation of gage height to discharge 

except at rare intervals.

The Delaware division of the Pennsylvania Canal, running from 

Easton, Pa., to Bristol, Pa., utilizes part of the total flow of the river 

at Riegelsville. It diverts water from the Lehigh at its mouth and 

at low stages takes practically the entire discharge of this tributary. 

The water is turned out of this canal during the winter period, or from 

about the middle of December to the last of March, but throughout 

the remainder of the year the discharge averages about 250 to 300 

second-feet.

The datum of the chain gage has remained the same during the 

continuance of the station. The discharge is affected by ice only 

during severe winters. Conditions for obtaining accurate discharge 

data are very good, and an excellent rating curve has been developed. 

Comparisons of the records of flow with those at Port Jervis, N. Y., 

and Hancock, N. Y., show that full reliance can be placed in the 

estimates of monthly discharge at Riegelsville.
DELAWARE EIVEE DRAINAGE BASIN. 257 

Discharge measurements of Delaware River at Riegelsville, N. J., in 1906-1908.

Date.

1906.

1907.

1908.

Do.........

Do.........

Do.........

May 8. .........

May 13. .........

Hydrographer.

R. II. Bolster. .....................................

R. H. Bolster ......................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

R. H. Bolster. .....................................

Width.

Feet.

473

517

517

517

517

517

517

517

506

407

Area of 

section.

Sq.ft.

4,200

10,800

9,820

7,740

7,590

6,700

8,730

6,320

3,200

Gage 

height.

Feet. 

4.52

4.14

17.10

16.05

15.20

11.15

10.87

9.16

13.10

13.93

8.11

1.99

1.75

Discharge.

Sec. -ft.

80,600

75,300

66,600

38, 900

37, 300

28, 200

51,600

56,700

21,200

1,490

1,120

" Float measurement.

Discharge measurements of Delaware division, Pennsylvania Canal, at Riegelsville, N. J.,

in 1907-8.

Date.

1907.

1908.

Kydrographer.

R. H. Bolster. .....................................

R. H. Bolster. . ....................................

K. C. Grant........................................

Width.

Feet. 

34

34

Area of 

section.

Sq.ft. 

206

208

Gage 

height.**

Feet. 

4.00

2.00

1.75

Discharge.

Sec.-ft. 

246

0

294

290

16254 IRR 241 10 17

River gage.
258 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of De lava re River at Riegelsville, N. J.,for 1907-8. 

[John H. Deemer, observer.]

Day.

1907.

Jan.

12.50

12.60

10.00

8.70

8.70

8.40

7.50

7.10

8.30

8.60

7 40

7.00

6.70

6 60

6.60

6.60

5.95

5 04

5.32

6.40

7.20

7.90

6.20

4.91

5.06

4.98

4.64

4.75

4.80

4.84

4.78

8.80

8 10

7.30

6.60

6 40

5.70

4.80

6.00

5 90

5,80

5.30

6.40

9.10

10 60

9,40

8 10

7.30

6 50

6.20

6.00

5.70

5.60

5.60

5.60

4.90

4.60

5.20

4.60

5.20

4.20

3.60

Feb.

4.65

4.72

4.66

4.50

4.18

3.90

4.10

4.00

3.98

4.04

4.08

3.88

3.55

0 CC

3.70

3.75

3.75

3 . Aft OU

3.61

3.55

3.58

3.42

3.12

3.04

3.15

3.05

3.18

3.08

4.60

4 60

4.40

4.10

4.20

3.90

4.10

4.00

4.00

4.00

4.00

4.00

4.10

4.50

10.00

19.20

15.70

10.90

9.10

8.20

6.60

6.50

5.90

5.50

5.20

9.00

10.30

8.20

7.00

Mar.

3.11

3.30

3.56

3.39

3.35

3.36

3.22

3.32

3.34

3.54

3.41

3.35

3.51

5.72

9.40

9.20

11.10

11.90

12.00

11.30

10.00

9.30

10.20

13.40

12.40

10.70

9.80

9.00

9.00

9.20

8.50

6.50

5.90

6.00

5.90

5.90

6.40

5.70

6.20

6.60

6.00

5.80

6.90

7.30

8.90

13.40

13.20

13.10

10.50

10.90

12.00

10.80

9.40

8.90

8.90

11.20

11.60

10.30

12.50

14.10

15.10

12.50

Apr.

7.60

6.90

6.30

5.98

5.61

5.42

5.32

5.32

5.42

5.34

5.48

5.29

5.48

5.60

5.62

5.49

5.12

5.10

4.99

4.89

4.71

4.62

4.48

5.18

5.49

5.94

5.75

5.71

5.72

5.32

10.60

9.60

9.30

8.40

7 60

7.10

6.80

7.00

7.60

9.80

8.80

8.00

7.40

6.80

6.40

6.30

7.00

6.60

6.40

6.60

6.60

6.40

6.20

5.80

5.60

5.50

5.60

5.80

6.50

6.30

May.

5.15

4.96

5.02

5.01

5.21

5.30

5.19

5.21

5.45

5.58

5.46

5.10

4.92

4.75

4.52

4.49

5.29

5.48

5.26

4.92

4.60

4.50

4.40

4.22

4.10

3.99

4.11

4.28

4.52

4.35

4.08

7.00

9.00

8.60

8.20

7.50

6.90

7.20

13.10

13.60

11.80

10.60

9.20

8.20

7 fit)

7.90

8. SO

8.00

7.40

6.70

6.40

6.20

6.40

7.60

7.70

7.20

6.60

7.00

6.20

5.50

5.50

6.30

June.

3.88

4.58

5.91

5.92

5.52

5.51

5.35

5.28

4.98

4.78

4.50

4.38

4.21

4.12

4.22

4.05

3.92

3.72

3.58

3.49

3.61

3.79

3.68

3.56

3.36

3.25

3.40

3.39

3.21

3.66

6.10

5.50

5.30

4.80

4 60

4.30

4.20

4.00

4.00

3.80

3.80

3.70

3.70

3.50

3.50

4.80

4.50

4.00

3.90

3.50

3.40

3.30

3.20

3.00

3.10

3.10

3.10

2.90

3.00

2.80

July.

4.05

3.89

3.76

3.52

3.36

3.20

3.02

3.14

3.25

3.21

3.10

3.11

3.05

2.92

3.02

3.11

2.94

3.00

3.18

3.15

3.12

2.98

2.94

2.69

2.62

2.61

2.51

2.39

2.39

2.45

2.32

2.80

2.70

3.30

3.30

3.00

3.20

3.10

3.00

2.90

2.80

2.70

2.60

2.70

2.50

2.60

2.50

2.50

2.30

2.30

2.30

2.20

2.40

2.30

2.50

2.70

4.30

4.30

3.70

3.20

2.90

2.70

Aug.

2.35

2.28

2.94

2.29

2.21

2.28

2.29

2.28

2.28

2.16

2.25

2.19

2.18

2.15

1.98

2.02

2.00

1.99

2.00

2.01

2.10

2.02

1.98

2.02

2.16

2.30

2.21

2.08

2.02

1.98

1.99

2.60

2.35

2.35

2.25

2.25

2.20

2.30

2.45

2.30

2.25

2.25

2.30

2.30

2.20

2.15

2.05

2.15

2.15

2.15

2.05

2.05

2.10

2.30

2.25

2.05

2.15

2.20

2.20

2.15

2.00

2.05

Sept.

1.88

1.90

1.96

2.04

2.10

2.46

2.89

2.81

2.70

2.46

2.70

3.32

4.10

4.24

3.51

3. 22

2.95

2.75

2.76

2.70

2.86

2.98

3.39

6.40

5.32

4.69

4.19

3.85

5.91

6.30

2.00

1.96

1.91

1.88

1 79

1.78

1.82

1.94

1.82

1.91

1.81

1.81

1.79

1.75

1.71

1.75

1.71

1 68

1.67

1.58

1.69

1.60

1.60

L62

1.70

1.68

1.62

1.64

2.41

2.86

Oct.

5.82

5.42

4.70

4.59

4.74

5.95

5.54

6.10

6.80

6.90

6.40

5.65

5.31

5.14

4.71

4.52

4.32

4.10

3.99

3.84

3.80

3.79

3.75

3.71

3.68

3.66

3.62

5.12

7.20

9.40

8.30

2.78

2 99

2.76

2.48

2.39

2.31

2.25

2.18

2.12

2.00

1.95

2.01

2.02

2.04

2.08

2.10

2.05

2.06

2.06

2.00

1.88

1.94

1.95

1.92

2.01

2.20

4.09

4.70

5.08

5.48

5.40

Nov.

7.10

6.40

8.50

10.30

9.10

8.10

10.60

17.20

13.70

11.20

9 90

8.80

7.90

7.20

6.70

6. 30

5.82

5 59

5.86

5.64

5.45

5.88

5.74

5.64

6.40

6.30

6.20

5.98

5.82

5.65

4.56

4 10

3.74

3.51

0 OC

3.25

3.21

3.08

3,04

?, 95

2.99

2.94

2.96

2.84

9 QR

2 99

2.86

2 OO

2.89

2.96

2.95

2.95

3.01

3.04

2.99

2.91

2.88

2.82

2.78

2.72

Dec.

5.52

5.44

5.22

5.08

4.81

4.51

4.48

4.50

4.54

7.20

20.30

17.20

12.50

10 40

9.50

8.70

8.10

1 / . OU^fl 

7.00

6.40

6.10

5.74

6.50

9.80

13.40

11.10

9.60

8.60

8.20

8.80

8.70

2.76

9 £, fin OU

2.65

2.64

2.45

2.32

2.55

2.94

3.16

2.9C

3.35

3.21

2.96

2 9£

3.' 06

Q on O. £\)

3.29

3.26

2.95

2.94

2.99

3.04

2.86

2.81

2.85

2.98

2.90

2.76

2 9^

2^79

2.86

NOTE. Discharge not materially affected by ice conditions 1907-8. No water flowing in the canal 

December 15, 1906, to April 7, 1907; December 13, 1907, to April 5, 1908; December 10, 1908. to March 18, 

1909.
DELAWARE KIVEK DRAINAGE BASIN. 259

Rating table for Delaware River at Riegelsville, Ar. J.,for 1906-1908.

Gage 

height.

Discharge.

Gage 

height.

Feet. 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00 

2.10 

2.20 

2.30 

2.40 

2.50 

2.60 

2.70 

2.80 

2.90 

3.00

Sec.-ft. 

810 

930 

1,060 

1,200 

1,350 

1,500 

1.660 

1,830 

2.010 

2,200 

2,400 

2,600 

2,810 

3,030 

3,200 

3,500

Feet. 

3.10 

3.20 

3.30 

3.40 

3.50 

3. 60 

3.70 

3.80 

3.90 

4.00 

4. 10 

4. 20 

4.30 

4.40 

4.50 

4.60

Discharge.

Sec.-ft. 

3.750 

4.000 

4.260 

4,530 

4,800 

5.080 

5,360 

5,650 

5,950 

6,250 

6,560 

6.870 

7,190 

7,510 

7,830 

8,160

Gage 

height.

Discharge.

Feet.

4.70

4.80

4.90

5.00

5.20

5. 40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

Sec.-ft. 

8.490 

8,820 

9.160 

9,500 

10,190 

10,890 

11,610 

12,350 

13,100 

13,860 

14,640 

15,440 

16,260 

17,100 

17,960 

18,840

height.

Feet. 

7.60 

7.80 

8.00 

9.00 

10.00 

11.00 

12.00 

13.00 

14.00 

15.00 

16.00 

17.00 

18.00 

19 00 

20.00

Discharge.

Scc.-ft. 

19,740 

20,660 

21,600 

26,600 

32,130 

38,080 

44,400 

 51,100 

58,100 

65,300 

72,600 

80,050 

87,650 

95.350 

| 103,150

NOTE. Tho above table is not applicable for ire or obstructed channel conditions. It is based on 13 

discharge measurements made during 1906-1908, and is well defined between gage heights 1.7 feet and 17 feet.

Monthly discharge of Delaware River at Riegelsville, N. J.,for 1906-1908. 

[Drainage area, 6,4,30 square miles.]

Discharge in second-feet.

Month.

Maximum.

July..................................... 11,200

August.................................. 8,850

September.............................. 5,390

October....................... ......... 14,700

November..............................' 20,300

December............................... 10.800

1907.

January................................. 48,400

February............................... 8.560

March................................... 53,900

April.................................... 19,700

May..................................... 11,500

June.................................... 12,800

July..................................... 6,400

August.................................. 3,360

September.......................... ... 14,600

October................................. 28.800

November..............................i 81,600

December............................... J 105,000

The year.......................... 105,000

1908.

January................................. 35.700

February............................... 96.900

March.. I................................ 66.000

April.................................... 35,700

May..................................... 55,300

June....................................! 13,500

July..................................... 7,190

August..............._...._.............' 2,600

September.............................. 3,170

October................................. 11,200

November.............................. 8.030

December............................... 4,400

The year................... .... < 96,900

Minimum, i Mean. square 

mile.

3,520

2,600

1,760

2,240

4,560

4,290

8,290

3,600

3,780

7,770

6,220

4.030

2,050

1,470

1,320

5,140

11,100

7,770

5,950

4,980

2,880

5,500

8.450

7,490

17,900

5,610

21,300

11,300

8,930

6,670

3,640

1,780

4,900

10.500

21,800

25,400

0.969

.818

.491

.899

1.36

1.19

2.78

.872

3.31

1.79

1.43

1.08

.610

.320

.806

1.68

3.44

3.97

1,320 ' 11,600 1.84

5,080

5,950

12,000

11,200

11,200

3,030

1,830

1,500

900

1.320

2,850

2,050

14.800

18.900

30,200

18.200

22,200

0,040

3, 240

1.860

1.250

3,040

3,810

3,290

906

2.30

2.94

4.70

2.86

3.50

.983

.547

.333

.238

.516

.636

.524

1.67

Run-off 

(depth in 

inches on

drainage 

area.)

1.12

.94

.55

1.04

1.52

1.37

3.20

.91

3.82

2.00

1.65

1.20

.70

.37

.90

1.94

3.84

4.58

Accuracy.

25.11

2.65

3.17

5.42

3.19

4.04

1.10

.63

.38

.27

.59

.71

.60

NOTE. Conditions of flow were not affected by ice during 1906-1908. In order to obtain the discharge per 

square mile and run-off depth in inches, 280 second-feet were added July 1 to December 14, 1906; April 8 

to December 12,1907; April 6 to December 9,1908, before computing the discharge per square mile. Hence 

the first three columns contain the actual discharge available in the river, while the remaining two represent the actual run-off from the drainage area above Riegelsville, including the discharge of the canal. 

(See description.)
260 SUEFACE WATER SUPPLY, 1907-8.

DELAWARE RIVER AT LAMBERTVILLE, N. J.

This station, which was established July 22, 1897, was discontinued 

April 1, 1908. It was located at the toll bridge at Lambertville, 

N. J., and was maintained to obtain general statistical and comparative data regarding the total flow of the river. (See Delaware River 

at Riegelsville, N. J.) No important tributaries enter the Delaware 

for 20 miles above or below Lambertville.

The Delaware division of the Pennsylvania Canal, running from 

Easton, Pa., to Bristol, Pa., utilizes part of the total flow of the 

river at Lambertville on the western side. Little or no water flows 

in this canal during the winter period, but during the rest of the 

year the discharge probably averages about 250 to 300 second-feet.

The Delaware and Raritan Canal feeder takes out at Bull's 

Island, about 7 miles above Lambertville, N. J. As indicated by 13 

measurements made by engineers of the United States Geological 

Survey, it utilizes about 356 to 535 second-feet, or an average of 468 

second-feet of the total flow of the river at Lambertville on the easterly 

side throughout the entire year. This canal follows Delaware River 

to Trenton, N. J., and thence runs northeastward, following Millstone and Raritan rivers to New Brunswick, N. J.

The datum of the chain gage has remained unchanged during 

the maintenance of the station. In the winter months the discharge 

is usually affected by ice. Conditions for obtaining accurate discharge data are poor, because of several wing and movable dams 

about three-fourths of a mile below the bridge, which are changed 

and repaired frequently each year, and hence the gage height is not 

always a true index of the discharge.

Discharge measurements of Delaware River at Lambertville, N. J., 1907-8.

Date.

1907.

1908.

Do.&.......

Hydrographer.

R. H. Bolster ......................................

G. C. Stevens ......................................

Width.

Feet. 

970

973

944

833

Area of 

section.

Sq.ft.

5,480

14,100

14,300

3,540

Gage 

height.

Feet. 

4.73

2.82

Discharge.

Sec.-ft. 

6,480

114,000

1,650

a Float measurement 100 yards above bridge.

& Float measurement at bridge. Passage of ice cakes under bridge timed with stop watch.
DELAWARE RIVER DRAINAGE BASIN. 261

Daily gage height, in feet, of Delaware River at Lumber tville, N. J.,for 1907-8. 

[Chas. N. Naylor, observer.]

Day.

1907.0 

1...............

9

3...............

4...............

5. ...... ......

6...............

7...............

8...............

9...............

10...............

12...............

13...............

14...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30. ..............

31...............

Day. Jan.

1908.6 

1 ...... 7. 1 

2...... 6.85

3...... 6.3

4...... 5.9 

5...... 5.8

6...... 5.9

7...... 5.4

8...... 5.9 

9...... 5.75

10...... 5.4

Jan.

8.8

9.45

7. 75 

7.15 

6.9

6.35

6.1

6.45

6.95

6.35 

6.2 

6.2 

6.15

6.0

5.9

5.7

5.2

5.1 

5.7

6.25

6.9

6.0

5.2

5.0 

5.0

4.95

4.75

4.7

4.8

Feb.

5.4

4.8

Feb.

4.85

4 65

4.4 

4.5 

4.55

5.6 

5.65

.......

Mar.

4.2 

3.45 

3.8

3.8 

3.6 

3.7

3.65 

3.8

3.75 

3.7 

3.85 

5.5 

8.1

7.6 

8.55 

8.95 

8.8 

8.9

7.9 

7.2 

7-4 

9.2 

9.15

8.1 

7.4 

7.0 

6.9 

7.2 

6.85

Apr.

6.45 

5.9 

5.6 

5.35 

5.15

5.0 

4.95 

5.0

5.15 

5.1

5.05 

5.0 

5.0 

5.15 

5.25

5.1 

4.9 

4.85 

4.75

4.7

4.6 

4.55

4.4 

5.1 

5.1

5.2 

5.25 

5.2 

5.2 

5.05

May.

4.85 

4.7 

4.7 

4.95 

4.9

4.95

4.9 

4.85 

4.9 

5.05

5.2 

4.9

4.75 

4.6

4.4

4.65 

5.0 

5.0 

5.0 

4.8

4.4 

4.35 

4.3 

4.2 

4.15

4.1 

4.1 

4.1 

4.35 

4.35

Mar. Day. Jan.

5."

5 4.

1908.6 

5 11...... 5.5

12 . 6.0

5.4 13. _. 7.4

5.4 

5 i.

I 14...... 8.0

15 .

5. 4 16. .....

5.35 17......

5.75 18...... 

5.9 19......

5.65 20......

i

7.45

6.75 

6.4 

6.05 

5.75 

5.55

June.

4.0 

4.6 

5.35 

5.4 

5.15

5.0 

5.0

4.95 

4.8 

4.6

4.45 

4.36 

4.2 

4.15

4.1

4.1 

4.0 

3.85 

3.75 

3.6

3.6 

3.75 

3.85 

3.8 

3.7

3.7 

3.7 

4.0 

3.85 

4.15

Feb.

8.7

13.0 

11.5 

8.4 

7.05 

6.95

July.

4.7 

4.55 

4.45 

4.25 

4.05

3.9 

3.6 

3.6 

3.7 

3.85

3.8 

3.65 

3.65 

3.5 

3.55

3.65 

3.4 

3.35 

3.45 

4.0

3.8 

3.4 

3.35 

3.2 

2.95

2.85 

2.7 

2.7 

2.5 

2.5 

2.35

Aug.

2.4 

2.4 

2.35 

2.3 

2.2

2.3 

2.3 

2.3 

2.45 

2.3

2.45 

2.1 

2.15 

2.05 

1.9

2.05 

1.9 

1.95 

1.95 

1.9

2.4 

2.65 

2.7 

2.85 

3.3

3.5 

3.35 

3.15

2.75 

2.6 

2.5

Sept.

2.5 

2.4 

2.35 

3.2 

3.7

4.1 

4.0 

4.2 

4.0 

3.9

3.8 

4.45 

4.75 

4.9 

4.8

4.5 

4.3 

4.1 

3.95 

4.05

4.05 

4.3

4.7 

6.55 

5.8

5.2 

4.95 

4.6 

7.1 

6.3

Mar. Day.

1908.6 

5.2 21......

5.7 22......

6.0 23......

6.7 24....^

9.4

9.4 

9.4t 

8.2 

8.4> 

8.8,

25......

26...... 

5 27...... 

1 28...... 

) 29. ..... 

! 30......

31......

Oct.

5.85 

5.5 

5.25 

5.0 

5.15

5.4 

5.6 

5.95 

6.3 

6.1

6.05 

5.65 

5.4 

5.2 

5.25

5.0 

4.95 

4.8 

4.55 

4.6

4.6 

4.6 

4.55 

4.5 

4.5

4.5

4.5 

6.05 

6.85 

7.8 

7.15

Nov.

6.45 

6.05 

7.0 

7.85 

7.6

6.95 

8.2 

11.9 

10.15 

8.65

7.85 

7.2 

6.65 

6.3 

6.05

5.75 

5.55 

5.4 

5.75 

5.55

5.4 

5.5 

5.5 

5.85 

6.2

5.95 

5.8 

5.7 

5.55 

5.45

Jan. Feb.

5.45 6.2 

5. 3 5. 9 

5.3 5.6 

5.35 5.25 

5.05 5.05

4.9 7.0 

5.05 8.7 

4. 95 6. 75 

5.2 6.05 

5.0 ........

4. 7 ........

Dec.

5.4 

5.35 

5.25 

5.2 

5.05

4.9

4.8 

4.8 

4.8 

5.75

13.1 

12.6 

9.6

8.1

7.7

7.0 

6.8 

6.4 

6.1 

5.9

5.65

5.4 

6.35 

7.7 

9.75

8.55 

7.5 

7.0 

6.7 

7.0 

7.1

Mar.

8.2 

7.3 

6.9 

6.9 

7.5

8.45 

7.75 

8.45 

9.7 

10.5 

9.35

a Ice conditions about February 6 to March 2, 1907. August 20, 1907, dam put in at canal-boat ferry onehalf mile below bridge. September 3, 1907, closed channel in dam at ferry. 

6 Ice conditions February 2 to 15, 1908.

WEST BRANCH OF DELAWARE EIVER AT HANCOCK, N. Y.

This station is located at the toll suspension bridge, one-half mile 

west of the Erie Railroad station at Hancock, N. Y., and about 1 

mile above the junction of East and West branches of Delaware River. 

It was established October 15, 1902, and has since been maintained 

in cooperation with the New York State engineer department and 

during the past year with the United States Weather Bureau.
262 SURFACE WATER SUPPLY, 1907-8.

The station was established to obtain general statistical and comparative data regarding the flow of the Delaware River for power 

and navigation purposes.

Oquaga Creek, which drains the eastern portion of Broome County, 

is the nearest important tributary to West Branch of Delaware River. 

It enters from the right, about 10 miles upstream from the gaging 

station.

The datum of the chain gage has remained the same since the 

establishment of the station. Conditions for accurate ratings can 

not be considered good. The high-water stage is probably affected 

by backwater from East Branch of Delaware River. The lowwater stage is controlled by rifts about 800 feet below the station, 

but frequent changes in conditions of flow require many measurements and new ratings each year. During the winter months the 

discharge is affected considerably by ice conditions.

Information in regard to this station is contained in the annual 

reports of state water-supply commission of New York and of the 

state engineer and surveyor, State of New York.

Discharge measurements of West Branch of Delaware River at Hancock, N. Y., in 1907-8.

Date.

1907.

1908.

Hydrographer.

.....do..............................................

.....do..............................................

Width.

Feet. 

200

185

185

60

180

Area of

section.

Sq.ft. 

389

188

185

28.3

236

Gage 

height.

Feet. 

3.29

2.38

2.42

2.39

2.59

Discharge.

Scc.-ft. 

397

29.5

86.3

a Wading measurement.
DELAWARE B1VEB DBAINAGE BASIN. 263

Daily gage height, infeet, of West Branch of Delaware Riverat Hancock, N. Y., for 1907-8.

Da}'.

1907.a 

1..............

2...............

3....... ........

4...............

G......... ......

g

10..............

11...............

12...............

13..............

15...............

16...............

18...............

19.... . ....

20...............

21...............

22...............

23...............

24. ........ ..

25..............

27...............

28... ...........

29...............

30...............

31...............

1908. & 

1...............

2...............

3...............

4...............

6..............

7...............

8.............. 

9..............

10...............

.................

12..............

13

14...............

15.............. 

16..............

17...............

18..............

19............... 

20...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30. ..............

31...............

Jan.

6.55

5.4

4.95

5.9

5.65

5.05

5.0

4.6

4.4

4.6

4. 15

3 9

A AX.

4 9

3.5

3. 55

4.2

4 5

4 3

4.3

4.25

3.95 

5.1

4 9

4.5

4.3

3.5

0 f\

3.9 

4.0

3.9

6 0

5.0

5 7

4.5

3.9

3.9

3.8

3.5 3 °

3.4

3 9

3.9

3.9

3.8

3.7

Feb.

4.0

4.0

3.9

3.9

4.0

4.05

4.55

4.5

4.35

4.25

4. 25

4,5

4.3

4,0

4.05

4.0

4.1

4.0

3 9

4.2

4 35

4 05

3 9

3 9

4.2

^ 9

5.0

5.1

5.2

5.0

5.1 

5.0

4 9

4.8

6.4 

10.4

6.4

5.1

4.6 

4.0

3.6

3.8

3.5

Q Q

3.5

4.3

4.0

5.4

Mar.

3.9

4.05

4.15

4.2

4.25

4.2

4.1

4.0

3.9

4.0

3.95

3.8

3.85

4,2

7.85

5.35

5.75

5.6

4.9

4.55

n i

6.75

6.25

5.8

K C

5. 75

6.00

5.65

5.25 

7.1

7.6

4.2

4.0

3.9

3.8

3.9

o 7

3.9

3.5

3.8

5 4

8.6

7.2

6.0

5.2

5.3 

5.1

4.4

4.5

4.6

6.0

5.7

7.5

8.4

7.4

6.4

Apr.

4.95

4.6

4.45

4.3

4.2

4.1

3 9

3.9

4.15

4.1

4.05

4.15

4.3

4.4

4.25

4.2

4.2

4.15

4.0

4.0

3.9

3 9

4.4

4.75

4.7

5.35

n A

4.85

4.7

5.9

5.6

6.0

5.9

4.4

4.7

4.7

6.0

5.6

n o

5.0

4 9

4.5

4.8

5.1 

5.0

5.0

4.7

4.6

4 3

4.3

4.3

4.5

4.5

4.2

May.

5.1

4.9

4.65

4.55

4.65

4.4

4.4

4.85

4.65

4.55

4.35

4.25

4.2

4.1

3.92

3.9

4.05

4.0

3.9

3.95

3.8

3.65

3.6

3

nn

o EC

3.75

3.85

3.55

3.5

3.4 

5.1

5.5

5.7

5.5

n n

4.9

4.8

7.1 

6.6

6.2

5.8

f^ 1

4.8

5.0 

4 9

4.6

4.4

4.2 

3.9

4.1

4.2

4.3

3.9

3,9

3.8

3.7

3.5

3.9

June.

3.45

3.5

3.55

3.55

3.45

3.7

3.85

3.85

3.7

3.55

3.5

3.45

3.45

3.3

3.25

3.2

3.2

3.1

3.1

3.25

3.15

3.0

3.05

3 fi

2.95

o o

3

0

3.15

3.25

3.7

3.6

3.4

3

0

3 1

3.2

3.1

3.2 

3.2

3.0

3.1

3.1

0 1

3.1

3.0 

3.0

3.1

3.1

2.8

2.8

2.9

2.8

2.7

2.7

2.7

2.7

2.7

2.8

2.6

2,5

July.

3.5

3.4

3.3

3.1

3.1

3.0

3.3

3.1

3.0

2.8

2.8

3.0

3.5

3.1

3.1

3.1

2.8

3.0

3.0

3.1

2

0

2 9

2.9

2.9

2.8

3.0

2.9

2.8

3.0

2.5

2.6

2.7

2.6

2.4

3.4

0 f)

3.1

3.0

2.9 

2.9

2.9

2.9

2.8

2.7

2.7

2.6 

2.7

2.7

2.7

2.7 

2.7

2.6

2.7

2.6

2.6 ? n

3.4

3.2

3.1

2.9

2.8

2 7

Aug.

2.6

2.7

2.7

2.9

3.0

2.8

2.8

2.8

2.7

2.6

2.6

2.4

2.5

 2.4

2.4

2.4

2.3

2.S

2.3

2.3

2 4

2.4

2.3

2.4

2.4

2.3

2.3

2.4

2.3

2.2

2.2 

2.9

2.6

2.6

2.5

2.7

2.6

2.6

2.7

2 7

2.6

2.6

2.6

2.5

2.6

2.5 

2.7

2.6

2 7

2.7 

2.5

2.4

2.4

2.6

2.5

2.5

2.5

2.4

2.4

2.4

2.4

2.4

Sept.

2.3

2.3

2.4

2.8

3 7

3.6

3.1

3.0

3.1

3.6

4.0

4.9

4.4

3.9

3.6

3.4

3.2

3.0

3.1

3.0

3.0

3.1

3.2

3.6

3.5

3.3

3.1

3.2

3.4

3.9

2.4

2.4

2.3

2.3

2.3

2.3

2.4

2.3 

2.4

2.5

2.5

2.5

2.5

2.5

2.4

2.4

2.3

2.3

2.3 

2.3

2.3

2.3

2 3

2.3

2.3

2.3

2.3

2.3

3.0

3.1

Oct.

3.8

3.6

3.4

4.0

5.7

5.0

4.5

4.5

5.5

4.8

4.5

4.5

4.3

4.1

4.0

3.8

3.7

3.5

3.5

3.3

3.6

3.6

3.5

3.5

3.3

3.2

3.1

4.2

6.3

5.7

5.1 

3.0

2.9

2.7

2.5

2.9

2.7

2.6

2.6 

2.6

2.7

2.8

2.4

2.5

2.6

2.7 

2.7

2.7

2.6

2.3 

2.5

2 4

2.4

2.4

2.5

2.5

2.4

3.1

2.8

3.8

4.0

3.7

Nov.

4.1

4.5

5.9

5.5

5.1

4.8

7.6

7.8

6.4

5.7

5.3

4.9

4.5

4.5

4.3

4.1

4.0

3.8

3.8

3.8

3.8

3.8

3.7

3.6

3.8

3.7

3.8

3.6

3.4

3.7

3.4

3.2

3.1

3.1

3.0

3.1

3.1

3.1 

3-1

3.0

3.1

3.1

3.4

3.2

3 0 

3.0

3.1

3.0

3.1

3.0

3.1

3.1

3.0

3.2

3.0

3.2

3.1

3.1

3.1

3.0

Dec.

3.5

3.5

3.5

3.3

3.3

3.2

4.2

5.1

4.3

6.4

10.0

7.1

6.0

5.3

5.3

5.0

4.8

4.5

4.4

4.0

4.2

3.8

4.1

8.6

6.9

5.9

5.4

5.8

5.8

5.2

5.4 

3.1

2.9

3.6

2.7

3.2

3.0

3.2

3.7 

4.5

3.8

3.8

4.5

4.5

4.6

4.7 

4.5

4.4

4.2

4.2 

4.4

4.5

4.3

4.1

4.1

4.3

4.5

4.3

4.3

4.1

3.9

4.3

a Ice conditions prevailed from about January 26 to March 15 and December 7 to 10,1907. 

6 Ice conditions January 11, February 1 to 15, February 29 to March 3, December 3, and December 5 to 

31,1908.
264 SURFACE WATER SUPPLY, 1907-8.

Rating tables for West Branch of Delaware River at Hancock, N, Y.

1907.

Gage 

height.

Feet.

2.20

2.30

2.40

2. 50

2.00

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

25

41

00

83

110

140

175

210

250

295

345

405

470

540

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.00

4.70

4.80

4.90

Discharge.

Sec.-ft.

015

700

790

890

1,000

1,120

1,250

1,380

1,520

1,060

1,810

1,970

2,130

2,300

Gage 

height.

Feet.

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

0.00

0.20

0.40

0.00

Discharge.

Sec.-ft.

2,470

2,050 

2,840

3, 040

3,250

3, 470

3,700

3,940

4,190

4,440

4,700

5,230

5,780

0,340

Gage 

height.

Feet.

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10. 00

Discharge.

Sec.-ft.

0, 920

7,510

8,120

8,740

9,380

10, 020

10, 080

11,340

12, 010

12,700

13, 410

14,140

18,100

NOTE. This table is not applicable for ice or obstructed-channel conditions. It is based on 1 discharge 

measurement made during 1907, the form of the 1908 ratingcurve, and intercomparisons of minimum discharge with Delaware River at Port Jervis, N. Y., and adjoining drainages. It is well defined between gage 

heights 3.5 feet and 9 feet. It has been revised, and differs slightly from that published in the report of 

the state engineer and surveyor, State of New York.

1908.

2.30

2.40

2.50

2.60

2.70

28

43

63

88

117

2.80

2.90

3.00

3.10

3.20

1.50

187

228

273

324

3.30

3.40

3.50

3.00

3.70

383

450

520

605

090

3.80

3.90

4.00

785

890

1,000

NOTE. This table is not applicable for ice or obstructed-channel conditions. It is based on discharge 

measurements made during 1902-1908 and is well defined below gage height 9 feet. Above gage height 

4 feet the table is the same as that for 1907.
DELAWARE RIVER DRAINAGE BASIN. 265

Monthly discharge of West Branch of Delaware River at Hancock, N. Y., for 1907-8. 

[Drainage area, 680 square miles.]

Month.

1907.0

May....................................

July....................................

December

1908.&

April...........-.--.---.-.--.....---.--.

May........-........-.-.-..-..-.-.-.-..

July....................................

Discharge in second-feet.

Maximum.

6,200

7,500 

3,140 

2,650 

840 

540 

250 

2,300 

5,500 

10,000 

18,100

18,100

3,940 

19,800

12,700 

6,630 

7,810 

690 

450 

187 

273 

1,000 

450

19,800

Minimum.

840 

470 

230 

83 

. 25 

41 

295 

470 

345

25

324

526 

1,250 

526 

63 

43 

43 

28 

28 

228

28

Mean.

1,840 

300 

2,390 

1,460 

1,200 

450 

266 

88.3 

516 

1,440 

2,200 

3,120

Per 

square 

mile.

2.71 

.441 

3.51 

2.15 

1.76 

.662 

.391 

.130 

.759 

2.12 

3.24 

4.59

1,270 1.87

1,230 

1,580 

3,870 

2,640 

2,350 

250 

175 

81 

51.7 

173 

278 

250

1,080

1.81 

2.32 

5.69 

3.88 

3.46 

.368 

.257 

.119 

.076 

.254 

.409 

.368

1.58

Run-off 

(depth in 

inches on 

drainage.

area).

3.12 

.46 

4.05 

2.40 

2.03 

.74 

.45 

.15 

.85 

2.44 

3.62 

5.29

25.60

2.09 

2.50 

6.56 

4.33 

3.99 

.41 

.30 

.14 

.08 

.29 

.46 

.42

21.57

Accuracy.

B. 

D. 

B. 

B. 

B. 

B. 

B. 

C. 

B. 

B. 

B. 

B.

B. 

B. 

A. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

D.

a Discharge during the period of ice conditions, 1907, estimated on the basis of the discharge of Delaware 

River at Port Jervis, N. Y., and the East Branch of Delaware River at Hancock (see rating-table' footnote): Second-feet.

Discharge January 26 to 31,1907........................................................ 400

March 1 to 14,1907........................................................... 250

March 15, 1907............................................................... 7,500

December 7 to 10, 1907....................................................... 825

b Discharge during the periods of ice conditions, 1908, estimated on the basis of the discharge at Port 

Jervis, and the East Branch of Delaware River at Hancock:

Second-feet.

Discharge January 11.................................................................. 800

February 1 to 15............................................................. 480

February 29....................................................... 800

March 1 to 3...........-...-..-.---...---...--....--...--...------- - 1,000

December 3................................................. 200

December 5 to 31.................................................. 258

PAULINS KILL AT COLUMBIA, N. J.

Paulins Kill rises on the east slope of Kittatinny Mountain, in central Sussex County, N. J., and flows southwestward into the Delaware 

at Columbia. Its length is about 36 miles. Its total drainage area 

comprises about 180 square miles, of which 25 per cent is in forest. 

For the first 10 miles from the mouth the fall averages 7 feet per mile, 

with little variation; for 20 miles above this it is 8.5 feet per mile, also 

very uniform. The bottom of the valley is blue limestone; the higher 

portions are mainly slate. Lakes on the watershed, including Swartswood and Culvers, have been utilized as reservoirs for mills. The 

mean annual rainfall is about 45 inches.
266 SURFACE WATER SUPPLY, 1907-8.

The gaging station was established August 1, 1908, by Messrs. 

Meikleham and Dinsmore, through whose courtesy the records of discharge given in the following table are published. List of discharge 

measurements and description of location of station are not yet available. The rating curve is fairly well defined by five discharge 

measurements.

Daily gage height, in feet, and daily discharge, in second-feet, of Paulins Kill at Columbia,

N. J., for 1908.

Day

1.........

2.........

5.........

G... ......

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.........

August.

Gage 

height.

0.93 

.98 

.86 

.98 

.93

.90 

.91 

1.08 

1.00 

.93

.96

.97 

.97 

.98 

.96

.97 

.95 

.91 

.97 

.98

.97 

1.00 

1.13 

1.05 

1.04

1.08 

1.05 

1.02 

1.05 

1.09 

.95

Discharge.

85 

100 

72 

100

85

82 

83 

120 

103

85

93 

94 

94 

100 

93

94 

92 

83 

94 

100

94 

103 

130 

113 

111

120 

113 

105 

113 

122 

92

September.

Gage 

height.

0.93 

.93 

.92 

.91 

.95

1.00 

1.02 

1.01 

1.02 

.96

1.00 

.90 

.91 

.90 

.91

.92 

.97 

.95 

.97 

.95

.90 

.97 

.96 

1.02 

.93

.94 

.92 

.91 

1.23 

1.18

Discharge.

85 

85 

84 

83 

92

103 

105 

104 

105 

93

103

82 

83 

82 

83

84 

94 

92 

94 

92

82 

94 

93 

105 

85

90 

84 

83 

157 

146

i

October.

Gage 

height.

1.03 

1.28 

1.29 

1.20 

1.08

1.05 

1.02 

1.08 

1.13 

1,18

1.14 

1.16 

1.16 

1.16 

1.16

1.15 

1.14 

1.10 

1.06 

1.04

1.02 

1,10 

1.13 

1.13 

1.10

1.13 

2.23 

1.67 

1.67 

1.62 

1.59

Discharge.

106 

169 

170 

150 

120

113 

105 

120 

130 

146

135 

' 140 

140 

140 

140

138 

135 

123 

114 

109

105 

123 

130 

130 

123

130 

500

285 

285 

270 

260

November.

Gage 

height.

1.24 

1.10 

.91 

1.11 

.96

.89 

1.10 

.89 

.89 

.90

.84 

.95 

.90 

.88 

.89

.88 

.94 

.93 

.94 

.95

.98 

1.01 

1.00 

.90 

.90

.86 

.95 

.85 

.98 

.97

Discharge.

160 

123 

83 

125 

93

80 

123

80 

80

82

70 

92 

82 

78 

80

78 

90 

85 

90 

92

100 

103 

100 

82 

82

73 

92 

72 

100 

94

December.

Gage 

height.

0.82 

.84 

.74

.72 

.76

.75 

.94 

1.02 

1.00 

1.10

1.29 

1.31 

.90 

1.30 

.85

.86 

.88 

.98 

.89 

.91

.93 

.95 

.92 

.99 

.98

.99 

.92 

.99 

1.00 

1.13 

1.15

Discharge.

64 

66 

53 

50 

57

55 

90 

105 

103 

123

170 

178 

82 

170 

72

73 

78 

100 

80 

83

85 

92 

84 

101 

100

101 

84 

101 

103 

130 

138

Monthly discharge of Paulins Kill at Columbia, N. J.,for 1908. 

[Drainage area, 179 square miles.]

Month.

Discharge in second-feet.

Maximum.

130 

157 

500 

160 

178

Minimum.

72 

82 

105 

70 

50

Mean.

99.0 

94.9 

161 

92.1 

96.0

Per

square 

mile.

0.553 

.530 

.899 

.515 

.536

Run-ofl 

(depth in 

inches on 

drainage 

area).

0.64 

.59 

1.04 

.57 

.62
DELAWARE RIVER DRAINAGE BASIN. 267

MUSCONETCONG RIVER NEAR BLOOMSBURY, N. J.

Musconetcong River rises in Lake Hopatcong, in the southeastern 

part of Sussex County, N. J., and flows south-westward, uniting with 

Delaware River near Riegelsville. Its length is about 45 miles, and 

its drainage area, measured at the mouth, is about 160 square miles, 

of which about 40 per cent is forested. The rainfall in this portion of 

New Jersey is about 48 inches per annum. For 38 miles of its course 

the stream flows at the southeast side of a very straight valley, above 

which the hills rise from 400 to 500 feet. The fall of the river is very 

large, averaging 15 feet or more per mile. The bed is of gravel and 

rock, and the facilities for the utilization of power are excellent. 

The tributaries, except at the headwaters, are small and unimportant.

Both on the main stream and its principal tributary, Lubbers Run, 

considerable storage has been used by the Morris Canal to feed that 

waterway. The canal, which extends from Phillipsburg, N. J., to 

Jersey City, and parallels the Musconetcong within 2 miles through a 

considerable portion of its course, crosses the river just below Lake 

Hopatcong, utilizing the reservoir at Stanhope and portions of the 

river below.

The gaging station, which was established July 4, 1903, was discontinued April 1, 1907. It was located at the first highway bridge 

about 2 miles above Bloomsbury, N. J., and about 10 miles above the 

mouth of the river.

The datum of the chain and staff gages remained unchanged during 

the maintenance of the station. The discharge is affected by ice 

during the winter period. Conditions of flow have been nearly 

permanent, and a good rating curve has been developed for low and 

medium stages.

Daily gage height, in feet, of Musconetcong River near Bloomsbury, N. J.,for 1907.

[Michael Kieffer, observer.]

Day.

1......

2.. 3'.'..'...

4......

5.. . . . .

6......

7......

8......

9......

10......

Jan.

2.38

2.08

1.90

1.95

1.90

1.80

1.72

1.75

1.72

1.65

Feb.

1.50

1.45

1.50

1.48

1.28

1.45

1.52

1.60

1.85

1.78

Mar.

1.25

1.38

1.42

1.42

1.38

1.32

1.30

1.30

1.32

1.35

Day.

11......

12. ....

13. ....

14. ....

15. ....

16. ....

17. ....

18. ....

19. ....

20. ....

Jan.

1.58

1.80

1.75

1.90

1.85

1.78

1.58

1.62

1.90

2.00

Feb.

1.72

1.68

1.80

1.75

1.70

1.68

1.62

1.55

1.45

1.38

Mar.

1.32

1.30

1.50

3.20

3.30

2.92

3.02

3.08

2.90

2.92

Day.

21......

22......

23. ....

24. ....

25. ....

26. ....

27. ....

28......

29

30......

31

Jan.

1.98

1.85

1.68

1.65

1.65

1.62

1.58

1.65

1.62

1.55

1.52

Feb.

1.32

1.25

1.38

1.32

1.30

1.38

1.30

1.25

Mar.

2.62

2.50

2.50

2.48

2.52

2.32

2.20

2.12

2.08

1.95

1.75

NOTE. It is probable that the discharge was not greatly affected by ice conditions during January and 

March. The greater part of February was probably affected by ice.
268 SURFACE WATER SUPPLY, 1907-8.

Rating table for Musconetcong River near Bloomsbury, N. J.,for 1903-1907.

Gage 

height.

Feet.

1.20

1.30

1.40

1.50

1.60

1.70

Discharge.

Sec.-ft.

107

132

ICO

190

220

251

Gage 

height.

Discharge.

Feet. Sec.-ft.

1. 80 283

1. 90 317

2.00

2.10

2.20

2.30

352

388

424

461

Gage 

height.

Feet.

2.40

2.50

2.60

2.70

2.80

Discharge.

Sec.-ft.

499

538

578

618

658

Gage 

height.

Feet.

2.90

3.00

3.10

3.20

3.30

Discharge.

Sec.-ft.

698

739

780

821

862

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 9 discharge measurements made during 1903-1906, and is well defined between gage heights 1 foot and 3 feet.

Monthly discharge of Musconetcong River near Bloomsbury, N. J.,for 1907. 

[Drainage area, 146 square miles.]

Month.

Discharge in second-feet.

Maximum.

491

862

Minimum.

196

120

Mean.

277 

100 

394

Per 

square 

mile.

1.90

.685 

2.70

Run-off 

(depth in 

inches on 

drainage 

area).

2.19 

.71 

3.11

Accuracy.

C. 

D. 

C.

NOTE. The values for January and March may be somewhat in excess due to ice conditions. The discharge for February was estimated.

TOHICKON CREEK AT POINT PLEASANT, PA.

Tohickon Creek rises in the western part of Bucks County, Pa., and 

flows eastward into the Delaware at Point Pleasant. Its drainage 

area comprises about 102 square miles, the greater part being farm 

land under a high degree of cultivation, the original forest cover having been almost entirely cut away. The stream is subject to very 

sudden freshets, and during heavy rains large quantities of surface 

soil are eroded.

The gaging station is located about one-eighth mile above the mouth 

of the creek, and the records show the discharge of practically the 

entire drainage area. The fall of the stream from its source to the 

gaging station is about 600 feet in 28 miles. Continuous records of 

flow have been obtained each year since 1883, with the exception of 

1900, by the Philadelphia bureau of water, department of public 

works, under the personal supervision of John E. Codman, by whom 

the following data have been furnished.

An automatic gage is used to obtain a continuous record of gage 

height. The lower part of the rating curve has been developed from 

the computed discharge over a weir, and the discharge at high stages 

is determined from a curve developed from current-meter measurements. The rating curve is well defined.
DELAWARE RIVER DRAIXAGE BASIN. 269 

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pa., for 1907-8.

Day.

1907. 

1..............

4..............

5----.......-..

6..............

1. .............

8..............

9..... .........

10. .............

11..............

12..............

13..............

i ^

10..............

18..............

19

21..............

22..............

91

24.....:........

25..............

26..............

97

28..............

29.............. 

30..............

31..............

1008. 

1..............

2. .............

3..............

5..............

6..... .........

7...... ........

8..............

10..............

11..............

12..............

13..............

16..............

18----.--...-...

19

20..............

21..............

22..............

23..............

25..............

26..............

27..............

28.. ............

29

30.. ............

31

Jan.

2,074.0

496.5

288.0

683.5

566.0

209.0

108.5

293.3

119.0

92.7

748.7

782.0

855.0

840.0

337.5

105.5

106.5

148.0

679.5

729.5

193.0

131.0

131.0

124.5

118.0

118.0

129.5

131.0 

131.0

136.5

186.5

107.5

92.0

97.0

107.0

107.0

712.5

748.0

261.5

109.0

97.0

1,233.9

1,696.0

439.0

189.0

136.5

104.7

82.7

79.0

71.0

64.6

58.1

58.1

58.1

58.1

58.1

118.0

198.0

138.0

58.1

w 1

Feb.

273.0

404.0

404.0

294.0

184.0

184.0

184.0

151.0

107.5

84.0

71.0

71.0

71.0

71.0

71.0

71.0

71.0

71.0

79.0

97.0

97.0

87.0

72.5

53.3

39.6

30.6

26.8

747.5

413.0

157.5

101.7

64.0

55.6

54.4

53.1

53.1

53.1

48.5

44.0

44.0

515.0

2,772.6

1,868.0

308.5

102.2

562.5

802.0

464.0

212.5

112.5

102.5

97.0

2,262.0

1,156.4

335.5

142.5

Mar.

26.1

29 8

646.0

859.5

692.5

542.5

475.0

536.0

652.5

659.0

731.7

2,281.0

2,975.0

2,710.5

1,732.0

1,436.0

1,469.0

744.0

445.5

351.5

258.0

125.5

120.0

92.7

82.7

79.0 

64.5

58.1

104.0

74.7

79.7

82.7

70.7

58.5

359.0

596.5

877.2

345.0

186.0

186.0

218.0

218.0

391.5

421.0

204.0

715.2

2,259.2

638.7

233.5

143.5

186.5

326.2

220.0

119.5

92.0

97.0

138.0

138.0

101.0

Apr.

54.2

49 6

48.7

41.6

34.6

116.6

236.5

245.0

113.5

79.0

64.6

58.1

C.A A

46.3

41.5

43.0

44.8

47.8

38.8

37.3

1,419.5

431.0

130.5

92.7

68.3

58.0 

53.3

102.0

139.0

128.0

79.0

57.5

44.0

44.5

76.0

94.5

74.0

61.0

45.0

46.4

48.2

150.6

62.2

47.3

51.3

61.0

61.8

52.1

42.8

37.0

38.0

32.9

30.7

34.6

34.6

41.6

May.

62.1

68.7

249.2

207.0

67.0

100.0

89.0

64.6

KQ A

154.1

552.5

194.0

62.2

48.7

40.5

35.0

31.8

37.3

39.7

33.0

28.7

21.8

171.3

103.7

54.2

41.0

39.5

39.5

1,382.1

1,381.0

648.5

348.5

?04.0

104.7

68.3

61.0

1,074.5

1,011.0

302.0

309.0

104.0

162.5

179.0

337.2

223.0

162.5

87.5

58.3

46.3

39.7

36.2

228.5

293.0

June.

1 040 7

188.0

102.5

70.0

39.0

37.2

29.8

26.0

30.6

23.7

27.2

21.4

23.1

77.0

73.3

70 Q

73.9

13.6

13.6

15.7

15.7

18.3 

136.0

113.9

51.9

40.5

35.6

29.5

22.5

14.0

18.8

13.3

10.6

10.6

13.4

9.9

15.3

162.5

138.0

45.1

33.4

26.4

15.1

14.6

20.0

17.6

14.6

15.7

17.7

12.4

9.8

13.3

July.

1ft4- ^

44.3

28.7

22.1

17.2

16.9

17.2

24.0

30.6

27.9

20.3

17.6

12.9

14.5

65.1

94.5

50.8

25.2

18.3

12.5

8.6

9 0

6.3

5.7 

8.9

9.7

10.0

8.7

10.9

10.1

10.1

14.4

9.0

7.5

5.9

7.5

6.3

4.3

7.0

7.3

7.3

6.4

4.6

5.7

5.5

5.7

8.2

6.7

16.8

159.5

83.4

36.6

26.4

20.3

13.4

Aug.

7.7

5.1

0 Q

5.7

6.4

5 A

C Q

14.5

6.3

7.9

8.2

o Q

c 9

7.3

6.4

2.9

3.6

6.4

6.4

14.9

26.8

26.8

17.6

10.6 

7.0

6.4

11.0

6.3

7.0

9.0

5.9

8.4

12.1

9.7

6.8

8.4

9.5

6.4

6.3

7.2

6.3

4.8

6.3

8.9

5.2

4.7

4.7

3.2

2.8

2.7

3.1

34.0

42.5

14.5

12.2

8.6

12.4

Sept.

6.4

5.0

4.6

or r\

38.0

8.4

10.7

12.9

19 8

09 r»

17.6

10 9

18.1

18.3

1,530.4

2,902.0

532.0

161.5

673.8

4,118.0 

1,027.0

13.4

8.0

6.3

6.9

5.9

5.9

6.8

5.9

7.5

6.8

3.7

3.4

2.8

4.9

5.5

3.1

3.9

4.4

2.6

2.0

2.7

3.8

2.3

2.1

4.3

5.2

13.3

20,7

Oct.

232.0

74.7

en IT

1 ^S^ S

106.0

84 7

55.5

35.2

OK 0

23.1

23.1

23.1

23.1

23.1

23.1

2,640.4

1,858.1 

659.5

190.5

14.3

9.6

9.5

5.5

12.0

12.4

5.9

6.8

7 1

6.2

4.4

10.3

3.6

2.2

3.9

4.2

3.9

4.1

8.5

3.1

3.3

4.2

4.7

4.0

50.8

166.0

267.0

249.5

80.0

41.8

Nov.

79.1

001 Q

01 Q 0

QCQ C

385.5

475.0

528.0

Q7 IT

70.4

71.5

717.5

97Q f>

1,514.3

920.0

388.5

217.5

146.5

25.8

21.3

19.7

16.9

18.6

17.5

15.7

12.3

7.8

8.6

8.2

7.0

7.5

5.0

11.0

11.8

7.6

8.7

14.7

21.7

23.1

23.1

21.4

21.5

21.5

18.3

16.9

11.8

9.9

Dec.

oc 7

70 c

70.8

60.6

7c c

82.0

74.7

71.4

69.2

1,706.0

ITOO f)

176.0

816.5

nrn c

1 OK C

104.0

97.0

2,552.8

291.5

195.0

116.5

102.0 

267.0

515.0

12.6

12.2

10.6

9 7

11.3

8.6

72.5

53.4

41.6

56.5

71.4

58.7

41.4

30.2

30.6

39.6

59.8

62.6

64.3

54.1

48.5

53.1

53.1

41.8

32.6

36.8

36.4

28.4

35.9
270 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Tohickon Creek near Point Pleasant, Pa., for 1907-8. 

[Drainage area, 102 square miles.]

Month.

1907.

July...........................................

1908.

July...........................................

Discharge in second-feet.

Maximum.

2,070 

404 

2,980 

1,420 

552 

1,040 

164 

26.8 

4,120 

2,640 

1,760 

2,550

4,120

1,700 

2,770 

2,260 

171 

1,380 

162 

160 

42.5 

20.7 

267 

25.8 

205

2,770

Minimum.

92.7 

26.8 

26.1 

34.6 

21.8 

13.6 

5.7 

2.9 

4.6 

23.1 

55.4 

60.6

2.9

58.1 

44.0 

58.5 

30.7 

36.2 

9.8 

4.3 

2.7 

2.0 

2.2 

5.0 

8.6

2.0

Mean.

378 

137 

743 

129 

93.6 

99.3 

35.8 

8.50 

384 

283 

444 

434

264

245 

473 

319 

66.3 

300 

32.6 

17.6 

9.38 

5.83 

32.7 

14.7 

50.2

130

Per

square 

mile.

3.71 

1.34 

7.28 

1.26 

.918 

.974 

.351 

.083 

3.76 

2.77 

4.35 

4.25

2 59

2.40 

4.64 

3.13 

.650 

2.94 

.320 

.173 

.092 

.057 

.321 

.144 

.492

1.28

Run-oft' 

 (depth in 

inches on 

drainage 

area).

4.28 

1.40 

8.39 

1.41 

1.06 

1.09 

.40 

.10 

4.20 

3.19 

4.85 

4.90

35.27

2.77 

5.00 

3.61 

.72 

3.39 

.36 

.20 

.11 

.06 

.37 

.16 

.57

17.32

NESHAMINY CREEK BELOW FORKS, PENNSYLVANIA.

Neshaminy Creek rises in the eastern part of Montgomery County, 

Pa., flows in a southeasterly and southerly course, and enters Delaware River at a point about 12 miles above Philadelphia. The 

drainage area, measured at the forks of the Big and Little Neshaminy, is 139 square miles, mostly farm land in a high state of cultivation, the original forest growth having been almost entirely cut 

away. The stream is subject to very sudden freshets and during 

heavy rains large quantities of surface soil are eroded.

Continuous records of discharge have been obtained since 1884 by 

the Philadelphia bureau of water, department of public works, under 

the personal supervision of John E. Codman, by whom the records 

have been furnished. The station is located a short distance below 

the junction of Big and Little Neshaminy creeks, and the discharge 

represents about one-half of the total drainage area of the stream. 

The fall of the stream from its source to the gaging station is about 

600 feet in 27 miles.

An automatic gage is used to obtain a continuous record of gage 

height. The lower part of the rating curve has been developed from 

the computed discharge over a weir, and the discharge at high stages 

is determined from a curve developed from current-meter measurements. The rating curve is well defined.
DELAWARE EIVER DRAINAGE BASIN. 271 

Daily discharge, in second-feet, of Neshaminy Creek below forks, Pennsylvania, for 1907-8.

Day.

1907.

2..............

4..............

5..............

6..............

8....-...-...-.

9

10..............

11..............

12..............

13..............

14..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27......-.----..

28..............

29.............. 

30..............

31..............

1908. 

1... ...........

2.............. 

3..............

4..............

6..............

7. .............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19.............. 

20..............

21.............. 

22..............

234! '. '. '.'.'."".'.'.'.'.

25..............

26..............

27..............

28..............

29.............. 

30.............. 

31..............

Jan.

1,253.5 

411.3 

330.5 

653.0 

468.5

272.0 

242.0 

253.5 

829.5 

276.5

1, 626. 2 

815.6 

1, 284. 2 

669.3

493.5 

303.0 

303.0 

303.0 

303.0

330.0 

357.0 

357.0 

348.5 

340.0

331.0 

322.0 

322.0 

312.5 

303.5

303.5 

249.0 

217.0 

196.0 

196.0

183.0 

323.0 

527.7 

293.0 

208.0

179.0 

777.5 

1,222.3 

501.0 

346.5

292.0 

247.5 

206.0 

190.0 

178.0

176.0 

186.0 

184.0 

161.5 

172.5

188.0 

303.0 

268.0 

221.5 

177.0 

?.52.0

Feb.

278.5 

217.0 

248.0 

201.5 

157.0

149.0 

159.0 

164.0 

235.5 

290.5

285.0

269.0 

236.0 

221.5 

213.0

208.0 

203.0 

238.5 

237. 0 

206.5

188.5 

165.0 

165.0 

159.0 

168.5

169.5 

167.0 

167.0

1,506.4 

499.0 

256.0 

227.5 

213.0

213.0 

213.0 

200.5 

188.0 

188.0

176.0 

164.0 

369.0 

2,314.8 

2,719.4

593.3 

270.0 

200.0 

873.7 

1, 256. 0

382.7 

270.0 

187.5 

175.0 

175.0

2, 618. 2 

565.0 

264.5 

164.5

Mar.

162.0 

207.5 

683.0 

884.0 

590.5

473.0 

394.5 

433.5 

689.0 

1, 190. 7

242.0 

1,160.7 

4,033.5 

2,714.0

1, 233. 7 

960.0 

888.3 

680.0 

1,603.3

571.0 

436.0 

377.0 

313.0 

249.5

206. 5 

194.0 

181.5 

166.5 

151.0 

134.5

175.0 

145.0 

151.5 

158.0 

199.5

149.5 

738.3 

455.0 

1,283.7 

376.5

287.0 

271.0 

274.0 

286.5 

323.0

303.5 

227.5 

563.7 

2,085.5 

339.0

330.5 

271.5 

517.5 

481.2 

268.0

201.5 

183.0 

191.5 

159.0 

151.5 

220.0

Apr.

134.5 

129.5 

115.0 

108.5 

99.0

91.5 

89.5 

212.0 

309.0 

350.0

159.5 

147.0 

144.0 

124.5

113.0 

106.5 

96.0 

104.5 

114.0

100.5 

94.0 

132.0 

1,258.2 

507.5

187.5 

193.5 

158.0 

138.5 

127.0

237.5 

293.2 

255.0 

157.0 

144.0

145.0 

135.0 

184.5 

259.5 

163.5

154.0 

145.5 

117.0 

101.0 

111.5

136. 0 

124.5 

105.0 

119.0 

133.0

110.5 

84.5 

83.0 

78.5 

71.5

62.5 

68.0 

71.0 

62.0 

107.0

May.

117.0 

108.0 

99.5 

495.8 

232.7

162.0 

159.0 

143.5 

161.0 

175.5

223.5

158.5 

124.0 

113.0 

99.5

876.6 

804.5 

306.0 

367.0 

360.0

196.0 

154.0 

138.5 

129.0 

116.0

111.0 

124.0 

119.0 

100.5 

82.0

285.2 

121.0 

85.5 

72.5 

72.0

68.0 

1,825.0 

1,138.0 

244.5 

291.0

222.5 

171.0 

143.5 

138.5 

378.2

502.5 

239.0 

1, 135. 0 

245.0 

272.5

280.0 

373.2 

301.2 

235.5 

182.0

154.0 

138.5 

119.0 

105.0 

520.0 

811.5

June.

80.0 

1,312.2 

443.2 

227.0 

198.0

183.5 

140.5 

122.0 

111.0 

96.5

80.0 

79.0 

88.5 

92.0

82.5 

73.5 

71.0 

72.0 

63.0

63.0 

63.0 

49.5 

44.5 

43.5

92.5 

200.5 

82.5 

72.0 

538.0

207.0 

144.5 

120.0 

110.0 

91.5

88.0 

84.5 

76.5 

72.0 

72.0

72.0 

68.0 

61.0 

56.0 

121.0

584.5 

126.0 

84.5 

81.0 

62.5

54.0 

54.0 

47.0 

42.5 

42.5

41.0 

33.5 

26.0 

28.5 

31.0

July.

192.0 

98.5 

89.0 

80.0 

60.0

47.0 

44.5 

46.0 

51.5 

49.5

47.5

50.0 

44.5 

36.0 

38.0

35.5 

27.5 

61.5 

126.7 

136.5

63.5 

39.0 

31.0 

31.0 

26.5

22.0 

21.2 

20.0 

21.5 

25.0

9fi ^

28.0 

41.5 

73.0 

88.0 

76.0

45.0 

27.5 

29.0 

24.7 

20.8

21.7 

22.5 

22.5 

23.7 

23.5

21.3

18.7 

18.0 

16.5 

16.5

20.5 

22.0 

30.5 

484.5 

129.6

489.0 

120.5 

38.0 

36.0 

29.3 

21.3

Aug.

26.0 

28.0 

26.0 

19.7 

20.2

21.2 

25.7 

25.7 

128.1 

103.5

32.5 

23.5 

21.0 

18.0

17.0 

17.8 

18.0 

18.0 

17.0

16.5 

17.0 

16.0 

43.7 

138.0

62.5 

31.5 

26.0 

23.0 

18.0 

15.0

19.0 

17. 

17. 

19. 

21.

20. 

180. 

210. 

55.0 

29.0

948.0 

394.6 

113.5

68.5 

47.5

36.0 

30.5 

27.0 

23.0 

20.5

19.5 

19.0 

17.3 

18.7 

22.3

2, 659. 6 

451.5 

207.5 

119.5 

91.5 

75.0

Sept.

13.5 

14.0 

17.0 

17.2 

18.0

30.7 

36.0 

23.5 

19.0 

19.5

19.0 

20.5 

16.7 

15.0

14.0 

13.5 

14.0 

20.2 

24.0

18.7 

15.5 

924.3 

1,674.2 

519.0

159.0 

96.0 

353.0 

4, 634. 3 

527.2

63.0 

59.0 

51.0 

46.5 

43.0

56.5 

62.5 

44.5 

38.5 

46.5

22.5 

22.5 

28.5 

29.0 

27.0

26.5 

27.0 

22.5 

21.0 

18.3

15.0 

15.0 

15.5 

16.5 

17.0

17.7 

16.0 

35.0 

249.3 

95.5

Oct.

276.5 

190.5 

161.0 

198.0 

191.0

132.5 

118.0 

767.0 

417.5 

186.5

160.0

150.0 

137.5 

114.0 

99.5

94.0 

90.0 

85.0 

77.0 

72.0

72.0 

72.0 

68.0 

64.0 

58.0

50.5 

65.0 

2, 258. 0 

2,368.0 

448.6

40.5 

30.5 

29.5 

26.2 

21.2

17.7 

15.5 

16.5 

17.5 

17.7

19.7 

21.5 

20.7 

17.5 

16.5

15.7 

13.2 

13.2 

14.5 

13.5

13.5 

13.2 

13.0 

14.5 

16.0

703.5 

497.0 

613.0 

622.2 

546.0 

191.0

Nov.

221.0 

608.3 

1,534.2 

365.5 

259.5

548.0 

1, 106. 6 

480.5 

343.0 

524.5

526.5

289.5 

242.5 

210.5 

184.0

169.5 

159.0 

196.5 

1,005.3 

328.5

300.0 

382.5 

259.0 

2,297.0 

1,681.0

551.0 

305.5 

338.0 

289.0 

246.5

129.5 

103.5 

86.5 

80.0 

68.5

55.0 

52.0 

50.0 

46.5 

46.5

44.5 

42.5 

42.5 

41.0 

41.0

41.0

42.5 

54.0 

97.5 

128.0

103.5 

75.5 

70.0 

67.0 

60.0

55.0 

62.0 

59.5 

46.5 

44.0

Dec.

224.5 

207.5 

184.0 

172.0 

168.0

162.0 

162.0 

164.0 

167.0 

1,513.0

984.5

291.0 

227.5 

497.2 

1,322.0

671.0 

436.0 

306.0 

250.1 

221.5

200.5 

176.0 

3,058.5 

1,016.0 

428.5

332.0 

287.0 

256.5 

227. 5 

352.5 

392. £

42.0 

40.5 

41.0 

41.0 

41.0

41.0 

1, 173. 2 

404.7 

178.5 

141.0

146.0 

236. 2 

209.5 

140.5 

124.0

106.5 

105.5 

192.0 

252.0 

207.0

167.5 

134.5 

110.0 

105.0 

115.0

120.0 

110.0 

105.0 

103.5 

123.0 

186.0
272 STJKFACE WATER SUPPLY, 1907-8.

Monthly discharge of Neshaminy Creek below forks, Pennsylvania, for 1907- 

[Drainage area, 139 square miles.]

Month.

1907.

July...........................................

November

19C8.

April ..........................................

July...........................................

Discharge in second-feet.

Maximum.

1,630 

290 

4,030 

1,260 

877 

1,310 

192 

138 

4,630 

2,370 

2,300 

3,060

4,a30

1,220 

2,720 

2,090 

293 

1,820 

584 

489 

2,660 

249 

704 

130 

1,170

2,720

Minimum.

203 

149 

134 

89.5 

80 

43.5 

20 

15 

13.5 

50.5 

159 

162

13.5

152 

164 

145 

62 

68 

26 

16.5 

17.2 

15 

13 

41 

40.5

13

Mean.

481 

206 

732 

195 

214 

165 

54.5 

34.2 

310 

307 

532 

486

310

291 

601 

380 

134 

351 

92.8 

67.1 

194 

41.6 

117 

64.5 

169

209

Per 

square 

mile.

3.46 

1.48 

5.27 

1.40 

1.54 

1.19 

.392 

.246 

2.23 

2.21 

3.83 

3.50

2.23

2.09 

4.32 

2.73 

.964 

2.53 

.668 

.483 

1.40 

.299 

.842 

.464 

1.22

1.50

Kuii-ofl 

(depth in 

inches on 

drainage 

area).

3.99 

1.54 

6.08 

1.56

1.78 

1.33 

.45 

.28 

2.49 

2.55 

' 4.27 

4.04

30.36

2.41 

4.66 

3.15 

1.08 

2.92 

.75 

.56 

1.61 

.33 

.97 

.52 

1.41

20.37

SCHUYLKILL RIVER NEAR PHILADELPHIA, PA.

Schuylkill River rises in the central part of Schuylkill County, Pa., 

flows southeastward, and unites with the Delaware at Philadelphia. 

Its length is about 100 miles and its drainage area measures about 

1,920 square miles. The headwaters of the river lie in a mountainous, 

coal-bearing region, but 25 or 30 miles below its source it enters a 

more highly cultivated country, and the slope becomes more gentle. 

There are no lakes in the basin, but there are three artificial reservoirs 

(Silver Creek and Lower and Upper Tumbling Run Reservoirs) constructed for the benefit of navigation. The flow of the river is 

tolerably constant, but the freshets, notwithstanding the considerable storage, are severe. The Schuylkill is navigable for oceangoing vessels only as far as Fairmount, 8.4 miles from the mouth, 

where the first dam is built across the river. Above that point it 

is navigable for river boats as far as Schuylkill Haven.

With the exception of a small amount of water drawn from the 

Delaware, the entire water supply for the city of Philadelphia comes 

from the Schuylkill. The river receives a large amount of pollution from various sources, and a filtering plant for the city has been 

nearly completed.
DELAWARE EIVEB DEAINAGE BASIN. 273

Records of the height of the river at Fairmount Pool have been 

kept for many years, but not in such form as to be useful for the 

computation of daily discharges. Beginning with 1898, however, 

careful estimates have been prepared by the Philadelphia bureau of 

water, department of public works, under the personal supervision 

of John E. Codman, by whom the records have been furnished. 

The station is located at the Fairmount dam near Philadelphia.

The computed daily discharges represent the total flow of the 

river as determined from the amount wasted over the flashboards 

at the Fairmount dam, the pump age from the river, the leakage, 

and the quantity used for power at Fairmount.

Daily discharge, in second-feet, of Schuylkill River near Philadelphia, Pa., for 1907-8.

Day.

1907.o 

1. .............

2..............

3..............

4..............

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..............

1908.<z 

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

Jan.

21,017

11,857.

6,260

3,731

3,531

2,325

1,931

1,794

2,493

1,929

1,702

3,350

6,765

9,035

8,848

3,725

3,016

2,694

2,694

6,518

6,776

3,126

2,887

2,610

2,518

2,222

2,058

2,022

2,020

1 998

4,215

3,825

3,382

2,901

2,675

2,820

3,301

4,469

2,582

6,794

8 59°

5! 456

Feb.

1,952

1,952

2,106

1,952

1,805

1,714

1,714

1,714

1,714

1,714

1,799

1,716

1,714

1,714

1,714

1,714

1,714

1,714

1,714

1,714

1,714

1,714

1,714

1,714

1,714

2,876

4,954

2,547

2,362

1,895

1,606

1,606

1,606

1 584

1,602

1,584

1,689

2,805

18. 454

Mar.

1,762

1,762

2,112

1,886

1,762

1,762

1,762

1,823

2,237

2,562

2,144

1,889

3,485

14,916

21,485

14,355

7,726

6,270

4,993

7,824

6,874

4,584

3,528

3,178

2,997

2,592

2,382

2,317

2,292

2,293

4,876

4,418

4,418

4,418

4,192

4,738

6,878

8,893

7,277

5,175

5,141

5,298

5,411

5,454

Apr.

2,151

2,151

1,949

1,856

1,781

1,929

2,111

2,111

2,388

2,041

1,911

1,781

1,781

1,781

1,781

1,781

1,781

1,781

1,781

1,781

1,781

1,781

1,781

3,185

2,149

1,781

1,781

1,781

3,874

3,966

3,336

3,202

3,070

3,070

2,962

2,962

3,330

2,962

2,962

3,030

2,594

2,550

May.

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,713

1,713

1,636

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,621

1,512

1,512

1,470

1,470

1,470

1,419

4,755

17, 141

4,059

2,771

4.003

June.

1,041

3,235

2,908

1,280

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,041

1,466

1,382

1,259

1,122

988

988

988

988

988

988

988

988

988

988

988

988

July.

1,603

1,603

1,300

1,124

1,124

1,124

1,124

1,384

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,218

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,124

1,124

688

688

688

747

688

688

688

688

688

688

688

688

688

688

688

Aug.

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,111

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,046

1,138

1,046

1,046

1,046

1,046

1,046

561

561

561

561

561

561

561

561

561

561

561

670

561

561

561

Sept.

987

987

987

987

987

1,247

987

987

987

987

987

2,685

2,076

1,294

987

987

987

987

987

987

1,106

987

8,650

23,671

9,781

4,900

2,945

2,606

23,895

10, 627

404

404

404

404

404

404

404

404

404

404

404

404

404

404

Oct.

6,903

3,907

3,073

2,855

2,939

2,938

2,587

2,672

19, 048

10, 784

3,498

2,954

2,716

2,336

2,126

2,126

1,946

1,792

1,686

1,608

1,608

1,608

1,608

1 608

1,608

1,608

1,608

4,599

6,548

4,331

601

601

601

601

601

 601

601

601

601

601

601

601

601

601

601

Nov.

1,846

1,903

8,342

5,552

4,109

4,004

16, 158

5,932

3,761

3,785

4,867

3,234

2,529

2,096

2,042

1,787

1,793

1,954

4,405

3,666

2,804

3,736

3,234

6,238

12,943

9,467

7,142

5,737

4,311

464

464

464

464

464

464

464

464

464

464

464

464

464

464

464

Dec.

3,563

3,173

2,823

2,487

2,406

2,333

2,263

2,333

2,076

8,979

24,430

17,940

9,540

7,370

11,225

8,980

7,170

5,271

4,742

4,300

3,656

13,781

16,838

10,003

7,163

5,112

3,631

3,241

4,063

4,300

822

822

822

822

822

822

822

822

822

822

822

822

822

822

822

a Several consecutive days of constant values of discharge do not mean that there was no variation in 

flow, but that the discharge was computed by periods of several days and the total distributed uniformly. 

The variation during thesa periods was relati'vely small.

16254 IRR 241 10 18
274 SUBFACE WATER SUPPLY, 1907-8.

Daily discharge, in second-feet, of Schuylkill River, near Philadelphia, Pa., for 1907-8 

Continued.

Day. Jan. Feb. Mar. Oct. Nov. Dec.

1908.0 

16.............. 3,920 '29,615

17.............. 3,556 8,944

18.............. 2,694 5,158

19.............. 2,980 5,052

20.............. 2,980 6,702

21.............. 2,980 3,679

22.............. 2,675 , 3,679

23.............. 2,675 3,120

24.............. 2,437 3,120

25.............. 2,199 129,479

1 26.............. 2,115 29,559

27.............. 2,353 11,989

28.............. 2,675 6,403

30.............. 2,178 .......

31.............. 1,928 .......

5,768 

5,316 

5,221 

16, 760 

12,702

8,322 

6, 181 

5,454

5,278 

4,845

4,301 

4,108 

4,024 

4,217 

4,301 

4,136

Apr.

2,502 

2,698 

2,242 

2,282 

2,862

2,912 

2,466 

2.278 

2,270 

2,006

2,006 

2,590 

2,041 

1,874 

1,874

May.

5,721 

5,271 

5,894 

3,961 

2,866

2,771 

6.105 

5,343 

3,862 

3,468

2,631 

2,197 

1,752 

1,470 

1,880 

1,968

June.

2,029 

1,182 

988 

988 

988

988

988 

988 

988 

988

988 

988 

988 

988 

988

July.

688 

688 

688 

688 

688

688 

688 

688 

1,001 

6,001

10,208 

3,106 

1,247 

688 

688 

688

Aug.

561 

561 

561 

561 

561

561 

561 

561 

561 

561

1,574 

561 

561 

561 

501 

561

Sept.

404 

404 

404 

404 

404

404 

404 

404 

404 

404

404 

404 

404 

404 

512

601

601

601

601

601

731

,131

601

601

601

601

464

464

464

464

464

464

464

464

464

464

464

464

464

464

468

822

822

822

822

822

822

822

822

822

822

822

822

822

822

822

832

a Several consecutive days of constant values of discharge do not mean that there was no variation in 

flow, but that the discharge was computed by periods of several daj'S and the total distributed uniformly. 

The variation during these perio ds was relatively small.

Monthly discharge of Schuylkill River near Philadelphia, Pa., for 1907-8. 

[Drainage area, 1,920 square miles.]

Month.

1907.

July...........................................

1908.

July...........................................

21,000

2,110

1,710

3,240

1,140

19,000

24,400

24,400

13,400

29, 600

16,800

3,970

21,800

2,030

1,570

512

1,130

832

harge in second-feet.

Minimum.

1,700

1,710

1,760

1,780

1,620

1,040

1,120

1,050

987

1,610

1,790

2,080

987

1,930

1,580

4,020

1,870

1,420

988

688

561

404

601

464

822

404

Per 

Mean. square

mile.

4,390

1,760

4,520

2,010

1,630

1,200

1,170

1,050

3,740

3,530

4,900

6,720

3,050

3.710

6,900

5,860

2,740

4,530

1,060

1,270

597

408

623

464

822

2,420

2.29

.917

2.35

1.05

.849

.625

.609

.547

1.95

1.84

2.55

3.50

1.59

1.93

3.59

3.05

1.43

2.36

.552

.661

.311

.212

.324

.242

.428

1.26

Run-off

 (depth in

inches on

drainage 

area).

2.64

.95

2.71

1.17

.98

.70

.70

.68

2.13

2.12

2.84

4.04

21.66

2.22

3.87

3.52

1.60

2.72

.62

.76

.36

.24

.37

.27

.49

17.04

PERKIOMEN CREEK NEAR FREDERICK, PA.

Perkiomen Creek rises in the western part of Bucks County, Pa., 

flows southward, and discharges into the Schuylkill about 7 miles 

above Norristown and 18 miles above Philadelphia. Its drainage 

area comprises about 345 square miles. The area is mostly in farm
DELAWARE RIVER DRAINAGE BASIN. 275

land under a high state of cultivation, the original forest growth 

having been almost entirely cut away. The stream is subject to 

very sudden freshets, and during heavy rains large quantities of 

surface soil are eroded.

Continuous records of discharge have been obtained since 1884 by 

the Philadelphia bureau of water, department of public works, under 

the personal supervision of John E. Codman, by whom the following 

records have been furnished. The station is located about 12 miles 

above the mouth of the creek and above the East Branch, and the 

discharge represents about one-third" of the total area drained by 

the stream. The fall of the creek from its source to the gaging 

station is about 800 feet in 24 miles.

An automatic gage is used to obtain a continuous record of gage 

height. The lower part of the rating curve has been developed 

from the computed discharge over a weir, and the discharge at high 

stages is determined from a curve developed from current-meter 

measurements. The rating curve is well defined.

Daily discharge, in second-feet, of Perkiomen Creek near Frederick, Pa., for 1907-8.

Day.

1907. 

1. .............

2.............. 

3..............

4.............. 

5..............

6..............

8..............

9.............. 

10..............

11..............

12.............. 

13.............. 

14.............. 

15..............

16..............

17.............. 

18.............. 

19.............. 

20..............

21.............. 

22..............

2^

24.............. 

25... ...........

26.............. 

27.............. 

28.............. 

29..............

30..............

31..............

1908. 

1. ............. 

2.............. 

3.............. 

4..............

5..............

6..............

7.............. 

8.. ....._......

9..............

10..............

Jan.

1, 770. 0

586.0 

 419 0

589.2 

493.4

311.5

260.0 

597.5 

232.0

948. 5 

851.5 

1,217.8 

681.2

416. 0 

265. 5 

238. 5 

263.5 

1, 139. 8

572.5 

287. 5 

242. o 

204.0 

161.0

164. 0 

168. 0 

154.0 

141.0

130.0

128.0

267.5 

216.0 

176.0 

173.5 

158.0

187. 5 

835. 5 

1,006.0 

270.0 

177.0

Feb.

128.0

130.0

150.0

150.0

150.0 

150.0 

150.0

150.0

150. 0 

131.0 

112.0 

112.0

111.5 

111.0 

111.0 

106.0 

91.5

105. 0 

118.0 

118.0 

114.0 

111.0

111.0 

93.0 

83. 5

527.0 

591.5 

345.0 

291.5 

249.0

249. 0 

212.0 

186.0 

178.0, 

168.0

Mar.

92.0

292.5

449. 5 

287.5

204.0

143. 5 

259.5 

393.5

183. 0 

977.0 

3,452.0 

1.853.7

1.642.3 

1,219.8 

801.7 

732. 5 

1,583.0

855.5 

552. 0 

475. 0 

404. 0 

319. 5

254.5 

221.0 

210.0 

203.0 

188.0 

162.5

246.5 

198.0 

217.0 

208.0 

185. 0

179.0 

680.2 

618.0 

950.7 

442.0

Apr.

152.5

148.0

117.5

102.0 

92.0 

270.0 

289. S 

279.2

199 0

148.0 

125.0 

125.0 

119.5

111.0 

106. 0 

96. 5 

97.5 

108.5

103.0 

96.5 

129. 5 

1,009.1 

323. 5

225.5 

139. 0 

148.0 

137.5 

137.5

249.0 

338.0 

274.0 

190.0 

165. 0

173.0 

100. 0 

207. 5 

330. 8 

208.0

May.

163. 0

168. 0

211. 5 

236. 5

151.0 

136.0 

133.0 

175.0 

152. 5

126.0 

112.5 

99.5 

94.0

142.0 

279.5 

210.0 

156. 0 

105. 5

68.5 

55.3 

38. 6 

37.5 

38.6

37.0 

63.7 

92.0 

83.5 

93.0 

118.0

193.3 

199.0 

157. 5 

137.5 

122.0

113.5 

1.991.0 

1,126.0 

753. 5 

434. 0

June. July.

56.2 211.5

1,139.4 112.0 

506.0 190. n

259.0 

194.0

154.0 

112.0 

85.0 

75.0 

73.5

7Q ^

67.0 

67.0 

71.0 

77.5

73.5 

67.0 

61.5 

60.0 

54.3

58.8 

67.0 

62.5 

51.9 

45.8

45. S 

45.8 

45.8 

(iO. 4 

433.2

178. 5 

128.0 

96.5 

75.0 

75.0

73.5 

33.5 

42.0 

58. 0 

54.9

115.0 

71.0

51.0 

45.8 

51.5 

58.0 

55.0

105.0 

165. 0 

129.5 

72.5 

53.1

41.8 

41.8 

219.0 

173. 5 

101.5

132. 5 

91.5 

65. 0 

51.9 

42.2

34.7 

30.9 

30.9 

30.9 

30.9 

30.9

53.3 

53.8 

43.7 

50.8 

58.0

53.1

47.0 

45.8 

48.2 

48.2

Aug. Sept.

30.9

30.9

57.4

64.9 

45.8

43.2 

33.5 

26.3 

235. 5 

160.5

84. 0 

56.4 

50.7 

50.7 

45.8

38.3 

30.9 

30.9 

30.9 

28.6

26.3 

28.6 

30.9 

79.4 

273. 8

116.5 

60.4 

44.7 

39.6 

33.2 

30.9

54.3 

44.6 

35.6 

36.1 

41.6

39.6 

55.3 

65.3 

50.7 

45.8

30.5

30.0 

35.8

39.6 

56.3

83.5 

79.5 

62.5 

96.0 

120. 5

869. 0 

626. 0 

188.5 

123. 5 

87.5

66.5 

62.5 

56.4 

132. 4 

219.0

193. 5 

168.0 

4,017.4 

2,163.3 

582. 5

284. 5 

201.0 

320. 5 

4, 851. 2 

717.3

31.4

27.6 

33.7 

26.3 

17.3

19.0 

13.9 

13.9 

13.9 

10.2

Oct.

363.5

247.5 

199.0

223.5 

241.5

180.0 

145. 0 

1,381.0 

470.0 

293.5

231.5 

198.0 

169.0 

150. 0 

133.0

113.5 

106.0 

101.0 

94.0 

85.5

93.5 

94.0

88.5 

84.5 

76.0

71.5 

80.0 

1,286.2 

619.8 

358. 6 

216.5

53.8 

46.3 

47.8 

41.7 

38.1

48.3 

64.3 

53.8 

40.7 

38.1

Nov.

168.0

608.0 

1, 638. 5

402.5 

260.5

530.1 

3,113.0

556 0 

389.0 

626. 0

545.0 

326. 0 

263.5 

219. 5 

188.0

169. 0 

158.0 

279.5 

705.8 

342.0

401.7 

560.5 

353. 0 

842.0 

1, 616. 5

823.3 

564.0 

404.0 

346.0 

303. 5

38.8 

38.8 

41.7

49.7 

38.6

39.1 

35.4 

27.2 

33.3 

40.6

Dec.

254.0

233.0 

213.0

209.0 

199.0

181.0 

179.0 

185.0 

211.0

2,648.5

920.0 

446. 0 

316. 5 

423.0 

1,005.0

687.0 

479.0 

362. 5 

308.0 

257.5

231.0 

214.0 

2,815.5 

1.230.0 

494.0

396.5 

338. 5 

304.0 

278.0 

526. 5 

543. 0

40.6 

40.6 

40.6 

38.0 

33.2

33.2 

213.0 

235.5 

130.0 

83.5
276 SURFACE WATER SUPPLY, 1907-8.

Daily discharge, in second-feet, of Perkiomen, Creek near Frederick, Pa., for 1907-8. 

Continued.

Day.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

1908.

11.

12..............

13..............

14..............

15..............

171.0

2,245.5

1,615.7

522.0

16..............

17..............

18..............

19..............

20..............

Jan. Feb.

148.0

138.0

169.0

560.2

320. 5 5,571.8

281.5

244.5

208.0

182.5

158.0

164.0

164.0

160.0

164.0

164.0

164.

243. 0

312.0

245. 5

188.0

188.0

03

846.5

452.9

279.2

437.0

975.0

501.0

359.5

253.5

212.0

175. 0

, 787.1

838. 5

372.2

298.0

Mar.

336.0

322.0

338.5

343.5

354.0

463.0

305.0

821

2,256.2

641.0

398.0

318.0

325.0

438. 7

325.5

253. 5

209.0

216.0

295.0

295.0

249.0

Apr.

194.0

172.0

141.0

140.0

145.0

245.0

179.0

144.0

173.0

208.0

184.0

153. 5

137.5

125.0

137.0

149.5

129.0

113. 5

116.0

116.0

May.

319.5

254.5

203.0

172.0

676.0

746.3

267.0

877.6

395.5

277.5

261.0

224. 5

269.5

293.0

206.5

162.0

249.5

129.0

110.0

248.5

205.0

'June.

43.7

40.6

45.8

45.8

62.4

421.0

152.5

91.0

78.0

72.0

64.5

68.5

71.0

71.0

58.0

55.6

49.5

44.7

43.2

July.

42.3

40.7

50.7

48.2

67.4

73.5

54.9

48.8

43.2

77.3

99.3

43.2

72.1

554.0

Aug.

61. 5 1,349.7

693.0

275.0

109.5

90.0 65. 4' 

54.9

78.4

71.0

62.5

51.9

43.2

36.7

34.1

39.6

39.6

76.3

87.5

46.2

32.3

29.1

37.5

64.9

101.5

71.3

49.5

41.4

35.5

Sept.

13.9

17.6

18.9

17.0

14.6

12.8

10.2

11.7

14.3

14.3

16.2

19.3

18.1

21.9

22.8

20.6

20.2

24.7

105.8

92.5

Oct.

33.2

33.2

40.6

44.7

42.2

38.1

33.2

28.5

28.1

27.2

30.9

35.5

33.2

33. 2

59.7

205. 9

226.2

93.0

96. 5

88.0

51

Nov.

38.0

36.5

36.5

40.6

37.9

35.8

42.7

43.7

48.4

61.5

62.8

45.5

43.1

49.5

50.0

51.9

46.2

41.1

38.6

38.0

Dec.

71.0

89.0

114.5

114.5

93.0

71.0

71.0

83.5

101.5

101.5

101.5

93.0

62.2

53.7

58.0

66.5

71.0

62.2

58.0

57.4

60.9

Monthly discharge of Perkiomen Creek near Frederick, Pa., for WOT-8. 

[Drainage area, 152 square miles.]

Month.

1907.

January....................................... 1,770

Februa'ry...................................... 150

March......................................... 3,450

April.......................................... 1,010

May........................................

June........................................... 1,140

Julv........................................... 219

August........................................ 274

Septemoei..................................... 4,850

October....................................... 1,380

November..................................... 3,110

December..................................... 2,820

The year................................ 4,850

1908.

January....................................... 2.250

February...................................... 5,570

March..'....................................... 2,260

April.......................................... 338

May............ .............................. 1.990

June........................................... 421

July...................................... .... 1,350

August................. ...................... 102

September.................................... 106

October....................................... 226

November..................................... 62.

December..................................... 236

The year................................ 5,570

Discharge in second-feet.

Minimum.

128

83.5

92.0

92.0

37.0

45.8

30.9

26.3

30.0

71.5

158

179

26.3

158

138

179

114

110

33.5

40.7

29.1

10.2

27.2

27.2

33.2

10.2

Mean.

454

125

627

179

124

142

85.0

62.6

552

264

590

551

313

373

668

433

180

383

81.8

144

51. 6

23.8

57.3

42.4

82.0

p

S(luare 

mile.

Run-off 

(depth in 

inches on

2.99

.822

4.12

1.18

.816

.934

.559

.412

3.63

1.74

3.88

3.62

2.06

2.45

4.39

2.85

1.18

2.52

.538

.948

.339

.157

.377

.279

.539

1.38

3.45

.86

4.75

1.32

.94

1.04

.64

.48

4.05

2.01

4.33

4.17

28.04

2.82

4.74

3.29

1.32

2.90

.60

1.09

.39

.18

.43

.31

.92

18.69
DELAWARE RIVEB DEAINAGE BASIN. 277

MISCELLANEOUS MEASUREMENTS IN DELAWARE RIVER DRAINAGE

BASIN.

The following miscellaneous discharge measurements were made 

in Delaware River drainage basin during 1906 and 1908:

Miscellaneous measurements in Delaware Hirer basin.

Date.

1906.

1908. 

May 10.. ......

Do.c......

Stream.

.....do............

Locality.

and about 7 miles from Rio, N.Y. 

Highway bridge at Partridge

ranch, 2 miles below falls and 

about 0 miles from Rio, N. Y. 

.....do............................

.....do............................

Width.

Feet.

339

44

Area of 

section.

Sq.ft.

86

Gage 

height.

Feet, 

(a)

62.32

6.57

Discharge.

Sec.-ft. 

 156

7£8

8,OoO

128

a Reference point over rock 30 feet north of bridge; 2.1 feet to water edge.

b Gage height from standard chain gage.

c Measurements made at New Street Bridge at gaging station, maintained 1902-1905.
278 SURFACE WATER SUPPLY, 1907-8.

STJSQUEHANNA RIVER DRAINAGE BASIN.

DESCRIPTION.

Susquehanna River rises in Otsego Lake, in northern Otsego County, 

N. Y., at an elevation of 1,193 feet above tide, and flows in a general 

southerly direction into Chesapeake Bay. Its course is in many 

places extremely tortuous, crossing the state boundary between New 

York and Pennsylvania three times. The entire length of the river 

is about 500 miles, and it drains an area of 27,400 square miles, of 

which 21,060 square miles lie in Pennsylvania, 6,080 in New York, 

and 260 in Maryland.

The topography of the basin varies widely in character. In New 

York the stream and its tributaries flow through a rolling and in 

places rather broken country, bounded on the north by a mountainous area. In this part of its course its bed is of gravel or sand, 

with occasional rock ledges, and its banks are moderately high and 

not extensively subject to overflow. In Pennsylvania the river 

enters a mountain region, its banks are high, and it winds and twists 

among the parallel ranges in a bed composed generally of drift materials, gravels, sand, and bowlders. In the lower part of its course, 

from Marietta to Havre de Grace, it occupies a broad, deep valley, 

varying in width from a few hundred feet to more than a mile, and 

is for the most part bounded on either shore by rocky bluffs and 

table-lands elevated from 100 to 500 feet above its waters.

Above the mouth of the West Branch the fall of the stream is 

uniform and gradual; below that point the fall becomes more irregular, and there are at many places rapids where the stream flows over 

a rocky bottom. The elevation of the river at the mouth of the 

West Branch is 400 feet above mean sea level at Havre de Grace, the 

distance between the two points being 125 miles. The slope is, however, extremely variable.

The fall in the lower part of the river offers exceptional opportunities for power developments, the value of which is greatly enhanced 

by their proximity to an unlimited market in the adjacent large 

cities. The hydrographic investigations of the Geological Survey 

along Susquehanna River have been of great assistance to engineers 

in investigating these powers.

In early days a complete system of canals was built along the river 

from the New York state line to the bay, but these have been abandoned with the establishment of railroads. The head of navigation 

is at the fall line, near the mouth of the stream, but various stretches 

are navigable for flatboats.

All available hydrographic data for Susquehanna River basin 

prior to 1905 have been collected and published in Water-Supply 

Papers Nos. 108 and 109. No. 108 treats principally of the quality
SUSQUEHANNA KIVEB DRAINAGE BASIN. 279

of the water, arid Xo. 109 gives in detail information relative to 

fluctuations in stage and quantity of water flowing.

Gaging stations have been maintained in this basin as follows:

Susquehanna River at Colliersville, N. Y. (1907-8).

Susquehanna River at Binghamton, N. Y. (1901-1908).

Susquehanna River at Wysox, Pa. (1908).

Susquehanna River at Wilkes-Barre, Pa. (1899-1908).

Susquehanna River at Danville, Pa. (1899-1908).

Susquehanna River at Harrisburg, Pa. (1891-1908).

Susquehanna River at McCall Ferry, Pa. (1902-1908).

Chenango River at South Oxford, N. Y. (1903).

Chenango River near Greene, N. Y. (1908).

Chenango River at Binghamton, N. Y. (1901-1908).

Eaton Brook, Madison County, N. Y. (1835).

Madison Brook, Madison County, N. Y. (1835).

Tioughnioga River at Chenango Forks, N. Y. (1903).

Cayuta Creek at Waverly, N. Y. (1898-1902).

Chemung River at Chemung, N. Y. (1903-1908).

West Branch of Susquehanna River at Williamsport, Pa. (1895-1908).

West Branch of Susquehanna River at Allenwood, Pa. (1899-1902).

Juniala River at Newport, Pa. (1899-1908).

Broad Creek at Mill Green, Md. (1904-1908).

Octararo Creek at Rowlandsville, Md. (1896-1899).

Deer Creek near Churchville, Md. (1904-1908).

STATIONS ON MAIN STREAM.

SUSQUEHANNA RIVER AT COLLIERSVILLE, N. Y.

During 1907 a hydro-electric development was made about onehalf mile upstream from Colliersville on Susquehanna River, consisting of a reenforced concrete dam affording a head of from 31 to 

33 feet, with rollway 200 feet long, and with an installation of two 

1,000-kilowatt units. Power is transmitted to the power house of 

the Oneonta and Mohawk Valley Railroad Company at Hartwick.

During a portion of 1907 gagings of flow of Susquehanna River 

were made at this point under the direction of William Barclay 

Parsons, consulting engineer on the above plant, and these data 

consisting of daily discharges have been supplied through their 

courtesy.

The gagings were by float measurements made with a bottle arranged 

to float just under the surface, and were made to ascertain approximately the relative flow of the river at different times, no especial 

care being taken to get accurate results. To the figures obtained 

in this way a coefficient of 0.90 has been applied, and results are 

given in the accompanying table.

A temporary low-water station was established at this point, September 7, 1908, and continued during the rest of the season. The 

datum of this gage has remained the same during the maintenance
280 SUEFACE WATER SUPPLY, 1907-8.

of the station, and the rating curve is fairly well developed for the 

range of stage and period covered during 1908.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Discharge measurements of Susquehanna River at Colliersmlle, N. Y., in 1908.

Bate.

September 7....

Hydrographer.

C. R. Adams ....................................... 

.....do..............................................

Width.

Feet. 

26.0 

27.5

Area of 

section.

Sq.ft. 

21.6 

21.0

Gage 

height.

Feet. 

3.11

Discharge.

Sec.-ft. 

14.1 

14.5

Daily gage height, in feet, of /Susquehanna River at Colliersville, N. Y., for 1908.

[A. C. Choate, observer.]

Day.

1.....

2.....

4.....

5.....

7.....

8.....

9

10.....

Sept.

3.1 

3.1

Oct.

3.1

3.1

3.1 

3.1

3.1

3.1 

3.1

3.1

3.1

Nov.

3.0

3.0

3.0

3.0 

3.0

3.0

3.0 

3.0

3.0

3.0

Dec. ;

3.1

3.1

3.1

3.1 

3.1

3.1

3.1 

3.1

3.1

3.1

Day.

11.....

12.....

13.....

14..... 

15.....

16.....

17..... 

18.....

19.....

20.....

Sept.

3.15

3.15

3.15

3.15 

3.15

3.12 

3.1

3.1

3.1

Oct.

3.1

3.1

3.1

3.1 

3.1

3.05 

3.05

3.05

3.05

Nov.

3.0

3.1

3.1

3.1 

3.1

3.1

3.1 

3.1

5.1

3.1

Dec.

3.15

4.15

3.15

3.15 

3.15

3.15

3.1 

4.1

3.1

3.1

Day.

21.....

22.....

23.....

24..... 

25.....

20.....

27..... 

28.....

29.....

30.....

31.....

Sept.

3.1

O 1

3.1

3.1 

3.1

 } 1

3.1 

3.1

0 1

3.1

Oct.

3.05

3.1

3.1

3.1 

3.1

3.1

3.1 

3.05

3.0

3.0

Nov.

3.1

3.1

3.1

3.1 

3.1

3.1 

3.1

3.1

3.1

Dec.

3.15

3.1

3.1

3.1 

3.1

3.1

3.2 

3.2

3.2

3.2

3.2

Rating table for Susquehanna River at Colliersville, N. Y.,for 1908.

Gage 

height.

Feet. 

3.00

Discharge.

Sec.-ft. 

11

Gage 

height.

Feet. 

3.10

Discharge.

Sec.-ft. 

14

Gage 

height.

Feet. 

3.20

Discharge.

Sec.-ft. 

17

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 2 discharge measurements made during 1908 and is approximate.
STJSQUEHANNA RIVER DRAINAGE BASIN. 281

Daily discharge, in second-feet, of Susquehanna River at Colliersville, N. Y.,for 1907-8.

Day.

1907.

2.......

7.......

8.......

q

11.......

12....... 1 *}

14.......

15.......

10.......

17.......

18.......

19.......

20.......

21.......

22.......

23......

24.......

25....

26.......

27.......

28.......

29.......

30.......

31.......

May.

716

472

414

June.

396

455

513

449

380

320

311

239

239

181

194

227

215

233

204

183

219

194

July.

302

999

231

207

221

374

374

314

314

378

337

Aug.

246

167

194

194

247

283

194

194

182

194

168

173

169

148

170

111

105

146

103

111

122

94

Sept.

128

110

158

481

790

346

340

346

388

425

504

423

307

328

327

344

281

237

477

347

342

347

7@n

1 Day.

1908. 

1. ..............

2...............

3...............

4...............

6...............

, 7...............

8...............

9...............

10...... ........

11...

12... . .. ...

14...............

15...............

10...............

, 17...............

, IS...............

19

22...............

23...............

25...............

20...............

i 27...............

28...............

Sept.

14

(40

16

108

10

10

16

10

10

10

15

14

14

14

14

14

14

14

14

14

14

14

14

14

Oct.

106

91

106

106

14

14

91

14

14

14

14

100

14

14

14

12

12

12

12

12

14

14

14

14

14

12

11

Nov. Dec.

11' 14

11 14

11 14

11 14

11 14

11 14

11 14

11 14

181 14

11 14

14 10

11 2%

14 10

14 10

14 10

14 10

14 14

14 234

240 14

I4i 14

14 10

14' 14

14: 14

14 14

14 14

14' 14

14 17

14 17

14, 17

141 17

........' 104

Monthly discharge of Susquehanna River at Colliersville, N. Y.,for 1908. 

[Drainage area, 360 square miles.]

Month.

September 7 to 30. 

October..........

November.......

December........

Discharge in second-feet.

Maximum.

108

160

246

234

Minimum.

14

11

11

14

Mean.

20.5

39.4

26.3

33.4

Per

square 

mile.

0.057

.109

.073

.093

Run-ofl

inches o 

drainag 

area).

0.05 

. 13 

.08 

.11

NOTE. The ordinary gage height during the time of maintenance of this station in 1908 varied from 

about 3 to 3.20 feet and the discharge within these limits is well defined. It represents practically leakage 

by the plant. On days when the wheels were running at the power station the discharge has been computed 

from the number of hours the wheels were run, adding this to the leakage as shown by the gage height for 

the day. Gage heights observed on November 19, December 12, and December 18 have not been used in 

computations, but the leakage for these days assumed as 14 second-feet. The estimates of monthly discharge at this station are considered as fair.
282 SUEFACE WATER SUPPLY, 1907-8.

SUSQUEHANJSTA RIVEE AT BUSTGHAMTON, N. Y.

This station is located on the Washington Street Bridge at Binghamton. It was established July 31, 1901, and has since been maintained in cooperation with the New York state engineer department.

The station has been maintained to obtain general statistical and 

comparative data regarding the flow of the river at this point.

No important tributary enters Susquehanna River above the gaging station until Unadilla River is reached, about 50 miles upstream. 

Chenango River enters about 800 feet downstream, and causes backwater at high stages.

The Binghamton water-power dam is situated 2,800 feet upstream 

from the bridge, being a timber dam of 6-foot head.

The datum of the chain gage has remained the same during the 

maintenance of the station. During the winter months the discharge 

is usually affected but little by the ice conditions. The rating curve 

for low and medium stages is fairly well developed. High-water 

estimates are liable to considerable error due to backwater conditions from ice jams which form near Willow Point and also from 

high-water conditions in the Chenango.

Information in regard to this station is contained in the reports 

of the state engineer and surveyor, State of New York.

Discharge measurements of Susquehanna River at Binghamton, N. Y., in 1907-8.

Date.

1907.

1908.

Ilydrographer.

C. R. Adams .......................................

.....do..............................................

C. C. Covert ........................................

Width.

Feet. 

300

234

220

274

300

Area of 

section.

Sq.ft. 

1,160

275

277

948

1,010

Gage 

height.

Feet. 

2.10

1.79

1.76

1.90

2.15

Discharge.

Sec.-ft. 

1,170

321

282

356

592

a Measurement made at Washington Street Bridge where the gage is located.
SUSQUEHANNA RIVER DRAINAGE BASIN. 283

Daily gage height, in feet, of Susquehanna River at Binghamton, N. Y.,for 1907-8.

[Hugh L. Smith, observer.]

Day.

1907.a 

I..............

2..............

4..............

6..............

8. .............

9..............

10..............

11..............

12..............

14..............

15..............

16..............

18..............

19..... ........

21 ..............

22..............

23

24..............

25..............

26..............

27

28..............

29..............

31

1908.!>

2..............

3..............

4..............

5..............

6..............

8..............

Q

10..............

11..............

12..............

14... ..........

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

8.6

9.0

6.15

7.45

9.7

7.4

6.1

6.4

6.1

4.85

4 '4

3.9

3.95

4.45

4.15

3.3

2.9

3.4

6.25

6.9

4.7

9 ft

2.9

2.95

3.2

2.9

3.2

3.15

3.0

3.0

5.8

4.95

4.4

3.65

2.75

2.9

3.1

3.45

3.45

3.05

4.6

3.95

3.55

3.0

2.95

2.75

2.85

2.85

3.0

2.8

2.7

2 95

2.75

2.85

2.45

Feb.

2.75

2.65

3.05

3.5

2 95

2.75

2.95

2.75

2.65

2.35

2.35

2.85

2.6

2.3

2.75

2.3

2.3

2.25

2.2

2.6

2.3

2.45

2.2

2.3

2.45

2.5

2.65

2.55

2.4

2.8

3.2

2.7

3.05

2.8

2.85

2.85

3.05

2.8

2.65

2.6

9.55

13.65

12.4

8.05

4.85

4.4

4.05

3.75

0 A

3.35

3.25

i fi

3.85

3.45

Mar.

2.3

2.3

2.35

2.4

2.2

2.25

2.35

2.05

2.1

2.15

2.2

2.1

2.05

2.15

3.7

7.05

7.05

7.2

5.9

4.55

4.7

8.0

8.95

8.15

6.9

6.1

6.1

7.1

6.8

3.4

4.35

5.05

4.3

3.65

3.45

3.15

3.05

3.45

10.05

11.55

12.15

6.95

6.85

5.75

4.75

4.95

7.1

8.65

7.6

8.85

11.85

10.85

8.35

Apr.

4.95

4.3

3.95

3.7

3.55

3.45

3.4

3.15

3.25

3.35

3.55

3.45

3.65

3.7

3.75

3.65

3.55

3.45

3.45

3.15

3.1

2.95

3.25

5.8

5.8

7.95

7.05

6.45

6.4

6.45

4.75

4.75

5.2

4.85

7.45

6.95

5.45

4 9

4.6

4.35

5.7

4.45

4.65

5.65

5.4

4.75

4.45

3.85

3.65

0 KK

3 9

3.75

3.65

May.

5.85

5.95

5.05

4.9

4.25

4.15

4.7

4.35

4.25

4.05

3.85

3.55

3.25

3.1

3.05

3.0

3.0

3.05

0 1

2.95

2.75

2.6

2.55

2.45

2.6

2.7

2 7

2.65

6.25

6.15

4.9

4.15

7 9

8.15

7.75

5.8

5.3

5.05

4.0

o 7

3.35

0 O£

3.25

3.15

3.3

3.05

9 Q

2.8

2.7

2.65

2.75

June.

2.4

2.45

2.4

2.4

2.45

2.45

2.65

2.9

2.75

2.6

2.5

2.4

2.35

2.25

2.15

2.15

2.15

2.15

2.15

9 1 £

2.15

2.1

2.1

2.05

2.05

2.0

2.0

2.1

2.15

2.9

2.75

2.6

2.5

2.5

2.35

2.2

2.3

2.2

2.4

9 3

2.3

2.3

2.2

9 9fi

2.25

2.2

2.2

2.2

2.2

2.2

2.1

2.05

2.05

July.

2.25

2.3

2.35

2.5

2.35

2.2

2.1

2.15

2.1

2.1

2.0

2.1

2.65

2.6

2.45

2.3

2.2

2.2

2.25

2.45

2.35

2.35

2.4

2.4

2.4 9 >;

2.45

2.45

2.25

2.05

2.05

2.1

2.05

2.1

2.1

2.1

2.05

1 Q

1.95

1 Qf^

2.0

2.0

1.95

1 9

1.95

1 9

1.9

1 9

1.9

1.95

9 Cl^t

2.75

2.35

9 9

2.1

2.0

Aug.

2.15

2.05

2.1

2.05

2.1

2.05

2.0

2.05

2.0

2.05

2.0

2.0

1.9

1.95

1.9

1.8

1.85

1.75

1 fi

1.65

1.65

1.8

1.85

1.9

1.85

1.8

1.75

1.8

1.75

9 n

1 9

1.9

1.9

1.85

1.8

1.85

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.9

1.85

1.8

1.8

1.8

1.75

1.75

1.8

1.8

1.8

1.8

1.8

1.65

1.8

Sept.

1.75

1.8

1.8

1.8

2.1

2.2

2 25

2.3

2.3

2.35

5.35

5.4

4.25

3.4

2.85

2.6

2.5

2.35

2.4

2.3

2.25

2.3

2.45

2.55

2.5

2.5

2.5

2.35

2.2

1.8

1.9

1.8

1.8

1.75

1.6

1.8

1.8

1.85

1.8

1.65

1.6

1.65

1.7

1.65

1.6

1.5

1.7

1.65

1.8

1.7

1.7

1.75

1.9

1.85

Oct.

2.95

2.8

2.6

2.8

5.05

4.75

4.2

5.1

6.9

5.9

4.65

4.7

4.9

4.2

3.8

3.45

3.25

2.85

2.7

2.6

2.65

2.85

2.85

2.65

2.5

2.5

2.5

3.7

5.85

4.35

1.85

1.9

1.9

1.7

1.9

1.9

1 9

1.9

1.95

2.0

1.8

1.95

1 9

1.85

1.8

1.8

1.7

1.7

1.9

1.8

1.95

1.8

1.9

1.9

1.65

1.85

2.05

2.15

2.1

Nov.

3.85

3.5

5.3

5.65

4.75

4.2

9.1

9.8

8.5

7.1

5.15

4.5

4.2

3.9

3.55

3.45

3.25

3.2

3.2

3.2

3.1

3.05

3.0

2.95

2.85

3.0

3.0

3.15

3.1

2.25

2.1

2.15

2.05

2.1

2.1

1.95

2.05

2.05

2.1

2.15

2.15

2.15

2.15

2,1

2 1

2.1

9 1 H

2.1

2.15

2.05

2.05

2.1

2.05

2.0

2.05

Dec.

3.05

2.95

2.8

2.8

2.45

2.6

2.7

2.6

2.8

10.1

12.55

10.25

7.1

5.75

5.35

4.95

4.7

4.35

4.1

3.8

3.7

3.5

5.1

10.35

10.1

7.4

6.0

6.0

7.35

6.4

6.6

2.05

2.15

2.05

1.95

1.85

1.85

2.05

2.05

2.05

2.25

2.1

2.15

2.25

2.15

2.25

2.15

2.15

2.1

2.3

2.15

2.25

2.05

2.1

2.15

2.05

2.05

2.0

2.1

alee conditions at this station largely in the form of anchor ice obstruction. Portions of January to 

March and December, 1907, liable to error from this cause. The river was frozen part way across below 

the gaging station. It seldom freezes over at the gage.

6 Discharge affected by ice conditions February 1 to 14 and during the greater portion of December, 1908. 

It may also have been slightly affected during the last week of January, 1908.
284 SURFACE WATER SUPPLY, 1907-8. 

Rating table for Susquehanna River at Binghamton, A7. Y., for 1907-8.

Gage 

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

Discharge.

Sec.-ft.

45

115

210

335

500

700

920

1,150

1,380

1,610

1,850

2,090

2,330

2,570

2,820

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3. 70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Sec. -ft.

3,070

3,320

3,570

3,820

4,070

4,320

4, .570

4,820

5, 080

5, 340

5,600

5,860

6,120

6, 380

6, 650

Gage 

height.

Feet.

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

Discharge.

Sec.-ft.

6,920

7,190

7,460

7,730

8,000

8,280

8,880

9,495

10, 120

10, 760

11, 400

12, 040

12, 680

13, 320

13, 960

Gage Disheight. charge.

Feet. 

7.00 

7.20 

7.40 

7.60 

7.80 

8.00 

9.00 

10.00 

11.00 

12. 00 

13.00 

1400

Sec.-ft. 

14,600 

15,260

15. 920

16. 590

17,270

17, 950

21,500

25, 100

28, 700

32,300

35, 9.50

39, 720

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 

discharge measurements made during 1901-1908, and is well defined below gage height 6 feet. Above 

gage height 6 feet the rating curve is based on one measurement at gage height 16.33 feet.

Monthly discharge of Susquehanna River at Binghamton, N. Y.,for 1907-8. 

[Drainage area, 2,400 square miles.]

Month.

1907.o

July.....................................

August

1908.&

April........ .......................... ..

July.....................................

D ecember

Discharge in second-feet.

Maximum.

24,000 

4,320 

21,300 

17,800 

11,200 

2,820 

2,210 

1,040 

9,500

24, 400 

34,300

34.300

10,800 

38,400

32,800 

16,100 

18,500 

3,200 

2,450 

700 

500 

1,260 

1,260

38, 400

Minimum.

2,570 

1,150 

810 

2,940 

1,730 

700 

700 

115 

272 

1,850 

2,700 

1,730

Mean.

8,740 

1,840 

7,840 

6,210 

4,530 

1,360 

1,440 

523 

2,180 

5,230 

7,080 

10, 500

115 4,790

1,730

2,940 

4,440 

2,210 

810 

500 

162 

45 

162 

600

45

3,990 

6,830 

13,500 

8,480 

7,510 

1,450 

820 

374 

243 

505 

909 

500

3,760

Per 

square 

mile.

3.64 

.769 

3.27 

2.59 

1.89 

.567 

.600 

.218 

.908 

2.18 

2.95 

4.38

2.00

1.66 

2.85 

5.62 

3.53 

3.13 

.604 

.342 

.156 

.101 

.210 

.379 

.208

1.57

Run-off

(depth in 

inches on 

drainage 

area).

4.20 

.80 

3.77 

2.89 

2.18 

.63 

.69 

.25 

1.01 

2.51 

3.29 

5.05

27.27

1.91 

3.07 

6.48 

3.94 

3.61 

.67 

.39 

.18 

.11 

.24 

.42 

.24

21.26

Accuracy.

B. 

0. 

A. 

A. 

A. 

A. 

A. 

B. 

A. 

A. 

A. 

B.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

A. 

C.

for the month, however, is probably not affected more than a few per c 

correction has been attempted. Discharge March 31, 1907, interpolated.

b Discharge during frozen periods estimated on the basis of the discharge of adjacent areas. It is only 

roughly approximate. Discharge February 1 to 14,1908,1,600 second-feet.

SUSQUEHANXA RIVER AT WYSOX, PA.

This station was established September 2, 1908, by Messrs. Meikleham and Dinsmore, through whose courtesy the records of discharge 

given below are published. It is located about one-half mile from
SUSQUEHANNA RIVER DRAINAGE BASIN. 285

Wysox station on the Lehigh Valley Railroad and is just above the 

junction with Lanning Creek. The bridge spans both Lanning Creek 

and Susquehanna River, but a point of land separates them for all 

stages below about 7 feet.

The datum of the steel tape gage is 682.36 feet above sea level. 

Conditions of flow are probably permanent. Measuring conditions 

are good except for extreme low stages when the current is very 

sluggish. Low water measurements are made at a riffle seven-tenths 

of a mile above the bridge. A good rating curve lias been developed.

Discharge measurements of Susquehanna River at Wysox, Pa., in 1908-9.

Dale.

1908.

1909. 

April 24 .............................................................

Width.

Feet. 

194

190

669

758

642

Area of 

section.

Sq.ft. 

452

394

5,630

8,470

4,000

Gage 

height.

Feet. 

2.30

2.08

9.38

3.40

Discharge

Sec.-ft. 

708

465

13.SOO

37,600

3,290

a Measurements made at riffle 0.7 mile above bridge.

Daily gage height, in feet, and daily discharge, in second-feet, of Susquehanna River

Wysox, Pa., for 1908.

at

September.

Day.

Gage 

height.

I....................................

2........................ .. 2.30

3....... .................... 2.28

4............................ 2.25

5............................ 2.20

6....... ......... ... 2.22

7............................ 2.20

8............................ 2.22

9.... ..................... . 2. 19

10........ .................... 2.24

11............................ 2.24

12 ............. .. 2.24

14............................ 2.24

15............................ 2.14

16 2. 12

17................. .... ....! 2.1]

18.. ........... .. . 2.11

19...................... .... 2.10

20............................ 2.10

21 ...... 2. 10

22............................' 2.08

23............. ............. . 2.08

24............................ 2.08

25............................ 2.10

26............................' 2.08

27.... ..................... . 2.08

28................. ........ 2.07

29.................. ...... . 2.14

30................. ........ . 2.17

31........................... ........ ..........

Discharge.

800 

780 

700 

050

665 

650 

665 

648 

690

690 

690 

650 

690 

600

550 

545 

545 

540 

540

540 

530 

530 

530 

540

530 

530 

525 

(>00 

635

October. November.

Gage 

height.

2.24 

2.20 

2.32 

2.30 

2.30

2.28 

2.26 

2.26 

2.25 

2.26

2.40 

2.46 

2.32 

2.34 

2.36

2.34 

2.32 

2.30 

2.28 

2.28

2. 28 

2.27 

2.25 

2.25

2.28

2.29 

2.35 

2.45 

2.70 

2.72 

2.68

Discharge.

690 

760 

810 

800 

800

780 

760 

760 

700 

760

1,100 

1,200 

850 

1,000 

1,050

1,000 

850 

800 

780 

780

780 

770 

700 

700 

780

790 

1,025 

1,190 

1,750 

1,8(0 

1,700

Gage 

height.

2.71 

2.72 

2.70 

2.70

2.64

2.60 

2.58 

2.53 

2.52 

2.55

2.53 

2.55 

2.55 

2.50

2.78

2.70 

2.07 

2.68 

2.63 

2.62

2.62 

2.62 

2.68 

2.68 

2.70

2.67 

2.60 

2.60 

2.59 

2. CO

Discharge.

1,800 

1,800 

1,850 

1,850 

1,690

1,500 

1,470 

1,400 

1,390 

1.420

1,400 

1.420 

1.420 

1.300 

2,000

1.850 

1.690 

1,700 

1.5(iO 

1.550

1,550 

1.550 

1.700 

1.700 

1.850

1,690 

1.500 

1.500 

1,490 

1,500

December.

Gage 

height.

2.40

2.42

2.26

2.55

2.25

2.76

2.46

2.48

2.56

2.54

2.75

Discharge.

1,470

1,430

1,420

1,400

1,430

1,100

1,200

700

1,420

700

1,290

2,000

1,700

1,750

1,860

1,800

1,860

1,390

1.590

2,150

1,590

1,570

2,100

1,880

2,250

1,950

1,260

1,280

1,430

1,410

1,890
286 SUEFACE WATER SUPPLY, 1907-8.

Monthly discharge of Susquehanna River at Wysox, Pa., for 1908. 

[Drainage area, 7,930 square miles.]

Month.

Discharge in second-feet.

Maximum.

850 

1,860 

2.000 

2,250

Minimum.

525 

700 

1,300 

700

Mean.

621 

938 

1,600 

1,560

Per 

square 

mile.

0.078 

.118 

.202 

.197

Run-oft, 

(depth in 

inches on 

drainage 

area).

0.09 

.14 

.23 

.23

NOTE. The discharge for September 1 was estimated at 850 second-feet by the United States Geological 

Survey to complete the month. The discharge for December is probably too high on account of effect of 

ice conditions.

SUSQUEHANNA RIVER AT WILKESBARRE, PA.

This station is located at the Market Street Bridge, Wilkesbarre. 

No important tributaries enter Susquehanna River for several miles 

above or below the station. It was originally established by the 

United States Geological Survey March 30, 1899. The United States 

Weather Bureau has also maintained gage heights records at this 

point since 1888. The datum of the United States Geological Survey 

gage was placed 4.00 feet below the datum of the Weather Bureau 

gage to obviate negative readings and was soon after adopted by the 

Weather Bureau. Since April 1, 1905, when the Geological Survey 

discontinued reading the gage, the gage heights have been furnished 

by the Weather Bureau. The records of stage at this station are 

utilized by the Weather Bureau for the purpose of flood predictions. 

The United States Geological Survey determinations of the regimen 

of flow are of value for navigation and power purposes.

The datum of the United States Geological Survey gage has remained constant since the establishment in 1899. Records obtained 

by the Weather Bureau prior to the adoption of the Geological Survey 

gage will have to have 4.00 feet added to reduce them to the present 

datum.

The discharge at this point is frequently affected by ice during thd 

winter period, and water is often backed up many feet by ice gorges. 

Conditions of flow are subject to change at irregular intervals. A 

fairly good rating curve has been developed.

Discharge data for this station prior to 1905 have been revised and 

republished in Water-Supply Paper 109.

Discharge measurements of Susquehanna River at Wilkesbarre, Pa., in 1907-8.

Date.

1907. 

October 16.....

1908.

Hydrographer.

R. H. Bolster. ......................................

Width.

Feet. 

591

Area of 

section.

Sq.ft. 

5,020

3,000

Gage 

height.

Feet. 

5.99

2.70

Discharge.

Sec.-ft. 

11,200

1,660
SUSQUEHANNA EIVEK DRAINAGE BASIN. 287

Daily gage height, in feet, of Susquehanna River at Wilkesbarre, Pa., for 1907-8. 

[Obadiah Henstreet, observer.]

Day.

190".a

2..............

3..............

6..............

g

V^.. ...........

n.... ..........

12..............

13..............

14. .............

15..............

16... ...........

17---...-....--.

19.............. 

20..............

21............ ..

22.............. 

23-.....-.--...-

24..............

26.........-..--

27..............

28.............. 

29.-..-.--.--...

30..............

01

1908.1

3

10..............

12..............

18.............. 

19. ....... ......

20..............

21 ..............

24..............

26..............

28..............

29..............

30..............

31..............

Jan.

15.4

11.3

12.2

10.8

13.3

8.5

8.1

8.6

9 8

8.7

Q 1

6.6

12.4 

12.5 

9.8

10.5

10.1

9.9 

9 8

10.1

10.0

12.0

9.9

9

C

8.4

7.5

6.1

5.6

7.6

10.1

10.1

10 3

10.8

9 1

10.0

7.0 

6.1

5.8

5.6 

5.5

6.0

5.8

5 5

8.1

9 4

9 9

8.5

Feb.

9.4

9.2

9.2

8.3

8.0

7.1

6.9

7.0

7.0

6.9

6.6

6.3

5.6

5.2

5.2

5.6

5.6

5 4

5.2 

4.8

5.0

4.9 

4.6

4.1 

3.7

3.7

3.7

3.9

7.0

7 9

6 9

6.6

6.3

6.4

6.5

6.3

6.2

6.1

6.0

6.0

5.9

5.9

7.1

19.6

21.8

17.6

10 9

9.0 

8.2

7.4

7.0

6.3

6.2 

7.8

8.0

7.2

Mar.

3.7

3.8

3.8

3.8

3.6

3.8

3.4

3.7

3.3

3.3

3.2

3.1

3.5

6.0

13.6 

12.5

10.9 

9.9 

10.7

15.1 

14.8

13.5

11.7

10.7 

10.8

11.0

6.6

6.0

6.5

7.3

6.6

6.8

6.3

7.0

10.4

17.3

20.6

20 9

16.9 

14 9

13.0 

11.0

10.4

12.8

14.9 

14.0

15.6

19.8

18.0

Apr.

9.8

8.7

7.7

7.0

6.6

6.3

6.1

6.0

5.8

5.7

6.1

6.1

6.7

6.9

6.8

6.8

6. 5

6.2

6.1 

6.0

5.9

5.7 

5.5

5.3

6.7

10.8

11.0

14.6 

12.6

10.9

14.9

12.5

11 3

10.5

9.4

8.6

8.0

8.4

8.8

10.3

11.3

10.0

9.0

8.3

7.7

7.7

8.1

8.7 

8.1

8.9

10.8 

10.4

9 3

8.4

7.7

7.2 

6.8

6.7

6.6

6.8

May.

9.3

9.6

8.8

7.9

7.6

7.3

7.1

8.0

8.4

8.1

7.0

6.6

6.2

5.8

6.0

5 7

5.7

5.4

5.5 

5.2

4.9

4.6

4.5

5.3

5.0

7.0

10.2

U Q

11.6

9.3

13.9

15.7

14.5

12.6

10.8

9.4

9.2

9 9

9.3

7.4

6.9 

6.6

6.8

6 2

6.1

5 4

5.5

5.2

June.

4.6

4.9

5.2

5.0

4.8

5.1

4.7

4.4

4.1

4.0

4.0

3.8

3.6

3.5

3.4 

3.4

3.5 

3.3 

3.3

3.4 

3.3

3.2

3.4

3.3 

3.2

3.4

5.9

6.2

5 9

5.4

5.0

4.6

4.4

3.9

3.8

3.7

3.6

3.6

3.4

3 5

3.4

3.4 

3.4

3.4

3.3 

3 2

3

0

 j i

3.2

3.3

Q A

3 1

3.2

3.1

July.

3.8

3.9

5.2

4.8

4.5

4.2

3.9

3 9

4.0

3.9

3.6

3.5

3.5

4.9

4.9

4.8

4.2

3 9

3.6 

3.6

3.6 

3.6 

3.6

3.4 

3.3

3.3

3.6

3.4 

3.7

3.6

3 3

3.0

2.9 ? o

3.3

3.1

3.1

3.1

3.2

3.4

3.0

2 9

2.8

2.8

2.8

2.8

3.0

2.8

2.8 

2.8

2.7

2.7 

2.7

2 8

2 9

3 5

4.3

3.8

3.2

Aug.

3.2

3.1

3.0

2.9

2.9

2.9

2.8

2.9

2.8

2.7

2.7

2.6

2.6

2.5

2.5

2.5

2.5

2.5 

2.4

2.3 

2.3

2.2

2.3 

2.3

2.3

2.3

2.3 

2.2

2.2

2.2

3.0

2.9

2.8

2.7

2.6

2.6

9 7

>7

2.6

2.7

2.6

2.6

9 fi

2.6

2.5

2.5

2.5 

2.5

2.5

2.5 

2.6

2.5

2.5

2.5

9 C

2.3

2.3

2.3

Sept.

2.2

2.2

2.2

2.3

2.5

2.8

2.8

3.4

3.8

3.6

3.6

6.7

7.4

7.4

6.0

5.0

4.4

4.0

4.0

4.4

4.0 

3.8 

3.7

4.1 

4.3

4.0

4.0

3.9

2.3

2.3

2.2

2.2

99

2.2

2.1

2.1

2.1

2.1

2.1

2.0

2.0 

2.0

2.0

2.0

2 0

2.0

2.0 

2.0

2.0

Oct.

3.8

3.8

4.4

5.0

5.7

6.7

8.8

9.1

7.8

7.0

7.0

6.7

5 3

5.0

4.5 

4.5

4.6

4.3

6.0

8

0

2 2

2.2

2.2

2.2

2.2

2.1

2.2

2.3

2 2

2.2

2.2 

2.2

2.2 

2 j

2 1

2.1 

2.5

2 g

2.7

2.9

2 9

Nov.

6.7

9.8

8.7

9.4

12.1

11.3

9.6

8.5

7.1

6.6

5.8

5.6

5.5 

5.4

5.3

5.2

5.2 

5.5

5.7

2.7

2.5

2.5

2.5

2.5

2.6

2.6

2.5

2.4

2.5

2.5

2.5

2.6

2.7

2.7

2.6 

2.6

2.6

2.6

2.6

2.7

2.6

2.6

Dec.

5.6

5.2

4 9

4.8

6.3

12.4

10.4

9 4

8.8

8.4

7.9 

7.0

7.0 

6.4

12.4

13.6

11.7

13.7

12.5

2.6

2.6

2 5

2.5

9 z.

2.4

2.5

2.5

2.3

2.1

2.3

2.5

2.3

2.6

2 6

2.6

2.6

2.7 

2.3

2.4

2.6 

2.6

O *J

2 2

2

0 

. 0

9 f\

2.4

2 5

2.4

2.7

a Ice conditions prevailed from about January 24 to February 25 and February 28, 1907.

& Discharge affected by ice conditions January 9 to 16 and January 28 to February 14,1908. It is probable 

that December was not much affected by ice conditions. October and November gage heights were probably in error. See footnote to monthly discharge table.
288 SURFACE WATER SUPPLY, 1907-8. 

Rating table for Susquehanna River at Wilkesbarre, Pa., for 1907-8.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

Discharge.

Sec.-ft.

760

860

970

1,090

1,220

1,360

1,510

1,660

1,820

2,000

2,190

3. 10 2, 390

3.20 2,600

3. 30 2, 820

3.40 3,040

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Sec.-ft.

3,270

3,500

3,740

3,990

4,250

4,520

4,790

5,070

5,360

5,660

5,970

6,280

6,600

6,930

7,260

Gage 

height.

Feet.

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

Discharge.

Sec.-ft.

7,600

8,300

9,000

9,720

10, 460

11,200

11, 970

12, 750

13, 550

14, 370

15,200

16,050

16, 910

17, 790

18, 690

Gage 

height.

Feet.

8.00

9.00

10.00

11.00

12.00

13. 00

14.00

15.00

16.00

17.00

18.00

19.00

! 20. 00

21.00

| 22.00

I 

Discharge.

Sec.-ft.

19,600

24,350

29, 350

34,600

40, 200

46, 050

52, 250

58, 700

65, 500

72,800

80, 500

88,600

97, 100

106, 000

115, 300

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1899-1908 and is well defined.

Monthly discharge of Susquehanna River at Wilkesbarre, Pa.,forl9Q7-8. 

[Drainage area. 9,810 square miles.]

Month.

1907.

April...................................

July....................................

1908.

April...................................

May.... ................................

July....................................

Discharge in second-feet.

Maximum.

61,400

65, 500 

56,100 

27,800 

8,300 

8,300 

2,600 

16,900 

24,800 

54,800 

86,100

86,100

40,200 

113,000 

106,000 

58,000 

63,400 

12,000 

10,100 

2,190 

1,220

1,820

113,000

Minimum.

2,390 

8,650 

5,660 

2,600 

2,820 

970 

970 

3,990 

7,950 

5,970

970

11,200 

13,600 

8,300 

2,390 

1,660 

1,090 

760

860

760

Mean.

29,500 

5,350 

24,100 

17,900 

13,700 

4,810 

4,370 

1,490 

5,140 

11,100 

18,600 

30,400

13,900

14,100 

21,600 

45,200 

25,000 

25,800 

4,470 

2,720 

1,480 

869 

1,270 

1,850 

1.360

12,100

Per 

square 

mile.

3.01

.545 

2.46 

1.82 

1.40 

.490 

.445 

.152 

.524 

1.13 

1.90 

3.10

1.41

1.44 

2.20 

4.61 

2.55 

2.63 

.456 

.277 

.151 

.089 

.129 

.189 

.139

1.24

Run- off 

(depth in 

inches on 

drainage 

area).

3.47

.57 

2.84 

2.03 

1.61 

.55 

.51 

.18 

.58 

1.30 

2.12 

3.57

19.33

1.66 

2.37 

5.32 

2.84 

3.03 

.51 

.32 

.17 

.10 

.15 

.21 

.16

16.84

Accuracy.

B. 

B. 

A. 

A. 

A. 

B. 

B. 

A. 

B. 

A. 

A. 

A.

B. 

B. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

NOTE. Discharge during the frozen periods, 1907, based on comparisons with Susquehanna River at 

Danville. With the exception of a few days during the latter part of February and the first of March the 

station at Danville was not much affected by ice conditions. Further comparisons of Wilkesbarre with 

stations in this drainage in the State of New York show that the above values are very close for January, 

February, and March.

Second-feet. 

Discharge January 24 to 31, 1907....................................................... 12,800

Discharge during the frozen periods, 1908, estimated on the basis of intercomparisons with the discharge 

at other points in this drainage and climatalogical reports. Comparisons of discharge for October and 

November, 1908, made it evident that the gage readings for these two months were probably in error. The 

monthly means were accordingly corrected to the values given above.

Second-feet. 

Discharge January 9 to 16, 1908........................................................ 14,300

January 28 to 31, 1908....................................................... 7,500

February 1 to 14, 1908 ...................................................... 6,000
SUSQUEHANNA KIVEE DRAINAGE BASIN. 289

SUSQUEHANNA RIVER AT DANVILLE, PA.

This station is located at Mill Street Bridge in Danville. It is 

52 miles below Wilkesbarre and 11 miles above the mouth of West 

Branch of Susquehanna River. There are no important tributaries 

within several miles of the station. It was established March 25, 

1899, by the United States Geological Survey. It is now being maintained by the Pennsylvania state water-supply commission, from 

whom the tables of daily gage heights and discharge measurements 

made by engineers of the commission are obtained.

The Susquehanna at this point is paralleled on the north side by 

the Pennsylvania Canal.

On March 9, 1904, the bridge and gage were carried away in an ice 

freshet, and from that date until March 24, 1905, after the new steel 

bridge was completed, observations were made from temporary 

gages and were constantly liable to error for stages less than 5 feet. 

With the exception of this period the datum of the chain gage has 

remained constant during the period of maintenance of the station.

The discharge during the winter is considerably affected by ice. 

Conditions of flow at this point are permanent and an excellent rating curve has been developed.

Discharge data for this station prior to 1905 have been revised 

and republished in Water-Supply Paper 109.

Discharge measurements of Susquehanna River at Danville, Pa., in 1907-8.

Date.

1907.

1908.

Hydrojrniplicr. Width.

Feet. 

980

872

Area of 

section.

Sq.ft.

1,460

Gage 

height.

Feet. 

5.67

1.74

Discharge.

Sec.-ft. 

14,700

981

16254 IRR 241 10 19
290 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Susquehanna River at Danville, Pa., for 1907-8. 

[Ed. F. Bell, observer.]

Day.

1907.a

2..............

3 .............

6..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21 ..............

22..............

23..............

24..............

26............

27..............

28..............

29

30..............

31 ..............

1908.6 

1. .............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

Q

10.... .........

11... ..........

12., ..........

13.. .........

14. , ..........

15. ..........

16.. ..........

17... ..........

18... ...........

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

29..............

30..............

01

Jan.

10.6

12.5

11.45

10.2

9.3

11.55

9.4

10.6

10.0

9.6

8.5

7.8

7.0

6.6

7.7

7.0

6.6

6.0

5.7

8.5

10.5

9.05

6.9

6.0

5.0

4.4

4.5

4.4

4.5

9.6

8 9

7.7

7.0

6.8

5.8

5.7

4 9

A K

4.2

6.4

7.5

6.4

6.0

5.7

5.3

5.0

4.9

4.6

4.7

4.4

4.1

4.2

3.9

4.4

4.1

Feb.

4.6

4.5

4.3

4.1

4.0

3.9

3.7

3.7

3.5

3.5

3.5

3.4

3.4

3.2

3.3

3.2

3.2

3.2

3.1

3.3

3.3

3.5

4.2

10.5

15.9

17.0

14.4

11.7

10.0

7.6

6.8

6.0

5.7

5.4

6.6

7.2

7.2

6.5

Mar.

3.8

3.9

4.2

4.4

5.6

6.2

8.55

10.2

11.7

11.25

10.6

10.1

9.1

8.6

11.2

12.3

11.5

10.1

9.0

8.5

8.9

9.2

6.3

5.6

5.4

5.1

6.1

6.2

6.1

6.0

5.8

5.7

6.6

7.4

12.3

16.1

16.8

15.5

14.6

13.5

14.1

12.2

10.6

9.8

8.4

9.6

11.8

11.3

11.3

13.3

15.3

1 ^ 9

Apr.

8.7

7.5

6.7

6.0

5.6

5.4

5.3

5.2

4.9

4.9

4.9

5.1

5.3

5.3

5.6

5.5

5.3

5.0

5.0

4.9

4.8

4.8

4.6

4.6

8.4

8.1

11.1

10.15

9.3

12.7

10.7

9.5

9.1

8.0

7.2

7.0

7.0

6.8

7.1

7 9

7.6

6.9

6.7

6.4

6.2

6.2

7.8

7.7

7.6

7.7

8.4

7.6

6.9

6.6

6.0

5.6

5.8

5.8

5.5

May.

8.0

7.2

7.8

7.4

6.8

6.1

6.0

5.9

5.8

6.8

6.9

6.1

5.9

5.6

5.3

5.3

5.1

4.9

4.9

4.7

4.5

4.6

4.6

4.2

4.1

4.0

3.8

3.8

3.9

4.4

4.4

6.4

6.7

9.2

9.6

8.6

7.7

8.1

11.6

12.9

12.1

11.1

9.6

8.8

8.1

8.5

8.6

8.0

7.5

6.9

6.1

5.9

5.7

5.6

5.5

5.1

4 9

4 9

4.6

4.6

June.

4.1

4.3

4.5

4.4

4.5

4.6

4.4

4.3

4.3

4.3

4.2

4.1

3.8

3.7

3.7

3.6

3.3

3.3

3.2

3.1

3.2

3.2

3.0

3.1

3.1

3.0

3.1

3.1

2.9

3.2

4.7

5.1

5.0

4.8

4.4

4.1

4.0

3.6

3.5

3.4

3.2

3.2

3.1

3.0

3.1

3.2

3.0

3.0

3.0

2.8

2.9

2.8

2.7

2.8

2.8

2.8

2.9

2.8

2.7

2.7

July.

3.8

3.6

3.9

4.4

4.0

3.9

4.2

3.6

3.9

3.7

3.5

3.5

3.4

3.6

4.3

4.2

3.9

3.7

3.6

3.3

3.4

3.3

3.2

3.3

3.1

3.0

3.0

3.0

2.9

3.3

3.2

2.6

2.5

3.3

3.1

2.9

2.9

2.9

2.7

2.7

2.9

2.6

2.6

2.6

2.4

2.5

2.3

2.6

2.4

2.5

2.4

2.4

2.7

2.6

2.5

2.9

3.1

3.6

4.2

3.9

3.1

Aug.

3 1

2.9

2 9

9 R

2.7

2.6

2.5

2.5

2.4

2.6

9 4

2.5

2.3

2.4

2.4

2.3

2.2

2.3

2.1

2.2

2.1

2.1

2.0

2.2

2.3

2.3

2.1

2.2

2.0

2.1

2.0

2.7

2.6

2.4

2.5

2.3

2.4

2.3

2.4

2.3

2.3

2.2

2.3

2.2

2.3

2.2

2.2

2.1

2.2

2.2

2.2

2.1

2.2

2.2

2.3

2.1

2 2

2.2

2.2

2.0

1.95

1.95

Sept.

2.0

1.9

2.0

2.0

2.2

2.3

2.4

2.6

2.7

3.5

4.2

4.8

5.8

6.4

5.7

4.9

4.1

3.8

3.5

3.6

3.8

3.6

3.7

3.7

4.0

4.0

3.6

3.6

3.5

3.6

1.95

1.95

1.85

1.85

1.85

1.85

1.85

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.75

2.05

Oct.

3.6

3.4

3.5

3.6

4.0

4.4

5.3

5.7

6.0

6.5

7.6

6.9

6.1

5.8

5.7

5.4

4.9

4.6

4.3

4.1

3.9

3.8

3.8

3.9

3 9

3.7

3.7

4.1

4.6

5.8

7.6

2.05

1.95

1.85

1.95

1.85

1.85

1.85

1.85

1.85

1.85

1.95

1.85

1.85

1.95

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.75

1.75

1.85

2.0

2.1

2.3

2.3

2.5

Nov.

6.8

6.0

7.2

8.4

7.6

7.1

8 9

9.8

11.6

10 9

9.0

8.2

7.0

6.7

6.0

5.6

5.3

5.0

4.8

4.7

4.6

4.6

4.6

4.5

4.3

4.6

4.6

2.5

2.4

2.4

2.3

2.3

2.2

2.3

2.2

2

0

2.2

2.1

2.2

2.1

2.3

2.2

2.2

2.2

2.4

2.3

2.3

2.2

2.3

2.2

2.2

2.1

2.3

2.2

2.2

2.1

Dec.

4.8

4.8

4.6

4.6

4.3

4.3

4.2

3.9

4.9

14.8

15.3

12.4

11.6

10.2

7.8

7.4

6.9

6.5

6.2

r; Q

5.4

5.7

8.6

11.6

9.2

9 1

10.6

10.3

2.2

2.1

2.2

2.1

2.1

2.0

2.1

2.0

9 9

2.3

2.3

2.4

2.3

2.4

2.2

2.3

2.4

2.8

2.7

2.9

2.9

3.4

3.6

3.3

3.2

3.2

3.0

2.8

2.7

2.7

a Ice conditions prevailed from about February 20 to March 15, 1907.

(> Ice conditions prevailed from about January 30 to February 15 and December 9 to 31,1908.
SUSQUEHANNA RIVER DRAINAGE BASIN. 291

Rating table for Susquehanna River at Danville, Pa., for 1907-8.

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

Discharge.

Sec.-ft.

790

920

1,070

1,240

1,420

1,620

Gage 

height.

Feet.

3.10

3.20

3.30

3.40

Dis- Gage Discharge, height, charge.

Sec.-ft.

4,480 '

4,840

5,220

5,600

3.50 6,000

3.60

1,830 1 3.70

2,060

2,300

2.560

2,840

3,140

3,460

3,780

3.80

3.90

4.00

; 4.10

! 4.20

4.30

4.40

4, 120 4. 50

6,400

6,800

7,220

7.660

8.100

Feet.

4.60

4.70

4. SO

4.90

5.00

5.20

5.40

5.60

5.80

6. (X)

8,560 6.20

9,040

9,520

10,000

10,500

6.40

6.60

6.80

7.00

Sec.-ft.

11,000

11,500

12, 020

12,540

13,060

14,150

15,250

16,350

17.450

18,550

19,710

20,900

22, 100

23,300

24,500

Gage 

height.

Feet.

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

Discharge.

Sec.-ft.

25.720

26, 960

28,260

29, 580

30,940

38,200

46,220

54,920

64,320

74,420

85, 120

96,420

108,520

121,620

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1899-1908, and is well denned.

Monthly discharge of Susquehanna River at Danville, Pa., for 1907-8. 

[Drainage area, 11,100 square miles.]

Month.

1907.

July.....................................

1908.

May.....................................

July.....................................

Discharge in second-feet.

Maximum.

69,300 

11,000 

67, 300 

55, 800 

30, 900 

11,000 

10, 000 

4,480 

20,900 

28,300 

60, 500 

99, 900

99, 900

42, 900 

122, 000 

119,000 

71,300 

73, 400 

13,600 

9,040 

3,140 

1,520 

2,560 

2,560

122,000

Minimum.

10, 000

11,000 

7,220 

3,780 

3,780 

1,420 

1,240 

5, 600 

9,520 

7.660

1,240

13,600 

15,800 

11,000 

3,140 

2,060 

1,330 

855 

995 

1,620

855

Mean.

32,900 

5,860 

26, 300 

20,100 

15, 800 

6,920 

6,360 

2,300 

6,970 

12, 700 

22,000 

35, 300

16, 100

16,700 

25,900 

51,400 

27,800 

31,200 

5,750 

3,640 

1,960 

1,020 

1,350 

1,940 

1,600

14, 200

Per

square 

mile.

2.96 

.528 

2.37 

1.81 

1.42 

.623 

.573 

.207 

.628 

1.14 

1.98 

3.18

1.45

1.50 

2.33 

4.63 

2.50 

2.81 

.518 

.328 

.177 

.092 

.122 

.175 

.144

1.28

Run-off 

(depth in 

inches on 

drainage 

area).

3.41 

.55 

2.73 

2.02 

1.64 

.70 

.66 

.24 

.70 

1.31 

2.21 

3.67

19.84

1.73

2.51 

5.34 

2.79 

3.24 

.58 

.38 

.20 

.10 

.14 

.20 

.17

17.38

Accuracy.

A. 

B. 

B. 

A. 

A. 

B. 

B. 

B. 

A. 

A. 

A. 

A.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B.

NOTE. Discharge during the frozen periods estimated on the basis of intercomparison with Susquehanna 

River at Wilkes-Barre and climatological reports.

Second-feet. 

Discharge February 20 to 28,1907...................................................... 4,100

March 1 to 15, 1907.......................................................... 4,030

' January 30 to 31,1908....................................................... 7,500

February 1 to 14,1908...................................................... 7,000

February 15,1908........................................................... 30,000

December 9 to 31,1908...................................................... 1,590
292 SURFACE WATER SUPPLY, 1907-8.

SUSQUEHANNA RIVER AT HARRISBURG, PA.

This station is located at the Walnut Street Bridge at Harrisburg. 

Daily observations of stage were begun at Harrisburg in 1890 by E. 

Mather, president of the Harrisburg water board. The original gage 

is located in the pump well at the pump house of the city waterworks, 

the well being connected with the river by two large mains. On 

July 18, 1904, a chain gage was installed on the Walnut Street Bridge. 

The readings are now furnished by the United States Weather Bureau, 

which has maintained the station since July 15, 1906.

The records of discharge at this station are of value in connection 

with power development and navigation problems.

The river is divided into two channels at this point by Foster 

Island, which is overflowed at times of flood.

Conodoguinet Creek enters Susquehanna River from the west 

about 2 miles above the gaging station. Paxton Creek enters from 

the northeast, about H miles below the station. The Pennsylvania 

Canal parallels the river on the left side.

The datums of both gages have remained constant since their 

establishment. For full information regarding the two gages, 

changes in conditions of flow, etc., see Water-Supply Papers Nos. 

109 and 167. The discharge at this point is affected by ice. Conditions of flow here have been relatively permanent during the past 

few years, and a good rating curve has been developed.

Discharge data for this station prior to 1905 have been revised and 

republished in Water-Supply Paper 109.

Discharge measurements of Susquehanna River at Harrisburg, Pa., in 1907-8.

Date.

1907. 

July 22. ........

1908.

Hydrographer.

A. H . Horton ......................................

R. H. Bolster ......................................

Width.

Feet. 

2,340

2,540

2,320

Area of 

section.

Sq.ft. 

8,800

13,700

42,400

5,600

Gage 

height.

Feet. 

1.95

3.60

14.63

.30

Discharge.

Sec.-ft.

32,900
SUSQUEHANNA RIVER DRAINAGE BASIN.

Daily gage height, in feet, of Susquehanna River at Harrisburg, Pa., for 1907- 

[E. R. Demain, observer.]

293

Day.

1907.0 

I..............

3..............

4..............

6........... ..

8..............

9........... ..

10..............

11..............

12..............

1 Q

14..............

16..............

17..............

18..............

19..............

20..............

21... .. . ..

22..............

23..............

24..............

25..............

26..............

28..............

29..............

30..............

31..............

1908.6 

1.... ....... ..

3..............

5.....:........

6..............

7..............

8..............

9..............

10..............

11...... ....

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20. .............

22..............

23. .............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

Jan.

6.6 

9 9

9 3

 7.9

6.9

6.7 

5.9

7.0

7.2 

6.4 

5.9

6.2

7.3

6.5

5.7 

5.7

6.5

9.1

8

1

6.5

5.3

3.1

3.2

3.1

7.5 

6.8

6.3

5.5

4.9

4.5 

4.0 

3.5 

3.3

2.8

2.9 

3.1 

5.5

7.8 

7.5

6 9

5.8 

5.2

4.5

3.5 

3.7 

3.6

3.4 

3.4 

3.0 

3.0

2.8

Feb.

3.2

3.1 

3.0 

2.9

2.7

5.8 

5.8

5.9

5.9 

5.9

E 0

5.3

5.2

4.9 

5.0

5.1

4.7 

4.5

4.5

4.3 

3.7

3.3

3.3

9 A

2.4

1.8

1.4

1.7

2.6 

2.3 

3.0

4.6

3.9

3.8 

3.8 

3.6 

3.6 

3.8

12.4

14.4 

12.4

9.6 

7.6

C 0

4.7 

4.3 

3.9

3.9

7.1 

6.2 

5.2

Mar.

3.3

3.5 

3.6 

3.4

3.4 

3.5

3.4 

3.4

3.6

3.5 

3.4

6.1 

11.5

13.3 

11.0

10.2

10.5 

11.0

11.5

10.1 

8.6

8.7

9.8 

8 9

7.8

6.9

6.4 

6.3 

6.5

4.6

3.9

4.2

4.9

5.3 

5.4 

6.7 

8.0

7.8

6.9 

7.1

7.7 

9.4 

12.7

13.9

14.8 

13.0

12.7 

15.9

14.1

8.6 

7.6 

7.4

8.3 

8.8 

8.7 

10.0 

11.2 

11.3

Apr.

6.0

4.9 

4.4 

4.1

3.8 

3.6

3.5 

3.5

4.0

4.0 

3.9

3.7 

3.6

3.7 

3.5

3.5

3.4 

3.2

3.2

3.1 

3.1

3.0

3.2

5.4

5.6

7.2 

6.3

9.8 

8.2

7.2

6.6

6.1

5.5 

5.1

4.8 

4.7

5.2

5.7 

6.2 

5.8 

5.2 

4.8

4.6

4.6

4.7

4.9 

5.0

5.3

5.7 

5.2 

4.8

4.4 

4.2 

4.0 

4.0 

3.8

May.

5.6 

4 9

4.7 

4.8 

4.5

4.2 

4.0

4.0 

4.0

4.4

5.5 

5.3 

4.8

4.4 

4.1

3.9 

3.7

3.5

3.4 

3.2

3.1

3.0 

2.9

2.8

2.6 

2.5

2.5

2.4

2.4 

2.4 

2.5

3.7

5.1

6.1

6.0

5.6 

5.4 

8.6 

11.0

10.5

9.6 

8.5 

7.4 

6.4 

5.7

6.1

6.9 

7.1

6.7 

8.0

9 7

8

C

8.3 

7.6 

7.0

6.0 

5.3 

5.5 

4.9 

4.6 

4.8

June.

2.5 

2.6

3.3 

4.6 

4.5

4.2 

4.1

4.0 

3.7

3.4

3.3 

3.1

3.1 

2.9

3.6

2.9

2.6 

2.4

2.3

2.2 

2.2

2.1

2.0

2.4

2.5

2.4

2.3 

2.2

5.1

4.7

4.2

3.8

3.5 

3.2 

2.9 

2.7

2.6

2.5 

2.4 

2.3 

2.1 

2.0

2.0

2.1 

2.0

2.0 

1.8

1.8

1.6 

1.6 

1.6

1.6 

1.6 

1.6 

1.5 

1.5

July.

2.4 

2.9

3.5 

3.7

3.0

2.8

2.8 

2.6

2.5

2.4 

2.3

2.0 

1.9

2.1 

2.2

2.2

2.0 

2.0

2.0

1.9 

1.9

1.8

1.6 

1.6

1.5

1.4

1.4 

1.3 

1.5

1.4

1.4

1.4

1.7

1.7 

1.9 

1.6 

1.5

1.4

1.3 

1.3 

1.4 

1.3 

1.3

.2

.2 

.2

.1 

.1

.0

.2

.4 

.7 

2.8

3.1 

3.0 

2.7 

2.6 

2.2 

1.9

Aug.

1.5 

1.4

1.3 

1.2 

1.1

1.1 

1.1

1.0 

1.0

1.3

1.2 

1.1

1.0

.8

.9

.8

.7 

.5

.6

.6 

.6

.7

.7 

.9

1.0

.9

.8 

.6 

.6

1.6

1.3

1.1

1.1

1.1 

1.2 

1.2 

1.2

1.4

1.2 

1.2 

1.1 

1.1 

1.0

.9

.9 

.9

.9 

.9

.0

.0

.1 

.0 

.0

.0 

.0 

.0 

.9

.8

. 7 ....... _. .

Sept.

0.6

.6 

.6

.8

1.4 

1.1

1.2 

1.2

1.6

2.7 

4.0

3.6 

3.4

3.1

2.3

2.2 

1.9

2.0

2.1 

2.4

2.5

2.6 

2.6

2.4

2.2

2.1 

1.9

0.7

.6

.5

.5

.5 

.5 

.4 

.4

.4

.4 

.3 

.3 

.3 

.3

.3

.3 

.3

.2 

.2

.2

.2 

.2 

.2

.2 

.2 

.2 

.7 

1.1

Oct.

2.0

2.0 

1.9 

2.0

2.2 

2.5

2.9 

3.3

3.4

3.7 

4.0

3.2 

3.1

2.9 

2.7

2.5

2.3 

2.3

2.0

1.9 

1.8

1.8

1.9 

1.8

1.8

1.9

2.0 

3.3 

3.9

1.0

.7

.6

.6

.6

.5 

.5 

.4 

.4

.4

.6 

.6 

.6 

.6 

.6

.6

.5 

.5

.5 

.4

.4

.4 

.4 

.5

.9 

1.3 

1.3 

1.6 

1.4 

1.4

Nov.

4.2

o 7

4.0 

5.1 

5.4

5.5 

4 9

4.8 

5.9

6.8

6.1 

5.4 

4.7

4.2 

3.8

3.5

3.0

2.9 

2.8

2.8

2.7 

2.8

2.8

3.0 

3.1

3.0

3.0

2.9 

2.9

1.4

1.2

1.1

.9

.9 

.9 

.9 

.9

.8

.8

.7 

.7 

.7 

.5

.6

.4

.7

.7 

.9

.8 

.8 

.8

.8 

.8 

.8 

.8 

.8

Dec.

3.0 

2.9

2.9 

2.8 

2.5

2.5 

2.4 

2.3 

2.2

2.8

9.9 

10.7

8.3 

7.0

6.0 

5.3 

4.9

4.5 

4.1

3.9 

3.7 

3.5 

4.6

8.8

10.7 

9.1

7.6 

6.7 

7.0 

7.8

0.8 

.8 

.6 

.6

.5

.5 

.6 

.4 

.3

.4

.8 

.6 

.9 

.4 

.9

1.1

1.0 

1.1

.8 

1.3

1.5

1.6

1.8 

1.6 

1.6

1.4 

1.3 

1.2 

1.1 

1.3 

1.2

a Conditions of flow were affected by ice conditions from February 7 to March 13, 1907. 

b Conditions of flow were affected by ice conditions from about February 8 to 14, 1908.
294 SURFACE WATER SUPPLY, 1907-8.

Rating table for Susquehanna River at Ifarrisburg, Pa., for 1907-8.

Gage

height.

Feet.

0.20

.30

.40

.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

Discharge.

Sec.-ft.

2,870

3,210

3,570

3,960

4,380

4,830

5,310

5,820

6,360

6,910

7,490

8,100

8,740

9,400

10,090

10, 810

Gage

height.

Feet.

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Sec.-ft.

11,560

12,340

13, 160

14, 020

14,910

lo, 830

16, 780

17, 770

18,810

19, 880

20, 990

22, 120

23, 270

24, 450

25,650

26, 880

Gage

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

Discharge.

Sec.-ft.

28,140

29, 430

30, 800

32, 200

33, 600

35, 000

36, 400

39, 200

42, 200

45, 400

48, 600

51,900

55, 100

58, 400

61, 700

65, 000

Gage

height.

Feet.

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

Discharge.

Sec.-ft.

68, 400

71, 900

75, 500

79, 200

82, 900

86, 600

105, 600

125, 100

145, 600

167, 500

190,500

214,200

238, 900

264, 700

291, 500

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1897-1908 and is well denned. This revision of the curve used for 1906 

is based on the low-water measurement of 1908, general tendency of recent measurements to give lower 

discharge than the curve previously used, and an intercomparison of Susquehanna River stations during 

the low water of 1908.

Monthly discharge of Susquehanna River at Ifarrisburg, Pa., for 1907-8. 

[Drainage area, 24,000 square miles.]

Month.

1907.

February

Discharge in second-feet.

Maximum.

144,000

March..... . . ...... 221.000

July.....................................

1908.

Julv.....................................

November .... . .......................

90,400 

61,700 

45,400 

32, 200 

9,400 

37,800 

36,400 

82,900 

161,000

221,000

102,000 

249, 000 

289, 000 

141,000 

168,000 

53,500 

24,400 

10,100 

6,910 

10,100 

8,740 

11,600

289,000

Minimum.

24,400

23,300 

16,800 

13,200 

8,100 

3,960 

3,960 

11.600 

19,900 

14,900

3,960

16, 800 

8,740 

35,000 

33, 600 

32, 200 

9,400 

6,360 

4,830 

2,870 

3,570 

3,570 

3,210

2,870

Mean.

76, 300 

18,000 

82,200 

38,900 

33,900 

23,900 

15,700 

6,080 

15,300 

18,900 

37,300 

65,100

36,000

45.500 

55,500 

128,000 

59,300 

84,600 

19,500 

11,000 

6,810 

3,550 

4,920 

5, 530 

6,410

35,900

Per 

square 

mile.

3.18 

.750 

3.42 

1.62 

1.41 

.996 

.654 

.253 

.638 

.788 

1.55 

2.71

1.50

1.90 

2.31 

5.33

2.47 

3.52 

.812 

.458 

.284 

.148 

.205 

.230 

.267

1.49

Run-off 

(depth in 

inches on 

drainage 

area).

3.67 

.78 

3.94 

1.81 

1.63 

1.11 

.75 

.29 

.71 

.91 

1.73 

3.12

20.45

2.19 

2.49 

6.14 

2.76 

4.06 

.91 

.53 

.33 

.17 

.24 

.26 

.31

20.39

Accuracy.

A. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

NOTE. During the frozen periods, 1907-8, the discharge was estimated on the basis of intercomparisons 

of discharge data collected at the various stations in Susquehanna River drainage.

Second-feet. 

Discharge February 7 to 28, 1907....................................................... 16,500

March 1 to 13, 1907.......................................................... 15,000

February 8 to 14,1908..................................................__. 12,400
SUSQUEHANNA RIVER DRAINAGE BASIN. 295

SUSQUEHANNA RIVER NEAR M CALL FERRY, PA.

The cable from which discharge measurements were made at this 

station is located about 1 mile above the village of McCall Ferry. 

It is in a narrow and rocky part of Susquehanna River, about 20 

miles above its mouth. The two principal gages to which the measurements are referenced are gage No. 2, about three-fourths of a mile 

below McCall Ferry, and gage No. 5, about 2 miles below McCall 

Ferry. This station was established May 17, 1902, by Mr.-Boyd 

Ehle. The gage heights for 1907-8 were furnished by Mr. Gary T. 

Hutchinson. The station was maintained to determine the discharge 

of the river for the McCall Ferry power development and to check 

the accuracy of the records obtained at Harrisburg.

The datum of each gage has remained constant since its establishment. The gage readings give the elevation of the water surface 

above sea level direct. Gage No. 2, which is located in the tailrace 

of the power house was used until February 28, 1906, when operations at the dam caused backwater to affect the relation between 

discharge and gage heights. All readings since then have been 

referred to gage No. 5, which is located at the foot of Cullys Falls, 

entirely out of influence of the dam.

The discharge is affected by ice during severe winters. Discharge 

measurements made at this station have been referenced to both 

gages. Conditions of flow are permanent, and an excellent rating 

curve has been developed for each gage.

Discharge data for this station prior to 1905 have been revised and 

republished in Water-Supply Paper 109.

Daily gage height, in feet, of Susquehanna River near McCall Ferry, Pa., for 1907-8.

Day.

1907.» 

1. .............

3..............

5i!!!!!!!!!!!!!

6..............

1... ...........

8.............. 

9..............

10.... ..........

11.............. 

12..............

13..............

14..............

15.............. 

16..............

18..............

19..............

20..............

Jan.

110.0

116.9

115.5

113.3 

111.2

110.8

111.0 

109.8 

109.7

111.6 

110.4

109.8

109.8

110.9 

111 9

111.8

109.2

Feb.

106.4

106.5

106.6

106.6 

105.7

105.2

104.2 

104.6 

104 7

104.7 

105.2

104.4

104 4

104.6

Mar.

102.8

102.8

104.5

104.3 

104.0

104.3

104.3

104.2 

104.3 

104.3

104.2 

103.8

104.3

109.4

121.7 

121.8

116.6

118.0

Apr.

109.5

108.6

107.7

107.1 

106.4

106.0

105.6 

105.4 

106.1

106.5 

106.3

105.6

105.5

105.3 

105.3

105.1

105.7

104.8

May.

109.1

108.0

107.0

107.0 

106.7

106.1

104.9 

105.8 

105.3

108.0 

108.4

107.8

106.8

105.9 

105.1

104.8

104.2

104.7

104.3

June.

103.8

104.0

104.5

106.2 

107.1

106.6

106.2

106.0 

105.7 

105.3

105.0 

104.9

104.6

104.5

104.4 

104.7

105.2

104.7

104.1

103.8

July.

"ios-T

105.0

105.2 

104.5 

104.4

104.4 

105.0

104.5

103.8

103.3 

103.5

103.7

103.6

104.0

103.7

Aug.

102.5

102.6

102.5

102.3 

102.6

i02."2"

102.2 

102.2

102.3

102.0

101.9 

101.8

101.8

101.5

101.3

101.7

Sept.

101.5

101.4

101.6 

101.5

101.5

101.8

101.9 

101.9 

102.2

102.5 

105.3

107.0

105.8

105.1

103.9

103.4

103.1

Oct.

103.4

103.2

103.1

103.0 

103.0

103.4

104.0 

105.2 

105.3

105.6 

106.0

105.3

104.7 

104.5

104.1

103.7

Nov.

106.5

106.4

106.4

107.7 

108.5

108.7

108.3

107.6 

108.6 

110.4

110.0 

109.0

107.8

106.8

106.2 

105.7

105.4

104.9

104.9

104.6

Dec.

104.8

104.9

104.7

104.7 

104.3

104.1

103.9 

103.6 

104.4

111.4 

119.9

116.3

114.3

110.4

109.3

108.4

107.6

107.1

a- Gage heights 1907-8 refer to Cullys Falls gage. Conditions of flow probably affected by ice conditions 

'from about January 25 to February 25, 1907. March 3 to 13,1907, may also have been affected.
296 SURFACE WATER SUPPLY, 1907-8.

Daily gageheight, in feet, of Susquehanna River near McCall Ferry, Pa,, for 1907-8 Con.

Date.

1907. 

21 ..............

22.. ............

23. ............. 

24.............. 

25..............

26..............

27..............

28..............

29..............

30.............. 

31..............

1908.0

2..............

3..............

5..............

6..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

yx.

26..............

27..............

28..............

29..............

30

31..............

Jan.

110.9

113.6

113.8 

111.4 

111.1

112.5

110.6

109.0

106.6

106.6

113.3

110.2

109.2

108.4

107.3

106.7

106.7

107.2

105.7

112.5

112.6

111.7

109.9

108.9

107.1

106.7

106.4

106.1

106.2

106.0

106.0

106.2

105.9

106.1

106.9

106.9

Feb.

104.2

104.5

102.9

102.7

103.0

106.5

106.2

104.4

104.5

104.0

104.0

104.0

103.8

103.1

103.5

103.8

107.9

119.9

123.7

120.8

116.3

113.7

110.7

109.2

108.4

107.5

108.3

109.8

114.0

111.7

Mar.

116.4

114.8 

114.0

112.2

111.3

110.3

109.7

108.5

107.3

106.8

107.8

107.4

108.5

108.4

110.0

112.8

113.1

111.7

111.0

112.1

113.7

119.6

121.9

123.0

121.0

120.1

124.6

123.0

118.7

114.5

112.4

111.9

112.7

114.0

113.5

115.6

117.4

118.2

Apr.

104.7

105.1 

104.8 

104.5 

105.3

107.0

108.2

110.8

110.2

116.2

112.4

110.9

110.0

109.2

108.1

107.6

107.4

107.7

108.5

109.3

108.5

107.3

107.2

107.2

108.2

109.1

107.0

106.8

106.6

106.5

May.

103.9 

103.8 

103.7

103.5

103.8

103.8

103.7

103.7 

103 7

107.3

109.6

109.2

113.9

117.5

115.7

114.1

112.5

110.8

109.1

111.0

111.2

116.2

114.4

114.0

112.6

111.9

110.2

108.8

108.8

108.1

107.5

107.1

June.

103.6

103.5 

103.4 

103.4

103.5

103.8

103.8

107.7

107.6

106.5

105.9

104.8

104.3

104.2

103.4

103.0

102.9

102.9

102.9

102.8

102.7

102 5

102.5

102.5

102.4

102.3

102.2

102.1

102.1

102.1

July.

103.3

103.2 

103.1 

103.1

103.0

102.8

102.5

102.4

102.5

102.2

102.3

102.6

102.7

102.4

102.4

102.0

101.7

101.7

102.1

102.0

102.0

101.6

101.8

102.1

102.4

105.4

107.0

106.0

105.2

104.1

103.8

103.3

Aug.

101.5

101.3 

101.4 

101.2

101.2

101.7

101.8

101.7

102.9

102.5

102.1

101.9

101.8

102.0

102.0

102.1

102.0

101.8

101.8

101.7

101.6

101.8

101.6

101.6

101.6

101.8

102.0

101.6

101.4

Sept.

103.0

103.6 

104.6 

104.5 

104.2

104.0

103.7

103.7

101.5

101.4

101.4

101.1

100.6

100.9

100 9

100.7

100.5

100.7

100.4

100.3

100.3

100.6

100.5

100.3

100.2

101.1

Oct.

"ioiY

102.8

102.7

103.0

104.1

101.4

101.2

100.8

101.2

101.0

100.7

100.3

101.3

101.0

101.0

100.8

100.9

101.0

101.0

100.9

100.8

100.7

101.8

102.0

102.0

102.2

Nov.

104.5

104.5 

105.0 

106.0

104.8

101.8

101.8

101.8

101.6

101.5

101.3

101.2

101.2

101.2

101.2

101.0

100.9

100.9

100.8

101.1

101.3

101.3

101.3

101.3

101.2

101.1

101.1

100.7

Dec.

106.5 

107.9

117.5

112.9

130.9 

112.0

101.4

101.2

101.3

100.7

100.4

101.0

100.6

100.7

101.0

101.2

100.3

101.3

101.5

101.4

101.5

101.2

102.1

102.3

102.3

102.0

101.9

101.5

101.5

101.6

101.5

101.6

o Gage heights 1907-8 refer to Cullys Falls gage. Conditions of flow were probably affected by ice conditions from about January 26 to March 14, 1908.

Rating table for Susquehanna River near McCall Ferry, Pa., for 1907-8.

Gage 

height.

Feet.

100.20

100.30

100.40

100.50

100. 60

100.70

100.80

100.90

101. 00

101. 10

101. 20

101. 30

101. 40

101. 50

101. 60

101. 70

101. 80

101.90

Discharge.

Sec. -ft.

2,690

2,950

3,230

3,530

3,850

4,190

4,550

4,930

5,330

5,760

6,200

6,650

7,120

7,600

8,090

8,600

9,120

9,650

Gage 

height.

Feet.

102.00

102.10

102.20

102. 30

102.40

102.50

102. 60

102.70

102.80

102.90

103. 00

103. 10

103. 20

103. 30

103. 40

103.50

103.60

103.70

Discharge.

Sec.-ft.

10, 200

10, 760

11,330

11,910

12, 500

13,110

13, 720

14, 350

14, 990

15,640

16,300

16, 960

17,640 i 18, 320

19, 000 :

19, 700

20, 400

21, 120

Gage 

height.

Feet.

103. 80

103.90

104. 00

104. 20

104. 40

104. 60

104. 80

105.00

105. 20

105. 40

105. 60

105. 80

106. 00

106. 20

106. 40

106. 60

106. 80

107. 00

Discharge.

Sec.-ft.

21, 840

22, 560

23,300

24, 800

26, 320

27, 860

29, 420

31,000

32, 600

34, 240

35, 920

37, 640

39, 400

41, 160

42, 940

44, 740

46, 560

48,400

Gage 

height.

Feet.

108.00

109.00

110.00

111. 00

112. 00

113. 00

114.00

115.00

116. 00

117. 00

118.00

119. 00

120. 00

121. 00

122. 00

123. 00

124.00

125. 00

Discharge.

Sec.-ft.

57, 600

67,100

77,000

88, 300

100,500

113, 700

127, 800

142,300

157, 000

172,000

187, 300

202, 900

218, 800

235, 100

251, 800

268, 900

286, 300

304, 000

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is applicable only 

to the Cullys Falls gage. It is based on 37 discharge measurements made during 1902-1904 and is well 

defined above gage height 101.2 feet. Below this gage height the curve is uncertain and may be as much 

as 10 per cent in error at gage height 100.2 feet.
'SUSQUEHANNA RIVER DRAINAGE BASIN. 297

Monthly discharge of Susquehanna River near McCall Ferry, Pa., for 1907-8. 

[Drainage area, 26,800 square miles.]

Month.

1907.

July....................................

1908.

July....................................

Discharge in second-feet.

Maximum.

170,000

248,000 

86,000 

68,100 

49,300 

34,200 

13,700 

48,400 

39, 400 

81,400 

217,000

248. 000

281,000 

297,000 

160,000 

180,000 

57,600 

48,400 

15,600 

7,600 

11,300 

9,120 

11,900

297,000

Minimum.

15,000 

27, 100 

19,700 

19,000 

12,500 

6,200 

5,760 

14, 400 

26,300 

20, 400

5,760

46,600 

43,800 

42,900 

10, 800 

7,600 

7,120 

2,690 

2,950 

2,950 

2,950

2,690

Mean.

84,000 

21, 700 

93, 500 

42, 500 

35, 100 

28,000 

23,100 

9,570 

19,700 

22,800 

44,300 

74,600

41,600

56, 500 

70,100 

138, 000 

66,100 

92, 700 

23,900 

15,600 

9,510 

4,590 

6,250 

6,200 

6,900

41,400

Per 

square 

mile.

3.13 

.810 

3.49 

1.59 

1.31 

1.04 

.862 

.357 

.735 

.851 

1.65 

2.78

1.55

2.11 

2.61 

5.15 

2.47 

3.46 

.892 

.582 

.355 

.171 

.233 

.231 

.257

1.54

Run-off 

(depth in 

inches on 

drainage 

area).

3.61 

.84 

4.02 

1.77 

1.51 

1.16 

.99 

.41 

.82 

.98 

1.84 

3.20

21.15

2.43 

2.82 

5.94 

2.76 

3.99 

1.00 

.67 

.41 

.19 

.27 

.26 

.30

21.04

Accuracy.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

NOTE. Discharge during the frozen periods, 1907-8, estimated on the basis of discharge in adjacent 

drainages and an intercomparison of the discharge at various points in Susquehanna River drainage. 

Discharge for days of missing agage heights estimated on the basis of the discharge at Harrisburg for days 

given below; for all other days discharge interpolated:

Second-feet. 

Discharge January 25 to 31, 1907...................................................... 44,300

February 1 to 25, 1907..................................................... 22,400

March 25, 1907............................................................. 150,000

June 30, 1907.............................................................. 21,000

July 1 to 4, 1907........................................................... 32,500

August 6 to 9, 1907........................................................ 10,200

December 15, 1907......................................................... 100,000

December 25,1907......................................................... 130,000

January 11 to 12, 1908...................................................... 35,000

January 26 to 31, 1908...................................................... 30,000

February 1 to 14, 1908..................................................... 18,600

April 12, 1908.............................................................. 85,000

April 22, 1908.............................................................. 82,000

CHENANGO RIVER BASIN. 

DESCRIPTION.

Chenango River rises in the central part of Madison County, N. Y., 

and flows southward into the Susquehanna at Binghamton. It is 

approximately 70 miles long, and its drainage area comprises about 

1,580 square miles. Its headwater valleys lie at an elevation of about 

1,200 feet above sea level, and its mouth is 864 feet above tide. Its 

bed is, as a rule, composed of sand and gravel, and the stream is 

bordered in many places by bottom lands subject to overflow. A 

portion of the headwaters are diverted across the Chenango-Mohawk 

divide through Oriskany Creek to feed the summit level of the Erie 

Canal.
298 SUEFACE WATER SUPPLY, 1907-8.

Considerable power is developed at Binghamton and at Port 

Dickinson, 3 miles above.

CHENANGO RIVER NEAR GREENE, N. Y.

This temporary station was located at the steel highway bridge 

about 3 miles above the town of Greene, N. Y. It was established 

September 5, 1908, to obtain data regarding the low-water flow of 

the upper Chenango Kiver, and was discontinued November 5, 1908.

Above the station are numerous small tributaries. Eleven miles 

below the station the river joins Tioughnioga River, at Chenango 

Forks.

The nearest dams are at Oxford, 12 miles above, and at Greene, 3 

miles below the station, but neither has any effect upon the flow at 

the bridge.

Information regarding this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Discharge measurements of Chenango River near Greene, N. Y., in 1908.

Date. Ilydrographer.

C. R. Adams. ......................................

--d° '

Width.

Feet.

28

30

Area of 

section.

Sq.ft.

26.6

43.0

Gage 

height.

Feet. 

4 go

Discharge.

Sec. -ft.

Daily gage height, in feet, of Chenango River near Greene, N. Y.,for 1908. 

[Benjamin Rounds, observer.]

Day.

2......

6......

7......

8......

9

10......

Sept.

4.6

4.8

4.8

4.8

4.8

4.7

Oct.

5.0

5.2

5.4

5.2

5.0

5.1

5.0

4.9

4.8

4.9

Nov.

5.4

5.3

5.4

5.3

5.2

Day.

11......

12......

13......

14......

15......

16......

17......

18......

19......

20......

Sept.

4.7

4.7

4.7

4.65

4.7

4.6

4.7

4.6

4.6

4.5

Oct.

5.2

5.1

5.2

5.1

5.0

5.1

5.1

5.0

4.9

4.8

Nov. Day.

21......

22......

23......

24......

25......

20......

27......

28......

29......

30......

31......

Sept.

4.5

4.6

4.55

4.6

4.5

4.6

4.6

4.6

4.7

Oct.

4.9

4.8

4.8

4 9

5.0

5.1

K 9

5.4

5.8

5.5

Nov.

CHENANGO RIVER AT BINGHAMTON, N. Y.

This station, which is located at the Court Street Bridge at Binghamton, was established July 31, 1901, to obtain general statistical 

and comparative data regarding the total flow of the Chenango, and 

has since been maintained in cooperation with the New York State 

engineer's department.

Tioughnioga River enters Chenango River from the northwest 

about 14 miles above the gaging station. The Chenango River enters 

Susquehanna River about three-fourths of a mile below the gaging
SUSQUEHANNA RIVER DRAINAGE BASIN. 299

station, but a slight rift a short distance downstream from the bridge 

cuts off backwater from the Susquehanna at ordinary stages.

In estimating the run-off of Chenango River the area directly 

tributary to storage reservoirs, from which diversion is made to supply 

the Erie Canal, has been deducted from the total natural drainage 

area. The diversion area of six reservoirs at the head of Chenango 

River, whose outflow is turned into Erie Canal through Limestone 

Creek, is 30 square miles. The diversion area of De Ruyter reservoir, 

at the head of Tioughnioga River, whose outflow is turned into Erie 

Canal through Limestone Creek, is 18 square miles. These two 

areas have been subtracted from the natural drainiage area of 1,580 

square miles, giving an effective area of 1,532 square miles. This 

estimate is approximate, as no allowance for direct inflow to feeder 

channels from additional areas, nor for waste into the original stream, 

has been made. The gross area from which more or less run-off is 

diverted is about 105 square miles.

About 1 mile upstream is the dam of the Binghamton Cold Storage 

Company. This is a low structure with 5-foot head, and constructed 

of large blocks of bluestone, laid dry, and allowing a large amount of 

leakage. Owing to this leakage, and to the fact that the water 

wheels run continuously night and day, the regimen of the stream 

below is not materially affected, and fluctuations in gage height are 

due almost entirely to natural causes. The next dam upstream is at 

Willards, about 16 miles above Binghamton and 2 miles above 

Chenango Forks.

The datum of the chain gage has remained the same during the 

maintenance of the station. During the winter months the discharge is usually very little affected by the presence of ice. The 

rating curve for low and medium stages has been fairly well developed; 

the high-water estimates, however, may be considerably in error, 

due to lack of sufficient discharge measurements and backwater 

effects from Susquehanna River.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Discharge measurements of Chenango River at Binghamton, N. Y., in 1907-8.

Date.

1907.

1908.

Hydrographer.

C. C. Covert ........................................

Width.

Feet. 

290

220

209

288

Area of 

section.

Sq.ft. 

535

387

405

496

Gage 

height.

Feet. 

5.67

5.05

4.90

4.95

5.33

Discharge.

Sec.-ft. 

848

165

118

174

3C2
300 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Chenango River at Binghamton, N. Y.,for 1907-8. 

[Hugh L. Smith, observer.]

Day.

1907. «

3.............. 

4.... ..........

5..............

6..............

7..............

8. .............

9

10..............

12...... ....... .

13..............

16..............

17............ ..

18..............

19

21..............

22.............:

23..............

25..............

26..............

97

28..............

29..............

30..............

31..............

1908.6 

1..............

2..............

3..............

4..............

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..............

Jan.

12.65

12.55

9.7 

11.85

13.8

11.0

9 7

9.5

7 9

8.0

7.55

6.9

9 9

6.4

6.3

6.5

6.3

6.5

6.35

6.25

8.15

7.15

7.05 

6.4

6.35

6.5

6.7

6.6

6.4

6.6

7.75

7.2

7.0

6.5

6.55

6.5

6.25

6.2

6.4

6.75

6.6

5.8

6.45

6.05

6.25

6.1

5.8

Feb.

6.15

6.15

6.3 

6.85

6.05

6.0

6.2

5.95

5.7

5.6

6.1

5.9

5.7

5.65

6.15

5.7

5.6

5

r

5

c

5.8

6.0

5.9

6.3 

6.0

6.0

6.0

6.1

6.0

6.0

5.8

5.8

12.0

17.0

15.65

11.4

9.25

8.4

7.8

7.65

7.1

6.8

6.85

7.0

7.05

6.9

Mar.

5.3 

5.35

5.45

5.3

5.5

10.7

7 9

11.9

197

9 8

10.8

10.1

6.4

6.75

8.0

7.7 

7.2

7.1

6.9

6.75

6.65

7.0

8.5

13.35

15.65

13.05

10.3

9 9

8.85

8.1

8.25

10.55

11.0

12.6

13.95

15.5

11.7

Apr.

8.15

7.35 

7.1

7.0

6.95

6.8

6.6

6.85

7.2

7.15

7.2

6.9

6.85

6.6

7.25

9 9

9.25

11 9

9 7

8.65

9 9

9 1

8.5

8.2 

8.55

8.85

10.95

10.1

9.3

8.1

7 9

7.6

9.4

8.4

7.85

8.4

9.3

8.85

8.3

7.9

7.5

7.1

6.95

7.3

7.2

May.

9 7

9 7

8.45 

8.35

8.0

8.2

7.7

7.45

7.2

6.9

6.8

6.7

6.7

6.65

6.7

6.5

6.3

6.05

6.3

6.6

6.3

6.2

9.65

8.95

8.05 

7.5

8.3

9.65

7.95

8.55

8.15

7.7

7.2

6.95

6.65

6.55

6.5

6.5

6.75

6.15

6.45

6.15

6.35

June.

6.15 

6.1

6.05

6.1

6.5

6.75

6.7

6.6

6.0

C Q

5

0

5.7

5.6

5 65

5 65

5 6

5.5

5 4

c c

5.6

6.85

6.5

6.2

5.95 

5.9

5.85

c 7c

5.95

5.75

5.6

5.55

5.25

5.3

5.25

July.

6.1

6.2

6.5 

6.0

5.85

5.65

5.6

5 4

5.38

6-5

6.3

5 9

5.75

K C

5.6

5.6

5.65

5.55

5.6

5.8

6.5

6.35

5.6

5.2

5.2

5.2

5 9

5.35

5

0

5.25

5 9

% ?

5.2

5.25

5.2

5.25

5.3

5.25

5.55

5

7C

5.8

K C

K OK

5.25

Aug.

5.6

5.6 

5.7

5.55

5 4

c 0

5

9C

c o

5.3

5 or

p. 9

5 1

p. 1 C

5 2

5.1

5.05

5.0

5.05

4.95

5.15 

5.25

5 or

K Q

c 9C

c 9

5.0

5.1

5.0

5.3

5 1 ^

5 9

5.05

A Q

5.1

Sept.

4 95

5.0 

5.15

6.0

6.1

5.8

9 1

6.7

6.1

6.0

5.8

5.7

5.7

5.7

6.15

6.0

6.05

5.9

5.85

5.8

6.35

A QC

5.0

A Q£

4.95

5

f}K

5.05

5.0

4 9

4.9

5.05

4.95

4.9

4.95

4.9

5.0

4.9

4 9

A 7K

4.9

Oct.

6.1

6.0 

6.3

8.75

8.05

7 9

9

0

8.5

7 Qfi

6.95

6.35

6.6

6.6

6.4

6.1

6.05

6.0

7-2

9 0

8.2

7-2

5.0

A QK

4.9

4.95 

4.95

4 95

4 95

4 9

A or

5.1

5.0

5.0

4.95

4.95

4.9

4 9

5 1

c 9

r 9

5.3

K A

5.35

Nov.

6.8

6.6

8.55 

8.95

8.15

7.65

13.35

11.70

8.95

8.30

7.15

6.9

6.8

6.6

6.65

6.5

6.45

6.35

6.4

6.65

6.65

5.3

5.35

5.35

5.25

5.2

5.2

4 9

5.3

1 A

5.6

5.4

5.5

5.3

5.35

5.3

5.35

5.3

K or

f{ 1

5

QC

5.1

5

QC

Dec.

6.55

6.35 

6.35

6.0

6.2

6.05

6.2

13.5

8.95

8.5

8.25

7.95

7.65

7.4

7.0

7.2

6.9

8.3

14.1

13.65

10.75

9.30

9.55

11.05

9.8

10.25

5.25

5.3

4.9

5-2

5.2 

4.85

5.2

5-2

5.3

5.25

5.15

5.2

5.1

5.2

5.3

5.3

5.3

5.3

5.3

5.35

5.25

5.5

5.2

r 4.

5.2

C 9

5.25

a Ice conditions at this station largely in the form of anchor ice obstruction. Portions of January to March 

and December, 1907, liable to error from this cause.

b Ice conditions from about Februray 1 to 14 and during the greater portion of December, 1908. Conditions of flow may also have been slightly affected by ice January 27 to 31, 1908.
SUSQUEHANNA RIVER DRAINAGE BASIN. 301

Rating table for Chenango River at Binghamton, N. Y.,for 1907-8.

Gage 

height.

Feet. 

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5. 50

5.60

5.70

5.80 

5.90

6.00

Discharge.

Scc.-ft. 

35

70

115

170

235

305

380

460

550

645

745

850 

960

1,080

Gage 

height.

Feet. 

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20 

7.30

7.40

Discharge.

Sec.-ft. 

1,210

1,345

1,480

1,615

1,755

1,895

2,035

2,180

2,325

2,470

2,616

2,765 

2,915

3,065

Gage 

height.

Feet. 

7.50

7.60

7.70

7.80

7.90

8.00

8.20

8.40

8.60

8.80

9.00

9.20 

9.40

9.60

Discharge.

Sec.-ft. 

3,220

3,375

3,535

3,695

3,855

4,020

4,355

4,695

5,040

5,390

5,740

6,090 

6,440

6,790

Gage 

height.

Feet. 

9.80

10.00

10.20

10.40

10.60

10.80

11.00

12.00

13.00

14.00

15.00

16.00 

17.00

Discharge.

Sec.-ft. 

7,140

7,500

7,860

8,220

8,590

8,970

9,350

11,250

13,250

15,300

17, 400

19,500 

21, 700

NOTE. The above table is not applicable for ice or obstructed-channel conditions. Tt is based on discharge measurements made during 1901-1908 and is well defined below gage height 10 feet. Above gage 

height 9 feet the rating curve is based on one measurement at gage height 19.8 feet. The above table has 

been revised and differs slightly from that published in report of state engineer and surveyor, State of 

New York.

Monthly discharge of Chenango River at Binghamton, N. Y.,for 1907-8. 

[Drainage area. 1.530 a square miles.]

Month.

1907.6

July.....................................

1908.d

April....................................

Mav. ....................................

July.....................................

D 

Maximum.

14, 900 

2,020 

12,600 

11,100 

6,960 

2,110 

1,760 

745 

7,410 

8,680 

14,000 

19, 500

scharge in s 

Minimum.

1,340 

414 

380 

1,680 

1,140 

420 

444 

142 

142 

1,080 

1,550 

1,080

19, 500 142

5, 650 

21,700 

18, 800 

9,260 

10,300 

2,250 

850 

420 

202 

460 

645

850

1,620 

2,400 

1,280 

305 

270 

115 

52 

92 

115 

92

21, 700 52

acond-feet 

Mean.

5,110 

844 

4,380 

3,470 

2,770 

1,010 

918 

340 

1,450 

3,080 

3,830 

5,880

2, 760

2,130 

3,690 

7,630 

4,810 

4,000 

737 

412 

282 

151 

192 

405 

250

2,060

Per 

square 

mile.

3.34 

.552 

2.86 

2.27 

1.81 

.660 

.600 

. 222 

.948 

2.01 

2.50 

3.84

1.80

1.39 

2.41 

4.99 

3.14 

2.61 

.482 

.269 

.184 

.099 

.125 

.265 

.163

1.34

Run-off 

(depth in 

inches on 

drainage 

area).

3.85 

.57 

3.30 

2.53 

2.09 

.74 

.69 

.26 

1.06 

2.32 

2.79 

4.43

24.63

1.60 

2.60 

5.75 

3.50 

3.01 

.54 

.31 

.21 

.11 

.14 

.30 

.19

18.26

Accuracy.

B. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

A. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

A. 

C.

a, See description.

6 Discharge February, 1907, has been corrected 10 per cent account of probable backwater effect from ice. 

Portions of January, March, and December, 1907, were also probably more or less affected; the mean for 

the month, however, is probably not affected more than a few per cent from this cause, and hence no correction has been attempted. (See rating table footnote.)

c Discharge interpolated March 31, 1907.

d Discharge during the frozen periods estimated on the basis of the discharge of adjacent drainages. It 

Is only roughly approximate. Discharge February 1 to 14, 1908, 759 second-feet.
302 SURFACE WATER SUPPLY, 1907-8. 

CHEMUNG RIVER BASIN. 

DESCRIPTION.

Chemung River is formed near Painted Post, in the southeastern 

part of Steuben County, N. Y., by the confluence of Cohocton and 

Tioga rivers. Cohocton River, the north branch, drains the southern 

slope of the divide at the head of Keuka and Canandaigua lakes. 

Its drainage area lies wholly in the State of New York, and principally 

in Steuben County, and comprises approximately 630 square miles 

above the mouth. Tioga River rises in Tioga County, Pa., and flows 

northward, crossing the state line near Lawrenceville, Pa. The 

last 15 miles of its course lies in New York State. It has about 1,330 

square miles of drainage area above its mouth. About 5 miles from 

its mouth the Tioga receives from the left Canisteo River, which rises 

in the northeast corner of Allegany County and flows in a southeasterly direction; draining, with its tributaries, the southern part 

of Steuben County. Its drainage area comprises about 540 square 

miles.

Chemung River proper is about 40 miles long. It flows eastward through the towns of Corning, Elmira, and Chemung and enters 

the Susquehanna at Athens, Bradford County, Pa. Near Chemung 

the river crosses the state line into Pennsylvania, and about 2 miles 

farther east it reenters New York, where it flows for a distance of 

about 4 miles, when it again crosses into Pennsylvania for the last 

5 miles of its course. The drainage area above the mouth measures 

about 2,520 square miles.

In general the Chemung is sluggish throughout its course, flowing 

over a wide gravelly bed in a series of rifts and pools, and one or the 

other of the banks is usually low and subject to frequent overflows. 

The cities of Corning and Elmira have built extensive dikes to confine the waters at all stages. The stream has a yearly range of from 

about 100 second-feet to about 30,000 second-feet. One of the 

greatest floods recorded was on June 1, 1889. It was preceded by a 

phenomenal rainfall, aggregating several inches in a few hours, during the night of May 31. The discharge has been estimated at 67 

second-feet per square mile from 2,055 square miles or 138,000 

second-feet. a

CHEMUNG RIVER AT CHEMUNG, N. Y.

This station is located at the Suspension highway bridge midway between Willawana, Pa., and Chemung, N. Y., and is about 

one-half mile upstream from the state line and 1 mile below the 

Erie Railroad bridge. It was established September 7, 1903, to

a Report of Francis Collingwood, C. E., on the protection of the city of Elmira, N. Y., against floods.
SUSQUEHANNA RIVER DRAINAGE BASIN. 303

obtain general statistical data regarding the flow of the Chemung, and 

is maintained in cooperation with the New York State engineer's 

department.

The Chemung was formerly paralleled by a canal taking its supply 

from dams across the stream. This has been abandoned, and the 

diversion dam is no longer in existence. At present the largest 

water-power development is at Elmira, N. Y. There are no dams 

between Elmira, N. Y., and the mouth of Chemung River.

The datum of the gage has remained the same during the maintenance of the station. Conditions for obtaining accurate discharge 

during the open period are only fair. At extreme high water the 

left bank is flooded, and at low stages there is more or less change 

in conditions of flow from year to year. On account of the numerous 

small riffs, considerable needle ice forms in this stream during the 

winter months. This collects under the ice in the smooth section 

at the gage and causes backwater conditions which make estimates 

for this period liable to considerable error. Information in regard 

to this station is contained in the reports of the state engineer and 

surveyor, State of New York.

Discharge measurements of Chemung River at Chemung, N. Y., in 1907-8.

Date.

1907.

1908.

Hydrographer.

.....do.............................................

Width.

Feet. 

215

183

Area of 

section.

8q. ft.

974

845

867

Gage 

height.

Feet. 

2.53

1.81

1.68

Discharge.

See. -ft.

627

139

101
304 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, infect, of Chemung River at Chemung, N. Y.,for 1907-8. 

[D. L. Orcutt, observer.]

1 Day.

1907.a 

1... ...........

2..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

1 9

14..............

15..............

18..............

19

20..............

21..............

22. .............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

1908.6 

1..............

2..............

3..............

5..............

6..............

7..............

g

10..............

11..............

12..............

13..............

14.............

15.............

16.............

17.............

18.............

19.............

20.............

21.............

22.............

23.............

24.............

25.............

26.............

27.............

28.............

29.............

30.............

31.............

Jan.

6.72

6.12

5.20

6.02

7.43

5.56

5.31

7.36

8.71

6.30

5.45

4.69

4.79

6.66

4.12

128

3.88

4.64

7.08

7.62

5 14

4.24

3 44

3.52

3.83

3.54

3.66

3.61

3.50

4.59

5.70

5.09

4.51

5.09

4.03

3.37

3.21

3.08

3.38

3.09

3.33

6.01

6.33

5.05

4.62

4.12

3.73

3.51

3.51

3.51

4.18

3.71

2.91

2.70

3.43

3.23

3.08

3.57

3.04

Feb.

3.97

3.46

3.08

5.48

4.83

4.32

4.20

3.94

3.83

3.60

3.49

2.97

2.87

2.98

2.66

2.75

2.86

2.88

2.93

2.73

2.83

2.87

2.78

a 10

5.48

14.75

8.07

6. 12

5.23

, 4.55

4.13

3.80

3.42

3.63

4.53

4.23

3.65

Mar.

7.98

6.28

6.82

6 74

5.43

5.44

8.08

7.40

5.33

6.58

5.86

5.08

3.48

5.02

5.03

4.54

4 41

4 28

A Q =

4 15

4.09

4.08

12.69

8.51

6.82

8.22

7.59

5.99

5.87

7.77

6.76

8.03

9.25

10.31

7.19

Apr.

4.14

3.84

3.78

3.60

3.54

3.38

3.34

3.25

3.42

4.26

4.23

4.07

3.69

3.79

3.54

3.54

3.24

6.70

7.17

6.86

10.14

7.32

6.17

5.40

6.44

5.91

5.46

4 49

5.51

5.54

4 7C

4.28

4.13

3.98

4.29

4.40

4.07

6.53

6.17

5.41

4.91

4.51

4.23

4.05

3.87

4.08

4.13

May.

5.85

5.29

4.82

4.32

4.52

4.18

4.00

4.90

5.09

5.00

4.42

4.15

3.92

3.58

3.48

3.76

3.56

3.43

3.64

3.52

3.29

3.22

3.04

2.99

2.46

3.25

3.57

3.42

3. 10

2.98

7.33

7.33

6.95

6.09

5.43

4.88

8.31

8.45

6.29

5.45

4 95

5.35

6.35

6.25

4.93

4.58

5.18

4 77

4.08

3.73

3.93

4.48

3.90

4.73

5.90

June.

2.84

2.84

4.78

4.00

3.60

4.11

4.02

3.58

3.30

3.10

2.88

2.76

2.76

2.82

2.81

2.58

2.54

2.48

2.39

2.46

2.58

2.60

2.48

2.85

2.94

2.82

2.65

2.51

2.68

3.35

4.57

4.05

010

2 98

2.89

2.91

9 Q9

2 71

o 71

9 f\l

2.61

2.66

9 ^

2.54

2.45

2.43

2.30

2.91

2.65

2.51

2.45

9 ^Q

July.

2.12

4.25

3.85

3.26

2.44

2.74

3.15

3.14

2.86

2.82

2.72

4.60

3.55

3.07

2.78

2.71

2.82

2.56

2.51

2.38

2.20

2.20

2.31

2.18

2.22

2.19

1.48

1.93

2.38

2.38

2.35

2.48

2.58

2.71

2.59

2.34

o 01

2.17

2.16

2.05

2.61

2.65

2 46

2.35

2.27

2.10

2.17

2.33

3.82

4.28

3.51

3.07

2.73

2 59

2.45

Aug.

1.9S

1.94

1.96

1.88

1.86

1.95

1.88

1.91

1.84 1

1.88

1.84

1.78

1.78

1.76

1.70

1 66

1.65

1.62

1.62

1.63

1.66

1.58

1.57

1.58

1.60

2.36

2.22

2.17

2.18

2.15

2.41

O QO

2.41

O on

2.17

2.17

2 19

2 07

2.19

2.17

2.56

2.41

2.11

o fi7

O fy\

2.04

1 94

1.95

1 91

1 91

1.92

Sept.

1.58

1.66

1.66

1.72

1.80

2.12

1.90

1.84

1.83

1.82

2.03

2.20

2 14

2.01

1.88

1.82

1.78

1.86

1.90

1.82

1.92

1.80

1.88

1 79

1.75

1.74

1.93

1.87

1.77

1 80

-I Ofi

1 7^

1.75

1 7^

1.75

1 75

1 69

1 66

1.65

1.68

1.70

1 64

1 7^

1.67

1-67

1.68

1.64

1.74

1.75

Oct.

2.92

2.56

2.35

2.32

3.11

3.22

2.86

2.60

3.46

3.63

2.52

2.92

3.10

2.90

2.76

2.62

2.53

2.36

2.28

2.31

2.31

2.40

2.50

2.47

2.27

2.25

2.15

4 11

3.70

3.24

1.82

1 98

1 SI

1 SI

1.77

1.77

1.78

].74

1 ei

1.71

1.86

1.97

1.81

1.76

1 71

1.89

1.75

1.70

1.76

1 90

1.77

2.02

2.64

2.49

2 28

2.26

Nov.

2.93

2.87

5.56

5.11

4 26

3.91

6.58

6.96

5.58

4.98

4.48

4.16

3.82

3.60

3.32

3.06

2.99

2.98

3.04

2.83

3.10

3.12

2.98

2.93

2.86

2.38

2.92

3.05

3. 15

2. 13

2.00

2.03

1.87

1.92

1 90

1.84

1 92

1.83

1.89

1 89

1 90

1 86

1.88

1 Q1

1 91

1 94

i on

1.87

1 99

1.92

1.87

1 91

Dec.

3.03

2.92

2.80

2. 70

2.52

2.58

2.50

2.60

2.72

4.08

7.18

5.82

4.64

4.34

4.03

4.11

3.96

3, 74

3.55

3.25

3.38

4.30

12.12

8.53

6.57

5.80

7.00

8.20

6.50

6.68

2.00

1.85

1.85

1.67

1.86

1.84

1.81

1 80

1.89

1 96

1 a Conditions of flow affected by ice conditions from about January 23 to March 14, 1907.

frlce conditions from about January 27 to February 14 and from about December 11 to 31, 1908.
SUSQUEHANNA EIVEE DRAINAGE BASIN. 305

Rating tables for Chemung River at Chemung, N. Y.

1905-1907.

Gage 

height.

Feet.

1.50

1.60

1.-70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Sec.-ft.

85

115

145

180

220

270

325

385

450

515

585

660

740

2. 80 '' 825

2.90 915

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Sec.-ft.

1,010

1,110

1,220

1,335

1,455

1,580

1,710

1,850

2,000

2,160

2,320

2,480

2,650

2,830

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Sec.-ft.

3,010

3,200

3,400

3,610

3,820

4,030

4,240

4,680

5,130

5,590

6,060

6,550

7,070

7,590

Gage 

height.

Feet.

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

14.00

Discharge.

Sec.-ft.

8,130

8,670

9,220

9,790

10, 390

11, 010

11,650

12, 300

15,800

19,700

24,000

28, 700

33,500

39,300

NOTE. This table is not applicable for ice or obstructed-channel conditions. It is based on discharge 

measurements made during 1903-1907 and is well defined above gage height 1.9 feet.

1908.

1.60

1.70

1.80

1.90

2.00

75

105

140

180

225

2.10

2.20

2.30

2.40

2.50

280

340

405

475

550

2.60

2.70

2.80

2.90

3.00

630

715

805

900

1,000

3.10

3.20

3.30

3.40

1,105

1,215

1,330

1,455

NOTE. This table is not applicable for ice or obstructed-channel conditions. It is based on discharge 

measurements made during 1903-1998 and is well defined. Above gage height 3.4 feet the table is the same 

as that for 1905-1907.

16254 IRR 241 10 20
306 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Chemung River at Chemung, N. Y., for 1907-8. 

[Drainage area, 2,440 square miles.]

Month.

1907.o

July....................................

1908.6

July....................................

Discharge in second-feet.

Maximum.

14,700

12, 600 

20, 300 

6,180 

3,780 

3,400 

260 

385 

2,500 

9,110 

29,300

29,300

7,410 

42,900

35, 300 

7,940 

13,800 

5,020 

3,480 

598 

168 

664 

298

42, 900

Minimum.

1,270 

557 

508 

80 

103 

109 

355 

502 

585

80

715

1,480 

1,980 

1,900 

405 

252 

184 

81 

102 

152

81

Mean.

5,000 

972 

4,250 

3,790 

2,350 

1,100 

898 

162 

214 

845 

2,310 

4,670

2,210

2,400 

3,590 

10,300 

3,830 

6,020 

1,070 

765 

332 

115 

194 

193 

 ' 137

2,410

Per 

square 

' mile.

2.05 

.398 

. 1.74 

1.55 

.963 

.451 

.368 

.066 

.088 

.346 

.947 

1.91

.906

0.984 

1.47 

4.22 

1.57 

2.47 

.439 

.314 

.136 

.047 

.080 

.079 

.056

.989

Run-off 

(depth in 

inches on 

drainage 

area).

2.36 

.41 

2.01 

1.73 

1.11 

.50 

.42 

.08 

.10 

.40 

1.06 

2.20

12.38

1.13 

1.58 

4.86 

1.75 

2.85 

.49 

.36 

.16 

.05 

.09 

.09 

.06

13. 47

Accuracy.

A. 

D. 

A. 

A. 

A. 

A. 

A. 

C. 

C. 

A. 

A. 

A.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A.. 

A. 

A. 

A. 

C.

a During the period of ice conditions the discharge was estimated on the basis of the discharge of Chenango 

River at Binghamton and climatological reports.

Second-feet. 

Discharge January 23 to 31, 1907........................................................ 1,550

February 1 to 12, 1907....................................................... 1,600

February 13 to 28, 1907...................................................... 500

March Tto 14, 1907........................................................... 400

& Discharge during frozen periods estimated on the basis of the discharge of adjacent drainages. It is 

only roughly approximate.

Second-feet. 

Discharge February 1 to 14, 1908......................................................... 600

December 11 to 31, 1908........................................................ 125

WEST BRANCH SUSQUEHANNA BASIN. 

DESCRIPTION. '

The West Branch of Susquehanna River rises in the mountains of 

Cambria County, at an elevation of not less than 2,000 feet above 

sea level, flows northeastward, and then southeastward into the Susquehanna above Sunbury. Its length is about 425 miles, and its 

drainage area, measured at mouth, comprises, approximately, 7,030 

square miles (United States Geological Survey), all in Pennsylvania.

Topography of the basin rugged. The bed of the river, as a rule, 

is composed of gravel and sand, but rocky ledges occur at some 

points. The banks of main stream and tributaries are generally 

high, and there are few low grounds subject to overflow. The fall 

of the stream is variable, but much greater above Queens Run than
SUSQUEHANNA RIVER DRAINAGE BASIN. 307

below, where the river traverses a wide, fertile, well-cultivated valley. 

Few forested areas remain. Facilities for artificial storage are probably good, and the flow of many of the tributaries might no doubt 

be regulated to considerable extent. The river was navigable, by 

means of the canal along its banks, to Lock Haven and beyond, 

prior to 1889, there being four canal dams on the stream, the ponds 

of which were used for navigation. The flood of 1889 so damaged 

the upper portion of the canal that it was not operated subsequent 

to that date above Muncy. From Muncy to Northumberland it was 

operated as late as 1897. No water was flowing in the canal at the 

Williamsport gaging station in 1895.

WEST BRANCH OF SUSQUEHANNA RIVER AT WILLIAMSPORT, PA.

This station is located at the Market vStreet Bridge in Williamsport. 

Lycoming Creek enters vSusquehanna River from the north about 2 

miles above the station, and Loyalsock Creek, also from the north, 

enters about 2 miles below the station. It was established March 1, 

1895, by George D. Snyder, who was at that time city engineer of 

Williamsport. A standard chain gage was installed by the United 

States Geological Survey August 16, 1901. The gage is now maintained by the United States Weather Bureau, from whom the daily 

readings are obtained.

The data collected at this station are of value, in conjunction with 

other records of discharge in this drainage area, for comparative 

purposes and for navigation and power problems.

The datum of the gage has been unchanged since the establishment 

of the station. The discharge is usually affected by ice during the 

winter period. Conditions of flow at this point are constant and a 

good rating curve has been developed. There is a dam about onehalf mile above the station, but it is believed that it has no effect 

on the relation of discharge to gage height.

Discharge data for this station prior to 1905 have been revised 

and republished in Water-Supply Paper No. 109.

Discharge measurements of West Branch of Susquehanna River at Williamsport, Pa., in

1907-8.

Date.

1907. 

July 23. ........

October 14.....

1908.

March 20.......

Hydrographer.

A. H. Horton ......................................

K. C. Grant............................. .....

K. C. Grant. .......................................

Width.

Feet.

722

766

934

934

228

Area of 

section.

Sq.feet.

17,400

373

Gage 

height.

Feet. 

1.39

1.72

16. 32

.29

Discharge.

Sec.-fl. 

2.780

3,350

99,100

94,100

614

> Measured by wading 500 feet below the dam.
308 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of West Branch of Susquehanna River at Williamsport, Pa.,

for 1907-8.

[Henry H. Guise, observer.]

Day.

1907.0 

1.. ............

2.. ..........

3..............

4.. ...........

5..............

6..............

8..............

9..............

10..............

11..............

12..............

13..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22... ..........

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

1908.6 

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9....... ......

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17.. ............

18..............

19..............

20..............

21..............

22..............

23..............

94

25.....:........

26..............

27..............

28..............

29..............

30. .............

31..............

Jan.

8.2

8.8

7.2

6.3

6.7

6.6

6.1

5.8

6.6

7.0

6.7

5.8

5.4

6.4

6.6

7.9

7.1

6.1

5.7

6.3

11.0

9.6

7.6

6.1

5.7

4.4

4.4

3.7

3.5

3.2

3.4

6.7

6.0

5.3

4.7

4.2

3.7

3.2

3.0

2.9

3.1

2.8

2.5

7.4

9.0

7.8

6.5

5.5

4.9

4.3

3.8

3.5

3.4

3.4

3.4

2.3

2.6

2.5

2.9

2.8

2.5

2.7

Feb.

3.0

2.6

3.5

3.5

2.6

2.7

3.0

2.4

2.4

2.5

2.7

2.2

2.8

2.2

2.2

2.3

2.2

2.4

2.3

2.1

2.0

2.2

2.4

1.9

1.7

1.7

1.5

1.7

2.3

2.1

3.0

2.8

2.6

2.6

2.7

2 9

2.9

2.4

2.3

2.2

2.1

2.1

2.6

17.0

13.2

9.3

7.4

6.2

5.4

4.6

4.1

3.6

3.2

3.2

4.7

4.3

3.2

Mar.

1.6

1.6

1.7

2.0

1.9

2.0

2.4

2.3

2.1

2.0

2.1

2.2

1.9

2.9

16.8

13.9

10.8

10.7

10.5

10.4

12.4

10.4

10.1

11.2

9.7

8.0

7.0

6.7

7.3

7.4

6.4

2.8

2.4

3.2

6.2

5.7

5.1

5.1

7.6

7.5

7.1

6.4

6.7

8.5

11.2

13.4

15.8

15.0

11.4

12.3

17.4

13.1

9.9

8.5

8.2

9.0

9.5

9.4

11.2

12.2

12.4

10.2

. Apr.

5.7

5.2

4.6

4.2

4.0

3.6

3.3

3.2

3.0

3.1

3.3

3.0

3.0

3.0

2.8

2.7

2.8

2.7

2.6

2.7

2.4

2.4

2.4

2.5

3.8

4.5

5.9

7.4

6.5

5.4

8.3

7.2

6.4

6.1

5.4

5.0

4.7

4.4

4.6

6.2

6.6

5.9

5.5

4.8

4.3

4.5

5.2

5.1

5.2

6.0

6.5

6.0

5.3

4.8

4.3

4.1

3.9

3.8

3.6

3.2

May.

5.0

4.8

4.3

4.0

4.1

4.0

4.1

4.2

4.4

5.5

6.0

5.5

4.9

4.0

3.7

3.6

3.3

3.0

3.1

2.9

2.6

2.6

2.3

2.2

2.2

2.1

2.3

2.5

2.2

2.1

4.0

5.1

5.7

5.7

5.6

5.2

5.2

9.0

10.5

9.4

8.2

7.1

6.1

5 A

5.3

7.8

8.2

8.3

7.9

7.6

10.9

9.9

9.8

8.4

6.9

6.5

6.4

5.6

5

C

7.8

June.

2.0

2.4

4.7

6.0

5.3

5.1

5.2

4.8

4.3

4.0

3.5

3.1

3.1

3.0

3.1

3.5

3.1

2.7

2.4

2.1

2.2

2.1

1.9

2.3

3.7

3.3

3.0

3.2

2.9

2.7

7.3

6.4

5.3

4.7

4.1

3.6

3.2

2.8

2.5

2.6

2.5

2.3

2.1

1 9

1.8

1.7

2.0

1.8

1.6

1.4

1.3

1.2

1.1

1.0

1.0

1.3

1.1

1.0

.9

.9

July.

4.5

5.9

5.6

4.9

4.0

3.4

3.2

2.9

2.7

2.5

2.1

2.0

2.2

2.8

1.7

1.7

1.4

1.4

1.6

1.5

1.8

1.7

1.4

1.2

1.2

1.0

1.0

1.0

1.0

1.3

1.1

0.9

.8

1.1

1.2

1.3

1.3

1.1

1.0

.9

.7

.6

.6

.7

.7

.7

.7

.7

.8

.4

.6

.6

1.0

2.1

2

n

2.5

2.0

1.5

1.2

1.1

1.0

.8

Aug.

0.8

.7

.8

.6

.6

.7

.6

.6

.8

.7

.7

.7

.9

.7

.7

.5

.4

.4

.3

.4

.4

.3

.3

.5

.4

.3

.4.

.3

.3

.4

.3

0.7

.6

.5

.5

.7

.8

1.0

1.4

1.0

1.0

1.0

.9

.8

.7

.7

.7

.7

.8

.9

.9

.9

.9

.7

.7

.6

.6

.6

.6

.5

.5

.5

Sept.

0.3

.4

.3

.3

.6

.7

.6

.6

.5

.8

1.1

2.2

1.5

1.5

1.3

1.1

1.0

.8

.7

.9

.9

1.1

1.3

1.2

1.2

1.3

1.1

1.0

1.1

1.1

0.5

.4

.4

.4

.3

.3

.3

.3

.3

.3

.3

.3

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.3

0

Oct.

1.3

1.5

1.3

1.3

1.5

2.1

2.6

2.2

2.4

2.4

2.5

2.1

1.8

1.8

1.6

1.4

1.3

1.2

1.1

1.1

1.0

1.0

1.0

1.0

1.0

.9

.9

1.1

2.3

3.2

3.0

0.4

.4

.4

.3

.3

.4

.4

.3

.3

.3

.4

.4

.4

.4

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.5

1.4

1.2

1.1

1.0

.9

Nov.

2.4

2.1

4.4

5.0

5.3

4.8

4.8

5.0

4.9

4.5

4,1

3.7

3.3

2.9

2.7

2.5

2.2

2.1

2.0

2.0

2.0

2.0

2.2

2.0

2.2

2.0

1.8

1.9

1.9

2.0

0.6

.6

.6

.5

.5

.5

K

.5

.5

.4

.4

.4

.4

.4

.4

.5

.5

.5

.5

c

.5

.5

.5

c

.5

c

.5

Dec.

2.0

2.0

1.9

1.8

1.6

1.4

1.4

1.5

1.6

2.7

6.4

6.2

5.9

5.2

4.7

4.3

3.9

3.5

3.2

2.5

2.3

2.3

2.3

7.0

10.0

8.4

6.5

6.0

6.2

7.2

7 9

0.5

.4

.4

.4

.4

.4

.4

.4

.5

.5

.5

.5

.5

.5

.6

.6

.6

.6

.7

.9

2.7

1.9

1.5

1.1

.9

.8

.8

.8

.9

1.0

a Discharge was not materially affected by Ice conditions, 1907-8. 

during February, 1907. 

6 Discharge not materially affected by ice conditions during 1907-8,

River frozen over above the dam
SUSQUEHANNA RIVER DRAINAGE BASIN. 309 

Rating table for West Branch of Susquehanna River at Williamsport, Pa., for 1907-8.

height.

Feet.

0.20

.30

.40

.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

DisSec.-ft.

495

630

775

930

1,090

1,260

1,440

1, 630

1,820

2,010

2,210

2,410

2,620

2,830

3,050

3,270

3,500

Gage 

height.

Feet. 

1.90 

2.00 

2.10 

2.20 

2.30 

2.40 

2.50 

2.60 

2.70 

2.80 

2.90 

3.00 

3.10 

3.20 

3.30 

3.40 

3.50

DisSec.-ft. 

3,740 

3,980 

4,220 

4,470 

4,720 

4,970 

5,230 

5,490 

5,750 

6,020 

6,300 

6,580 

6,870 

7,170 

7,470 

7,780

Gage 

height.

Feet. 

3.60 

3.70 

3.80 

3.90 

4.00 

4.20 

4.40 

4.60 

4.80 

5.00 

5.20 

5.40 

5.60 

5.80 

6.00 

6.20 

6.40

Discharge.

Sec.-ft. 

8,400 

8,710 

9,030 

9,360 

9,690 

10,400 

11,150

11. 940

12. 750

13,600

14, 470

15,350

16,250

17,150

18,060

18,980

19, 940

Gage 

height.

Feet.

6.60

6.80

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

Discharge.

Sec.-ft. 

20, 980 

21,900 

22,900 

28,000 

33, 460 

39,180 

45, 400 

52, 400 

60,300 

69,100 

78, 400 

88,400 

98,600 

109,000

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1902-1908, and is well defined.

Monthly discharge of West Branch of Susquehanna River at Williamsport, Pa., for 1907-8. 

[Drainage area, 5,640 square miles.]

Month.

Discharge in second-feet.

Maximum.

1907.

January................................ 45,400

February

March.................................. 96,600

April.......... ........................ 24,900

May.................................... 18,100

June... . .............................. 18,100

July.................................... 17,600

August................................. 1,630

September.............................. 4,470

October................................. 7,170

November................ ............ 14,900

December............................... 39,200

 

The year..........................! 96,600

1908. I

January................................! 33,500

February...... ........................ : 98,600

March...... . . ................ 103,000

April............ ......... ............ 29,600

May.................................... 44,800

June.................................... 24,400

July.................................... 5,230

August................................. 2,620

September.............................. 930

October................................. 2,620

November.............................. 1,090

December............................... 5,750

The year.......................... 103,000

Minimum.

7,170

2,830

3,050

4,970

4,220

3,740

1,820

630

630

1,630

3,500

2,620

630

4,770

4,220

4,970

7,170

9,690

1,630

775

930

495

630

775

775

Mean.

20,100

4,980

24,400

9,350

8,840

8,010

5,230

994

1,770

3,250

7,090

12,000

11,300

14,100

37,800

14,900

24,800

5,710

2,060

1,370

582

916

900

1,440

9,660

Per 

square 

mile.

3.56

.883

4.33

1.66

1.57

1.42

.927

.176

.314

.576

1.26

2.13

Run-off 

(depth in 

inches on 

drainage

1.57

2.00

2.50

6.70

2.64

4.40

1.01

.365

.243

.103

.162

.160

.255

1.71

4.10

.92

4.99

1.85

1.81

1.58

1.07

.20

.35

.66

1.41

2.46

21.40

2.31

2.70

7.72

2.94

5.07

1.13

.42

.28

.11

.19

.18

.29

23.34

Accuracy.

NOTE. Open-channel rating applied throughout 1907-8.
310 SURFACE WATER SUPPLY, 1907-8. 

JUNIATA RIVER BASIN. 

DESCRIPTION.

Juniata River rises in the mountains of Bedford, Blair, and Somerset counties, Pa., at a general elevation of about 2,000 feet above the 

sea, though the divide between its waters and those of the Ohio attains in places an elevation of 2,800 feet. The river has two chief 

upper divisions, the Frankstown and the Raystown branches; from 

their union, a few miles southeast of Huntington, the main river winds 

eastward to the point where it enters the Susquehanna at Duncans 

Island. The length of the river below the branches is about 75 miles, 

and its total drainage area, measured at mouth, comprises 3,530 square 

miles (United States Geological Survey).

The Frankstown Branch rises in northwestern Bedford County, and 

flows first northeast, then southeast, to the point where it receives 

the Raystown Branch, its length being about 50 miles and its drainage area measuring 933 square miles; the Raystown Branch rises in 

eastern Somerset County, and flows east and northeast to its union 

with the Frankstown Branch, its length being about 70 miles and 

its drainage area 909 square miles.

The valley of the main river is very narrow and the banks are 

generally high, with few low grounds to be overflowed. The bed is, 

as a rule, of gravel and sand, often with rock at very small depth and 

in places at the surface. For elevations and slope see Water-Supply 

Paper No. 109.

The whole basin of the river is traversed from southwest to northeast by a number of parallel ranges, across and between which the 

river and its tributaries wind. There are no lakes in the region, but 

facilities for artificial storage are good. Two miles above Hollidaysburg is an artificial reservoir, formerly used as a feeder for a canal. 

This reservoir has an area of about 600 acres and a depth of 20 feet, 

and is formed by a dam 850 feet long and 30 feet high, built mainly of 

earth. A small amount of power could be used here. A canal extends up the river to Huntington, following the stream closely for 

the entire distance. The Pennsylvania Railroad also follows the 

main river, the Frankstown Branch, and the Little Juniata almost 

to the summit of the mountains. There is very little manufacturing 

in the basin, and there are no mills of importance on the main stream 

below the mouth of the Raystown Branch. Little power is used 

from the canal, but a large amount might be developed, especially 

at the locks, where considerable water wastes.

The river has a large number of tributaries, but these offer few or 

no precipitous falls and fewer rapids than the main river, except 

where they cut through the ranges from one valley to an adjacent 

one. Their flow is variable, their banks vary in height, and they 

sometimes overflow considerable areas of bottom land.
SUSQUEHANNA RIVER DRAINAGE BASIN.

JTINIATA RIVER AT NEWPORT, PA.

311

This station is located at the steel highway bridge about 800 feet 

east of the public square at Newport. Buffalo Creek enters the 

river from the west about 1 mile above the station. There are no 

important tributaries between Newport and the mouth of the Juniata, 

a distance of about 12 miles. This station was established March 21, 

1899, by the United States Geological Survey, and was discontinued 

from July 15, 1906, to January 6, 1907. It is now being maintained 

by the Pennsylvania state water supply commission, from whom the 

tables of daily gage heights and discharge measurements made by 

engineers of the commission are obtained.

The datum of the chain gage has remained constant during the 

maintenance of the station. The discharge is usually affected by 

ice conditions. Conditions of flow are liable to change from year to 

year. A good rating curve has been developed for high and medium 

stages, and at low stages it is fairly good.

Discharge data for this station prior to 1905 have been revised and 

republished in Water-Supply Paper No. 109.

Discharge measurements of Juniata River at Newport, Pa., in 1907-8.

Date.

1907. 

July 24. ........ 

October 11 .....

1908. 

February 16 a. .

March 9 ........

September 10 ..

Hydrographer.

A. H. Horton ....................................... 

K. C. Grant..... ...................................

Farley Gannett. . ...................................

.....do..............................................

K. C. Grant ........................................

F. E. Langenheim... ...............................

Width.

Feet. 

469 

505

617

615

619

470

Area of 

section.

Sq.ft. 

986 

1,050

7,150

6,540

848

Gage 

height.

Feet. 

3.32 

3.41

13.70 

10.80

10.20

12.58

2.74

Discharge.

Sec.-ft. 

1,620 

1,590

39,900 

27,400

24,700

35,300

73,700

652

a Float measurement.
312 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Juniata River at Newport, Pa., for 1907-8. 

[A. R. Bortel, observer.]

Day.

1907.»

6. ........... ..

8...-..-..-..-.

10..............

12...-..--.-.-..

13...-...-.-.--.

14...-.---..---.

15.....-.-.--.--

i fi

19-.....-..-.-.-

Of)

22....----.-.-..

oq

24..............

20..............

28......---.....

29-....---.-...-

30.-.-.-.-.-....

31..............

1908.6

3.......-.-..--

6. ........ .....

7-... ....... .--

8........ ......

10..............

11..............

1 ^

14..............

15..............

10..............

18..............

19. . ........ ....

20..............

21 ..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

5.1

5.0

5.05

4.95

4.8

4.85

0.85

9.75

11.4

11.05

8.55

7.3

6.9

7.95

9.25

8.65

7.0

6.0

5.0

5.35

5.05

4.5

4.15

4.15

4.25 

6.7

G.O

4.85

4.3

4.1

4.0

4.1

3.95

11.45

8.55

7.0

6.55

4.7

4.65

5.0

c rtr.

4.7

5.0

4.4

4.1

Feb.

4.15

4.1

4.35

4.4

4.2

4.05

3.9

3.9

3.7

3.9

4.0

4.05

3.9

3.85

4.0

4.1

3.85

4.0

4.0

4.0

3.95

4.0

7.8

7.4

7.7

7.25

7.45

q 7

3.5

4.75

4.85

4.8

4.6

4.5

4 9

5.2

5.0

c n^

4.95

6 9

13.9

10 9

4.8

4.6

9

0

4 65

.......

Mar.

7.65

7.85

8.0

8.15

8.2

7.9

7.6

7.15

6.1

5.15

5.6

5.3

18.0

15.65

12.0

11.1

10.9

15.15

8.85

8.35

6.9

6.3

5.05

5.7

5.55

5.2

4.95

5.3

5.7

9 3

12.5

11.8

9.9

10.7

11.7

12.5

12 25

12.3

n

o

17 At.

19 6

9 7

7.45

7.05

6.2

6.1

6.1

6.25

5.95

Apr.

4.75

4.5

4.5

4.4

4.4

4.3

4.25

4.2

4.7

6.45

6.25

5.7

5.5

5.15

4.95

4.8

4.0

4.45

4.4

4.4

4.4

4.3

4.55

5.25

5.6

5.3

5.05

4.8

4.6

C 7C

5.8

5.35

5.2

5.0

6.1

5.85

5.7

5.25

5.0

5.6

4 9

4.6

A 7C

4.2

May.

4.5

4.5

4.4

4.3

4.3

4.4

4.45

4.6

5.55

7.6

6.5

5.05

5.15

4.95

4.7

4.25

4.1

4.05

3.95

3.85

3.8

3.8

3.8

3.9

3.9

3.9

3.9

3.75

4.25

4.35

12.85

9.1

7.75

c Q

5 25

6.0

10 9

12.0

7.6

6.7

7.0

5.75

6.4

June.

3.8

4.55

6.95

7.0

6.0

5.7

5.65

5.1

4.75

4.55

4.4

4.85

5.45

6.75

6.75

5.65

5.0

4.6

4.35

4.3

4.2

4.0

4.3

4.3

4.15

3.95

3.85

3.7

3.8

5.05

4.2

4.05

4.0

4.05

4.05

4.0

3.8

3.8

3.8

q 7

3.6

q c

3 5

3

K

3

£

3.4

q or

3.25

July.

4.4

4.25

4.15

3.90

3.75

3.7

3.5

3.65

3.6

3.5

3.5

3.6

3.5

3.6

3.5

3.4

3.4

3.4

3.75

3.95

3.6

3.5

3.3

3.1

3.2

3.2

3.1

3-2

3.2

3.35

3

C

q c

3.6

3-85

3.4

3-3

q i

3

1

3 1

q i

q o

3 OP,

3

r.

q q

3

0

q i

3

1

Q 1

3 q

q o

5.5

4.25

3.5

3.4

Aug.

3.0

3.1

3.1

2.95

3.0

3.1

3.0

3.1

3.1

3.05

3.2

3.35

3.15

3.1

2.95

3.0

q ft

2.8

2.95

2.9

2.9

3.1

3.20

3.6

3.35

3.25

3.2

3.0

q q

q 1 r.

q i

3.05

3.0

q -i

3.1

q i

3.1

q i

q i

q ft

q ft

3 ft

3 O^

q i

q ftc

q ri

q i

q 1

q i

q i

3

f|C

O Q#

2 9

q ri

3.0

Sept.

3.0

3.0

2.9

3.2

4.5

4.0

4.0

3.7

3.4

3.6

5.0

5.65

4.95

4.35

3.85

3.7

3.5

3.4

3.5

3.55

3.45

3.6

3.85

4.05

3.9

3.85

3.6

3.5

3.5

3.4

2 9

3 0

2.8

2.8

2.8

2.85

2.7

2.75

2 9

O Q

9 Q

o fi

2.8

2.8

2

0

2 75

2.8

2.7

2

O

9 fi

2.8

9 Q

9 fi

3.7

Oct.

3.5

3.5

3.3

3.4

3.5

3.55

3-6

3.5

3.4

3.4

3.4

3.4

3.3

3.2

3.2

3.2

3.1

3.1

3.1

3.1

3.1

3.0

3.1

3.1

3.1

3.0

3.0

3.25

3.4

3.65

3.45

0 C

q o

3.05

q fi

3.0

3.0

2.9 °. n

3.0

3.0

3 0

q A

3 HP;

9 Q

o n

9 Q

2.85

9 Qe.

2.85

9 Q

2.85

q n

q o

q o

3 9

3 15

q i

3.1

Nov.

3.2

3.1

4.75

5.5

4.75

4.45

4.3

4.65

4.8

4.7

4.6

4.2

4.1

3.9

3.8

3.7

3.7

3.5

3.5

3.6

3.8

3.9

3.9

3.9

4.15

4.6

4.45

4.3

4.25

q fi

Q fie:

3.0

3

fi

Q fi

2.9

O Q

2 9

2.85

3.0

2.8

3

fl

3 n

9 Q

q ft

2 9

9 fi

2

Q

q n

9 Q

3.05

q n

3 n

2 95

9 fi

9 Q

3.0

q ft

2 85

9 0

Dec.

4.2

4.05

4.0

3.9

3.85

3.7

3.7

3.55

3.65

9.3

6.7

5.6

4.6

4 5

4.35

4.15

4.0

4.0

4 o

0.15

8.2

8.05

7.8

7.1

6.5

0.6

7.15

q A

2 85

0 1

q ft

q ft

2 9

2 85

9 Q

3.05

3.25

q i

3

C

q ft

q ft

q i

q ft

q o

A Or.

4 15

Q 7C

3

4

q o

q rie

3

1

q or

q o

3

1

3.1

a Discharge affected by ice conditions from about February 23 to March 13, 1907. 

6 Discharge probably not affected by ice conditions during 1908.
STJSQUEHANNA EIVER DRAINAGE BASIN. 

Eating table for Juniata River at Newport, Pa., for 1907-8.

313

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Sec.-ft.

610

725

845

975

1,115

1,270

1,440

1,620

1,810

2,020

2,240

2,470

2,710

2,970

3,230

3,500

Gage 

height.

Feet.

4.30

4.40

4. 50

4.60

4.70

4.80

4.90

5.00

5.10

5. 20

5. 30

5. 40

5.50

5.60

5.70

5.80

Discharge.

Sec.-ft.

3,770

4,050

4,330

4,610

4,900

5,190

5,480

5, 780

6,080

6,380

6,690

7,000

7,310

7, 620

7,930

8, 250

Gage 

height.

Feet.

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

Discharge.

Sec.-ft.

8,570

8,890

9,540

10, 200

10, 880

11,560

12,260

12, 970

13, 700

14, 440

15, 200

15, 960

16, 740

17,520

18, 320

19, 120

Gage 

height.

Feet.

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

22.10

Discharge.

Sec.-ft.

19, 940

24, 140

28, 540

33, 100

38,020

43, 280

48, 780

54, 520

60, 440

66, 440

72, 600

78, 800

85, 180

91,580

92, 220

NOTE. The above table is not applicable for ice or obstructefl-channel conditions. It is based on discharge measurements made during 1899-1908. and is well defined above gage height 4 feef. Below this gage 

height it is fairly well defined.

Monthly discharge of Juniata River at Newport, Pa., for 1907-8. 

[Drainage area, 3,480 square miles.]

Month.

1907.

April....................................

May....................................

July.....................................

1908.

April..... .

July.....................................

D

Maximum.

30, 300

92, 200 

10, 400 

14, 400 

12,300 

4,050 

2,020 

7,780 

2,130 

7,310 

21, 200

92, 200

30,600 

42, 700 

76, 300 

9,210 

52, 200 

9,700 

7,310 

1,440 

2,240 

1,810 

1,040 

3,640

76, 300

ischarge in s 

Minimum.

3,360 

2,240

3,500 

2, 360 

2,240 

1,120 

668 

845 

975 

1,120 

1,920

668

2,840 

1,810 

4,190 

3,500 

3,640 

1,360 

1,120 

845 

610 

785 

725 

785

610

scond-feet. 

Mean.

14, 000 

2,910 

17,800 

5,340 

4,780 

5, 610 

1,970 

1, 130 

2,580 

1,440 

3,460 

7,540

5,710

7,840 

8,510 

22, 700 

6,360 

14, 900 

3,060 

1,790 

1,060 

836 

1,010 

896 

1,370

5,860

Per 

square 

mile.

4.02 

.£36 

5. 12 

1.53 

1.37 

1.61 

.566 

.325 

.741 

.414 

.994 

2.17

1.64

2. 25 

2.45 

6.52 

1.83 

4.28 

.879 

.514 

.305 

.240 

.290 

.257 

.394

1.68

Run-off 

(depth in 

inches on 

drainage 

area) .

4.04 

.87 

5.90 

1.71 

1.58 

1.80 

.65 

.37 

.83 

.48 

1.11 

2.50

22.44

2.59 

2.64 

7.52 

2.04 

4.93 

.98 

.59 

.35 

.27 

.33 

.29 

.45

22.98

Accuracy.

A. 

B. 

B. 

A. 

A. 

A. 

A. 

B. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

A.

NOTE. Discharge January 1 to 6 and February 23 to March 13, 1907, estimated on the basis of the discharge of West Branch Susquehanna River at Williamsport.

Second-feet. 

Discharge January 1 to 6,1907............................................................... 25, 000

February 23 to 28, 1907............................................................ 2,500

March 1 'to 13, 1907................................................................ 2,500

Discharge interpolated July 31, 1907.
314 SUEFACE WATER SUPPLY, 1907-8.

BROAD CREEK AT MILL GREEN, MD.

Broad Creek rises in the northern part of Harford County, flows 

southeastward, and then northeastward into the Susquehanna. Its 

fall is gradual, the bed is of gravel or sand, the banks are generally 

low, and the flow is variable.

This station is located at the steel highway bridge in the village 

of Mill Green. No important tributaries enter Broad Creek in the 

immediate vicinity of Mill Green. The station is about 8 miles 

above the junction of Broad Creek with the Susquehanna. It was 

established December 14, 1904, and was discontinued March 31, 

1909. The observer was paid by the Maryland state weather service.

This station was established to determine the regimen of flow of 

Broad Creek for power purposes.

The datum of the chain gage has remained constant since the 

establishment of the station. The discharge is often affected by 

ice during the winter period. Conditions of flow have remained 

practically constant during the maintenance of the station, and a 

good low-water rating curve has been developed.

The following discharge measurement was made May 21, 1908: 

Width, 30 feet; area, 39 square feet; gage height, 2.47 feet; discharge, 26.0 second-feet.

Daily gage height, infest, of Broad Creek at Mill Green, Md.,for 1907-8. 

[E. T. Treakle, observer.]

Day.

1907.o 

1.... ..........

2..............

3..............

4..............

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..............

Jan.

2.78

2.58

2.51

2.77

2.62

2.60

2.57

2.48

2.55

2.50

2.46

2.73

2.51

2.66

2.74

2.61

2.62

2.55

2.59

3.28

2.60

2 52

2.48

2. 6a

2.52

2.50 

2 52

2.45

2.51

2.44

2.44

Feb.

2.42

2.48

2.44

2.48

2.70

2.80

2.65

2.62

2.52

2.48

2.48

2.46

2.48

2.52

2.44

2.42

2.42

2.35

2.44

2.44

2.41

2.42

2.58

2.62

2.59

2.39 

2.30

2.33

Mar.

2.38

4.60

2.82

2.50

3.48

2.52

2.45

3.25

2.92

2.42

2.48

2.50

4 60

3.75

2.90

2. 72

2.78

3. 12

2.75

2.60

2.57

2.55

2.52

2.49

2.48 

2.46

2.48

2.45

2.44

2.40

Apr.

2.41

2.40

2.41

2.40

2.41

2.36

2.38

2.44

2.75

2.58

2.45

2.41

2. 46

2.41

2.38

2.36

2.38

2.36

2.36

2.35

2.35

2.34

2.45

2.54

2.39

2.40 

2.39

2.39

2.36

2.34

May.

2.34

2.34

2.31

2.42

2.35

2.35

2.38

2.38

2.52

2.39

2.38

2.34

2.32

2.31

2.32

2.38

2.34

2.31

2.34

2.48

2.38

2.34

2.30

2.31

2.30

2.36

2.60

2.42

2.32

2.31

2.34

June.

2.38

2.70

2.58

2.56

2.62

2.42

2.37

2.39

2.39

2.35

2.43

2.36

2.35

2.39

2.38

2.35

2.31

2 30

2.31

2.30

2.35

2.34

2.34

2.29

2.29

2.30 

2.29

2.26

2.60

2.39

July.

2.31

2.26

2.30

2.29

2.25

2.25

2.30

3.00

2.32

2.34

2.40

2.40

2.32

2.29

2.30

2.29

2.62

2.85

2.52

2.34

2.30

2.29

2.26

2.26

2.26

2.26 

2.25

2.21

2.25

2.24

2.22

Aug.

2.70

2.42

2.32

2.30

2.26

2.26

2.24

2.22

2.65

2.32

2.29

2.30

2.29

2.25

2.24

2.21

2.21

2.24

2.20

2.22

3.36

2.29

2.28

3.22

2.32

2.29

2.28

2.26

2.22

2.20

2.22

Sept.

2.20

2.21

2.20

2.20

2.20

2.19

2.16

2.22

2.20

2.19

2.35

2.24

2.19

2.18

2.16

2.15

2.82

2.25

2.22

2.19

2.24

2.22

4. 10

2.52

2.45

2.32 

2.35

2.34

2.88

2.50

Oct.

2.45

2.4

2.39

2.42

2 4

2.39

2.38

2.4

2.38

2.34

2.34

2.3

2.31

2.3

2.3

2.3

2.29

2.29

2.3

2.3

2.29

2.25

2.24

2.21

2.25

2.28 

2.32

2.50

2.44

2.38

2.34

Nov.

2.25

2.54

2.55

2.38

2.29

2.42

3.28

2.55

2.5

2.7

2.55

2.45

2.42

2.39

2.39

2.39

2.39

2.45

2.58

2.5

2.65

2.5

2.48

4.28

3.05

2.78 

2.6

2.52

2.5 2.5'

Dec.

2.5

2.51

2.5

2.51

2.5

2.49

2.49

2.5

2.49

4.10

2.75

2.62

2.62

4.3

3.3

2.75

2.7

2.71

2.65

2.6

2.65

2.62

4.85

3.35

2.68

2.6 

2.62

2.6

2.62

2.88

2.68

Ice conditions prevailed from about January 24 to February 28,1907.
5USQTTEHANNA RIVER DRAINAGE BASIN. 315

Daily gage height, in feet, of Broad Creek at Mill Green, Md.,for 1907-8 Continued.

Day.

1908.0 

1..............

2. ............

3..............

4........ .....

5..............

C..............

7..............

8.............

9..............

10..............

11.............. 

12..............

13..............

14.. ... ....

1C..............

17..............

18..............

19..............

20..............

21 .............. 

22..............

23..............

24..............

25..............

26.............. 

27..............

28.............. 

29..............

30..............

31..............

Jan.

2.62

2.60

2.58

2.60

2.60

2.60

2.62

4.00

2.78

2.65

2.80 

3.66

2.95

2.80

2 68

2.62

2.61

2.60

2.60

2.64 

2.62

2.60

2.70

2.88

2.72 

2.82

2.65 

2.70

2.68

2.74

Feb.

2.90

2.68

2.60

2.58

2. 6S

2.70

2.65

2.65 

2.68

2.62

2.58 

2.65

3.70

2.70

2.65

2.72

3.05

2.80

2.75 

2.75

2.62

2.52

2.52

5.90 

2.75

2.68 

2. 62

Mar.

2.60

2.62

2.58

2.50

2.58

2.62

4.68

2.62 

3.25

2.70

2.69 

2.68

2.60

2.61

2.60

2.55

2.52

2.55

2.58

2. 55 

2.51

2.50

2.54

2.55

2.50 

2.50

2.50 

2.62

2.72

Apr.

2.55

2.62

2.52

2.50

2.49

2.49

2.46

2.55 

2.52

2.50

2.51

2.49

2.45

2.45

2.50

2.49

2.50

2.51

2.45 

2.45

2.44

2.40

2.40

2.40 

2.40

2.38 

2.39

9 40

May.

2.40

2.38

2.39

2.42

a so

2.52

3.65

2.68 

2.62

2.52

2.50 

2.50

2.46

2.51

2.45

2.42

2.50

2.50

2.52 

2.49

2.45

2.40

2.40

2.40 

2.38

2.35 

2.36

2.35

2.35

June.

2.35

2.35

2.39

2.38

2.34

2.32

2.31

2.30 

2.31

2.31

2.32 

2.32

2.29

2.29

2.54

2.40

2.38

2.32

2.34

2.31

2.30 

2.30

2.30

2.28

2.28

2.28 

2.28

2.25 

2.25

2.25

July.

2.25

2.22

2.24

2.21

2.20

3.70

2.26

2.25 

2.24

2.20

2.20 

2.20

2.20

2.74

2.20

2.20

2.19

2. 18

2.18

2.22 

2.68

2.30

2.60

5. 30

2.40 

2.30

2.30 

2.29

2.25

2.26

Aug.

2.28

2.25

2.25

2.25

2.25

2. 32

2.85

2.26 

2.30

2.26

2 24 

2.20

2.20

2.19

2.20

2.24

2.25

2.20

2.19

2.10

2.16

2.15

2. J6

2.19

3.38 

2.34

2.29

2.25

2.20

2.20

Sept.

2.20

2.20

2.18

2.16

2.18

2.40

2.25

2. 20 

2.20

2.18

2, 16 

2.16

2.16

2.15

2.15

2.15

2.16

2.16

2.16

2.16

2.18 

2.18

2.15

2.18

2.16

2.16

2.20

2 22

2.28

2.19

Oct.

2.25

2. 19

2.18

2.15

2.15

2.16

2.16

2.18 

2.18

2.16

2.19 

2.19

2.15

2.15

2.15

2.14

2.13

2.15

2. 15

2.15

2.15 

2.18

2.19

2.19

2.45

2.65 

2.34

2.32 

2.38

2.45

2.34

Nov.

2.30

2.29

2.29

2.29

2.29

2.25

2.24

2.25 

2.25

2.21

2.21 

2.20

2.20

2.20

2 24

2.21

2.25

2.32

2.38

2.30

2.30

2.29

2.30

2.35

2.25

2.25 

2.25

2.25 

2.25

2.25

Dec.

2.22

2.20

2.20

2.22

2.22

2.25

2.70

2.28 

2.24

2.20

2.24

2.42

2.32

2.21

2.26

2.30

2.36

2.32

2.26

2.28 

2.30

2.35

2.32

2.25

2.25 

2.25

2.25

2.28

2.25

2.34

It is probable that the flow of the creek was not materially obstructed by ice conditions during 1908. 

Rating table for Broad Creek at Mill Green, Md.,for 1904-1908.

Gage

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge.

Sec.-ft.

6

8

11

15

20

26

32

39

47

Gage

height.

Feet.

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

Discharge.

Sec.-ft.

55

64

74

84

94

105

117

129

142

Gage

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

Discharge.

Sec.-ft.

155

169

184

199

214

230

246

262

278

Gage

height.

Feet.

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

Discharge.

Sec.-ft.

294

3H

328

345

380

416

452

490

528

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 

7 discharge measurements made during 1905-1908 and is well defined between gage heights 2.2 feet and 3.3 

feet.
316 SUEFACE WATER SUPPLY, 1907-8.

Monthly discharge of Broad Creek at Mill Green, Md.,for 1907-8. 

[Drainage area, 1C.4 square miles.]

Month.

1907.

July.....................................

1908.

May................... ................

July....................................

Discharge in second-feet.

Maximum. Minimum.

92

278 

43 

32 

39 

64 

101 

199 

26 

227 

320

19 

17 

15 

13 

11 

11 

10 

11 

13 

25

320 10

184 

509 

291 

33 

136 

28 

398 

103 

20 

36 

19 

39

31 

27 

26 

19 

18 

13 

10 

10 

10 

9 

11 

11

Mean.

30.4 

20.0 

56.8 

21.2 

18.5 

20.1 

18.4 

20.4 

22.4 

17.1 

36.1 

58.2

28.3

46.3 

65.9 

41.5 

24.3 

27.1 

16.3 

31.6 

16.6 

10.8 

12.8 

13.3 

14.4

Per 

square 

mile.

1.85 

1.22 

3.46 

1.29 

1.13 

1.23

L24 

1.37 

1.04 

2.20 

3.55

1.72

2.82 

4.02 

2.53 

1.48 

1.65 

.994 

1.93 

1.01 

.659 

.780 

.811 

.878

Run-off 

(depth in 

inches on 

drainage 

area).

2.13 

1.27 

3.99 

1.44 

1.30 

1.37 

1.29 

1.43 

1.53 

1.20 

2.46 

4.09

23.50

'3.25 

4.34 

2.92 

1.65 

1.90 

1.11 

2.22 

1.16 

.74 

.90 

.90 

1.01

509 ' 9 20.7 1.03 22.10

Accuracy.

B. 

D. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

A. 

A. 

B.

A. 

B. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

NOTE. Discharge during January 24 to February 28,1907, estimated on the basis of climatological reports 

and comparisons of the discharge of eastern Maryland stations. Discharge, January 24 to 31, 1907, 18 

second-feet.

DEER CREEK NEAR CHURCHVILLE, MD.

Deer Creek rises in southern part of York County, Pa., and flows 

southeastward into the Susquehanna near Stafford, Harford County, 

Md. It is about 35 miles long and drains an area of 128 square 

miles.

The gaging station is located at the highway bridge about 3 miles 

north of Churchville. All tributaries in the vicinity of the station are 

unimportant. The station is located about 1 mile above Coolbranch 

Run and about 8 miles above the junction of Deer Creek with the 

Susquehanna. It was established December 14, 1904, and was discontinued March 31, 1909. The observer was paid by the Maryland 

state weather service.

This station was established to determine the regimen of flow of 

Deer Creek for power purposes.

The datum of the chain gage has not been changed since the establishment of the station. The discharge is often affected by ice during 

the winter period. Conditions of flow have remained constant during 

the maintenance of the station and an excellent low-water rating 

curve has been developed.
SUSQUEHANNA EIVEE DRAINAGE BASIN. 317

Daily gage height, infect, of Deer Creek near Churchville, Md.,for 1907-8. 

[R. H. Archer, observer.]

Day.

1907.1

2..............

5..............

9..............

11..............

13.............. 

14..............

16..............

17..............

10

19

20..............

22..............

24..............

26..............

2,\.............

28..............

30

1908. b 

1..............

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..............

Jan.

2.55

2.12

2.18

2 08

2.25

2.20

2.05

2.28

2.35 

2.45

2.25

2.30

2.20

3.00

2.20

2.15

2.10

2.20

2.00

2.15

2.00

2.35 

2.37

2.32

2.25

2.25 

2.65

2.97

2.50

2.53

2.38

2.95 

3.10

2.52

2.45

2.47

2.45

2.40 

2.45

2.35

2.33

2.40

2.25

2.20

Fob.

2.05

2.15

2.25

2.45

2.40

2.25

2.20

2.35 

2.25 

2.30

2.20

2.15

2.25

2.25

2.10

2.10

2.10

2.25

2.25

2.00

2.15

3.83

2.32

2.33

5.35 

5.35

4.15

4.20

4.40

4.45

4.07 

2.90

4.23

2.75

2.60

2.45 

2.45

2.80

2.53

2.42

2.35 

2.35

10.50

3.15

2.95

2.75

Mar.

2.00

3.82

2.85

2.25

2.20

2.10

2.40

2.10

2.20

4.05 

3.95 

2.85

2.55

2.50

3.10

2.85

2.45

2.40

2.25

2.20

2.20

2.20

2.20

2.15

2.50

2.55

2.45

2.55 

2.55

2.52

2.50

2.45

2.50

2.47 

2.40

2.45

2.40 

2.45

2.30

2.35 

2.30

2.45

2.50

2.40

2.55

2.55

2.60

Apr.

2.05

2.00

2.00

2.00

2.00

2.52

2.30

2.20

2.02 

2.00 

2.00

2.00

2.02

1 98

1.95

1.95

1.95

1.95

2.12

2.70

2.10

2.00

2.00

2.00

2.00

2.55

9 9::

2.25

2.20 

2.25

2.25

2.42

2.30

2.25

2.17

2.37

9 oc

9 17

2.10 

2.35

2.18

2.15 

2.10

2.10 

2.15

2.05

2.00

2.05

May.

1.95

1.95

1.95

2 00

2.00

2.10

1 95

2.15

2.00

2.05

1.95 

1.92 

1.88

2.02

1.98

2.70

1.98

1.95

2.00

2.05

2.20

2.00

2.00

1 90

2.10

2.15

2.05

2.15

2.30 

5.30

2.90

2.35

2.20

2.10

2.07 

1.95

2.10

2.18

2.20

2.18 

2 80

2.45

3.25 

2.90

2.28 

2. 10

2.30

2.10

2.18

2.12

June.

1.90

3.25

2.25

2.20

1.95

2.05

2.00

2.02

1.98 

2.15 

2.00

1.95

1.90

1 90

1 90

1.90

1 90

1 85

1.85

1.80

1.88

2.40

2.10

1.95

1.90 

1 90

1.90

1 90

1.85

1 OS

1.85 

1 80

1.82

2.28

1.80 

1 80

1.80

1.80 

1.80

1.88 

1.80

1.80

1.70

1.70

1.70

July.

1.90

1.85

1 80

1.85

1.80

1.90

1.85 

1.80 

1.75

1.75

1.90

1.85

1.75

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1 80

1.72

1.70 

1 68

1.85

1.78

1.72

1.75 

1.75

1.95

1.70

1.60 

1.70

1.75

1 60

1.60 

1.58

1.55

1.55 

2.9

2.1

1.78

2.90

1.88

1.75

1.7

1.62

Aug.

2.25

1.95

1.95

1 98

1.78

1.75

3.08

2.05

1.90

1.70 

1.70 

1.70

1.70

1.70

1.70

1.70

1.70

1.88

2.80

1 90

1.75

1.70

1.70

1.70

1.60 

1.60

1 60

1 60

2.08

1.80 

2.00

1.98

1 70

1.70

1.70

1.60 

1 60

1.65

1.72

2.30 

1.75

1.68

1.62 

1.55

1.55

1.55 

1 60

5.02

2.55

1.80

1.70

1.70

1.70

Sept.

1.65

1.70

1.65

1.70

1.70

1.60

1.70

1.70

1.68

1 98

1.75 

1.70 

1.65

1.65

1.65

1.75

1.90

1.70

1.65

2.72

2.52

2.02

1.95

1.92

4.00

1.65

1.65

1.65

2.00 

1.72

1.65

1.65

1.65

1 65

1.65

1.60

1 60

1.60 

1.60

1.60

1.60 

1 60

1 60

1.60 

1 60

1 60

1 60

1.60

2.80

1.90

Oct.

2.15

2.05

2.00

2.00

2.35

2.02

1.95

2.02

1.95

1.95

1 90

1.90 

1.90 

1.90

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1 80

1.90

2. 12

1 90

1.72

1 60

1.60

1.60 

1.60

1 60

1 60

1.60

1 60

1 60

1.55

1.55 

1.55

1.55 

1.95

5.30

2.12

2.30

1.95

Nov.

1.90

1.92

3.10

2.08

2.00

2.00

3.90

2 42

2.30

2.20

2.40

2.15

2.12 

2.00 

2.00

2.00

2.00

2.32

2.50

2.25

2.15

9 1 ^

4.40

3.80

3.10

2.50

2.30

2.30

1.88

1.78

1.72

1.78

1.75 

1.70

1.70

1.70

1.65

1.65

1.65

1.60 

1 60

1.60

1.60

1.75

1.80 

1.95

2.05

1.92

1.85

1.80 

1 80

1.78

1.78

1.78

1.72

Dec.

2.25

2.10

2.20

2.15

2.20

2.15

2.20

2.05

3.95

3.65

2.65

2.30

1.85 

3.02 

2.97

2.75

2.63

2.50

2.50

2.30

2.30

2.25

4.27

2.75

2.50

2.45

2.40

2.55

2.42

2.40

1.72 

1.70

1.70

1.70

1.70

1.72 

2.32

2.00

1.80

1.82

1.75

2.12

1.92 

1 80

1.80

1.75

1.80

2.08 

2.00

1.88

1.80 

1.80

1.80

1.80 

1.92

1.85

1.85

1.80

1.90

1.90

2.00

a Ice conditions prevailed from about January 24 to February 28, 1907. 

6 Ice conditions prevailed from about February 6 to 13, 1908,
318 SUEFACE WATER SUPPLY, 1907-8.

Rating table for Deer Creek near Churchville, Md.,for 1904-1908.

Gage 

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec -ft.

72

87

105

126

150

178

209

242

277

315

355

400

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Sec.-ft.

445

495

550

605

665

725

790

855

920

990

1,060

1,135

Gage 

height.

Feet.

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90 f

5.00

Discharge.

Sec.-ft.

1,210

1,290

1,370

1,450

1,535

1,620

1,710

1,800

1,890

1,985

2,080

2,180

Gage 

height.

Feet.

5.20

5.40

5.60

5.80

6.00

7.00

8.00

9.00

10.00

Discharge.

Sec.-ft.

2,380

2,590

2,810

3,030

3,260

4,460

5,760

7,060

8,460

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 6 discharge measurements made during 1904-1906 and is well defined between gage heights 1.5 feet and 3.5 feet.

Monthly discharge of Deer Creek near Churchville, Md.,for 1907-8. 

[Drainage area, 141 square miles.]

Month.

1907.

July.....................................

The Year

1908.

July.....................................

Discharge in second-feet.

Maximum.

605

1,330 

445 

445 

758 

323 

653 

2,650 

296 

1,620 

1,510

2,650

1,540 

8,460

790 

378 

2,480 

270 

4,220 

2,200 

495 

2,480 

194 

285

8, 460

Minimum.

178 

164 

145 

126 

105 

105 

87 

126 

150 

138

87

242

277 

178 

164 

105 

80 

80 

87 

80 

87 

105

80

Mean.

240 

180 

394 

204 

183 

200 

142 

156 

272 

166 

372 

420

244

383 

718 

379 

249 

359 

145 

274 

189 

110 

192 

119 

142

272

Per 

square 

mile.

1.70 

1.28 

2.79 

1.45 

1.30 

1.42 

1.01 

1.11 

1.93 

1.18 

2.64 

2.98

1.73

2.72 

5.08 

2.69 

1.77 

2.55 

1.03 

1.94 

1.34 

.780 

1.36 

.844 

1.01

1.93

Run-oft 

(depth in 

inches on 

drainage, 

area).

1.96 

1.33 

3.22 

1.62 

1.50 

1.58 

1.16 

1.28 

2.15 

1.36 

2.94 

3.44

3.54

3.14 

5.48 

3.10 

1.98 

2.94 

1.15 

2.24 

1.54 

.87 

1.57 

.94 

1.16

26.11

Accuracy.

A. 

D. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

A. 

A. 

A.

A. 

C. 

A. 

A. 

B. 

A. 

B. 

B. 

A. 

B. 

A. 

A.

NOTE. Discharge during the frozen periods 1907-8 estimated on the basis of climatological reports and 

intercomparison of data on stream flow collected at eastern Maryland stations:

Second-feet. 

Discharge January 24 to 31, 1907.......................................................... 142

February 6 to 13,1908........................................................ 312
GUNPOWDER EIVEE DRAINAGE BASIN. 

MISCELLANEOUS MEASUREMENTS.

319

The following miscellaneous measurements were made in Susquehanna River drainage basin in 1907:

Miscellaneous measurements made in Susquehanna River drainage basin.

Date.

July 24. ........

October 12

July 26 & .......

Stream.

Juniata River. 

.....do..................

Juniata River. 

.....do..................

Locality.

ingdon, Pa. 

Bridge 2,000 feet above

railroad station.

Huntingdon, Pa. 

.....do...................

Width.

Feet. 

249

226

136

184

Area of 

section.

Sq.ft. 

601

567

250

Qf\0

Gage 

height.

Feet. 

«3.26

Discharge.

Sec.-ft.

323

a Weather Bureau gage at covered bridge near railroad station. 

& Measurement by wading below bridge.

GUNPOWDER RIVER DRAINAGE BASIN.

DESCRIPTION.

The headwaters of Gunpowder River lie in York County, Pa., near 

the Maryland line. Thence-the river flows southeastward through 

Baltimore County, Md., and empties into Chesapeake Bay about 10 

miles northeast of Baltimore. The river, though small, has steep 

slopes, and the powers have considerable value on account of their 

proximity to a large cit}T . A portion of the water supply for Baltimore is taken from this river at Loch Raven, and the city has purchased all the power rights below this place. Little Gunpowder Falls, 

which is tributary below the fall line, has the same general characteristics as the larger river. Throughout its entire length it forms the 

boundary between Harford and Baltimore counties, Md. There are 

several small power developments.

GUNPOWDER FALLS AT GLENCOE, MD.

This station is located at a steel highway bridge near the Pennsylvania Railroad station at Glencoe. It is about three-fourths of a mile 

above Piney Creek, which enters Gunpowder Falls from the west. It 

was established December 15, 1904, and was discontinued March 31, 

1909. The observer was paid by the Maryland state weather service.

This station was established to determine the regimen of flow of 

Gunpowder Falls for power purposes. Between 50 and 60 secondfeet are continuously diverted from this stream above Glencoe for the 

water supply of Baltimore, Md.

The datum of the chain gage has remained constant since the 

establishment of the station. The discharge is sometimes affected 

by ice conditions during the winter months. Conditions of flow are 

liable to change at this station. A good rating curve has been developed for low stages.

The following discharge measurement was made May 20, 1908: 

Width, 72 feet; area, 166 square feet; gage height, 2.51 feet; discharge, 304 second-feet.
320 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, infect, of Gunpowder Falls at Glencoe, Md.,for 1907-8. 

[Samuel Wilhelm, observer.]

Day.

1907.o 

1..............

2..............

3..............

4.... ..........

5..............

6..............

7.............. 

8..............

9. .............

10..............

11..............

12..............

13... ...........

14. ............ .

15..............

16..............

17..............

18. ...... .......

19..............

20........ ......

22..............

26..............

27......---...-.

28..............

29..............

30..............

31..............

1908.6 

1..............

2.......-.--,..

3.......---,...

4.-.....-.,....

5..............

6..............

7... ........... 

8..............

9..............

10..............

11..............

13..............

15..............

16..............

17..............

18..............

19

22..............

23..............

24..............

25..............

26..............

28..............

29..............

31.............

Jan.

2 72

0 00

2 25

2.20

2

1 ^

2.15

9 7^.

2

9Q

2

1 Q

2 55

9 ^f\

2

QC

2

QC

2

QQ

2 20

5.00

4 25

4 85

5 35

A on

5.10

2 55

2 53

2.45

2.33

2.93

2.75

2.43

2.35

3.90

2.95

2.73

2.65

2.53

2.45

2.53

2.43

2.47

3.70

Feb.

3 02

0 On

3.90

3.90 

4.15

5 EC

5.43

2

CQ

2

QK

3.13

5.20 

c qr;

c 7 =

6.40

4.73

3.43

2.67

Q fie.

2.80

2.47

3.30

......

Mar.

3 1 ^

2.70

2 CO

2.35

2

qQ

2 52

2 45

2

QQ

2

1 X

4.20

3

QQ

2 DO

2

Q/1

2.20

2 97

3

/17

3

nc

2

QQ

2 75

5.75

Q 07

Q 1 3

2 95

2.93

2.87

2.67

9 7n

2

07

2.65

9 ^

9 ^

9 £. £»

9 ^n

2.80

Apr.

2 10

2.10

2.05

2

4 C

2 45

2 9S

2 15

2.15

2 10

2 ns

2.00 

9 nn

9 nn

2.15

2 05

2 70

2 65

2 47

9 43

2.40 

9 ^n

9 ^n

2 35

2.40

9 3^

2 27

2.27

2.43

9 25

9 33

2 20

91^

2 20

2 15

2 10

2

r\~

2 07

May.

2 02

1.95

2.10 

2.00

2 42

1 98

i ftft

1 Sft

i ce

1.82

1.92

i Qn

I

on

9 n^

2 05

2 05

9 9^

2 65

5.15

o 03

9 7^

9 ^3

2.35

2.25

2 25

9 37

9 33

9 93

2 93

2 60

9 S^

2.68

2.45

2.38

9 9n

2 15

o 7 c

9 10

2.00

June.

1 CC

9 *}^

2.05 

2.10

1 98

1 Q9

2.00

I

DA

1.70

1

DO

1.70

2 or:

1 95

1 95

1.92

1 90

l Qn

1.85

i SP;

1.85

i sn

1

QC

2 1 C

1 Q^

I

on

i sn

1.75

1.70

1.60

July.

1 90

I

sn

1.72

5.30

I

Qn

3 3n

2 1 9

1 Q^

1 95

1.78

1.75

1.75

1.70 

1.70

1 CO

1 ^

1 55

1 T^

1.52

I

Cfl

1.50 

1.75

1 50

1 50

1 50

1 4^

1.45

1 40

1.38

1 35

1 35

2 05

0 CO

7.65

9 7^

O 7ft

2 35

1.95

Aug.

2

/iC

1 80

1.90

1 7^

i sn

1.72

1 QA

1 ft^

1.70

1.55

1 ^9

1 50

1.48

1.55

1.50

1.52

1.48

1 90

1

09

1.78

1.75

1 98

2.60

1.90 

2 25

9 n^

1 92

1 Qrk

1.70

1.68

1 79

1.85

1.70

1.68

1.70

rr 9/1

2 9C

1 90

1 DC

1.72

Sept.

1 72

1 65

1 50

1.45 

1.40

4 82

2 25

1 7S

i ^n

1 ^T

i ^n

1 60

1 Kf\

1 52

3 22

9 9^

1 95

i On

3 /iC

2

O c

1.70

1.62

1 60

1.78

1 79

1 60

1.60

1 60

1.58

1 55

i £K

1 58

1.58

1.52

1.70

2 go

1 90

Oct.

2 00

i on

I on

1 92

1.90

2 3O

1 CS

1.82

I

sn

1.72

1.72

1 79

1.70

1.70

1.70

1.65

1 90

1.70

1 90

L72

1.70

1 60

1.60 

1 60

1 60

1 60

1.55

1 55

1 55

1 55

1.58

2 CO

2 20

2.05

2 22

2.02

Nov.

1.80

2 22

3 nn

9 90

2 n^

3.20

2 3 ^

2 20

2 42

9 QC

2 22

2 00

1 98

1.95

2 7C

2 32

2 3n

9 QQ

2 50

9 3n

2 00

1 92

I Qn

1.85

1 sn

1.80

1.80 

1.80

1.80

1 80

1.78

1 Sn

9 nn

1 98

1 Q^

1 92

1.80

1.80

1 79

1.75

1.75

Dec.

9 *}£

9 9^

2 25

2 22

2 15

2.12

2 20

4 90

3

1 Q

2 75

0 CO

3 22

3 nn

9 Sft

2 60

3 40

2 90

2 en

2.78

1.80

1.75

1.75

2.05 

1.92

1.82

1.75

1.70

1.88

1.82

1 80

1.82

1 80

1.88

2.00

1 QA

1.88

2.75

9 7ft

2.88

2 72

2

4Q

1.72

a. Ice conditions prevailed from about January 24 to March 1, 1907, except February 3 and 4. 

b Discharge affected by ice conditions January 31, February 1 February 5 to 13/and December 23 to 

30, 1908.
GUNPOWDER RIVER DRAINAGE BASIN. 321

Rating table for Gunpowder Falls at Glencoe, Md.,for 1906-1908.

Gage Disheight.

Feet.

1.30

1.40

1.50

1.60

charge.

Sec.-ft.

Go

77

90

104

1.70 i 119

1. 80 i 135

1.90

2.00

2.10

2.20

2.30

2.40

152

170

190

212

235

260

2. 50 286

2. 60 314

2. 70 344

Gage

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4. 10

4.20

Discharge.

Sec.-ft.

375

407

440

475

5H)

545

580

620

6CO

700

740

780

820

865

910

Gage Disheight. charge.

Feet.

4.30

4.40

1 4. 50

4.60

4.70

4.80

Sec.-ft.

955

Gage

height.

Feet.

6.60

1,000 6.80

1, 050

1,100

1,150

1,200

4.90 i 1,255

5.00 1,310

5.20 1,420

5. 40

5.60

1,530

1,650

5.80 1,770

6.00 1,900

6.20

6. 40

2,030

2,160

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

Discharge.

Sec.-ft.

2,300

2,440

2,580

2,720

2,860

3,000

3,140

3,280

4,000

4,740

5,490

6,250

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 5 discharge measurements made during 1905-1908, and is well defined between gage heights 1.8 feet and 5feet.

Monthly discharge of Gunpowder Falls at Glencoe, Md.,for 1907-8. 

[Drainage area, 160 square miles.]

Month.

1907. 

January...... . .......

March ............

June. .

July...... . ... .

August. ...... ... ...

September ............. . . . .......

November. ..........................

December............ . . ....... ...

1908.

February ....

March . .

April...................................

May......

June........ ...... . ....

July.....

August .............. . ....

November ....

Maximum. 

612

3,800

552 

265 

668 

2,580 

538 

1,480 

457 

1,080 

2,060

3,800

3,070 

5,530

1,740 

344 

1,390 

208 

3,040 

1,420 

407 

1,930 

180 

180

5,530

Discharge in 

Minimum.

152 

135 

101 

104 

80

104 

135 

194

77

200

273 

180 

170 

97 

71 

111 

90 

97 

122

71

second-fee 

Mean.

250 

192 

505 

209 

167 

186 

280 

131 

231 

153 

296 

447

254

417 

656 

433 

242 

299 

106 

270 

191 

119 

186 

142 

130

266

-

Per 

square 

mile.

1.91 

1.54 

3.50 

1.65 

1.39 

1.51 

2.09 

1.16 

1.79 

1.30 

2.19 

3.14

1.93

2.95 

4.44 

3.05 

1.86 

2.21 

1.01 

2.03 

1.54 

1.09 

1.51 

1.23 

1.16

2.01

Run-off 

(depth in 

inches on 

drainage 

area).

2.20 

1.60 

4.04 

1.84 

1.60 

1.68 

2.41 

1.34 

2.00 

1.50 

2.44 

3.62

26.27

3.40 

4.79 

3.52 

2.08 

2.55 

1.13 

2.34 

1.78 

1.22 

1.74 

1.37 

1.34

27.26

Accuracy.

B. 

D. 

B. 

B. 

B. 

B. 

B. 

C. 

B. 

B. 

B. 

B.

B. 

B. 

B. 

B. 

B. 

C. 

B. 

B. 

C. 

B. 

C. 

C.

NOTE. The first three columns give the actual discharge past the Glencoe station. The last two columns 

Include the diversion of 55 second-feet (value approximate) to obtain the actual discharge per square mile 

and run-off depth in inches from the drainage basin as a whole. See description.

The discharge during the frozen periods is based on climatological reports and an intercomparison of 

eastern Maryland stations.

Second-feet. 

Discharge January 24 to 31,1907.. .... ...... .. ......... ...................... 154

March 1,1907......................... ........................................ 200

January31,1908..... ....... ........ .. . ...... ....................... 200

February 1, 1908... ........................................................... 500

February 5 to 13, 1908......................................................... 241

December 23 to 30,1908........................................................ 102

16254 IBE 241 10 21
322 SURFACE WATER SUPPLY,, 1907-8.

LITTLE GUNPOWDER FALLS NEAR BELAIR, MD.

This station is located at a steel highway bridge on the road from 

Belair to Kingsville. It is about 5 miles southwest of Belair. Wildcat Branch enters the stream from the north about one-half mile 

below the station. It was established December 13, 1904, and was 

discontinued March 31, 1909. The observer was paid by the Maryland state weather service.

This station was established to determine the regimen of flow 

of Little Gunpowder Falls for power purposes.

The datum of the chain gage has remained constant since the 

establishment of the station. The discharge is sometimes affected 

by ice conditions during the winter period. Conditions of flow are 

liable to change. A fairly good rating curve has been developed for 

low stages.

The following discharge measurement was made May 22, 1908: 

Width, 42 feet; area, 60 square feet; gage height, 1.92 feet; discharge, 84.4 second-feet.
GUNPOWDER KIVER DRAINAGE BASIN. 323

Daily gage height, in feet, of Little Gunpowder Falls near Selair, Md., for 1907-8. 

[George Unkart, observer.]

Day.

1907.

2..............

3..............

5..............

6..............

8.-..-...-.-.-.

9

10---.--.--.----

11.............. 

12..............

13..............

14..............

15. -------------

16..---... ------

17....-...-.--.-

19..............

20......--....--

21..............

22.............. 

23..............

24..............

25.............. 

26..............

27 .............. 

28..............

29..............

30..............

01

1908. b 

1..... .........

7..............

8----..-.-.....

9..............

10..---...-.....

11. .............

12..............

13..............

15..............

16..............

18..............

19.............. 

20..............

21..............

22..............

23..............

25... ...........

26. .............

27..............

28..............

29..............

30..............

31........ ......

Jan.

2.06

1.86

1.86 

2.29

1.89

1.82 

1.81

3.12

2.15

1.85

1.81 

2.08

1.96

2.16

1.94

1.95

1.96

1.98

2.60

2.05

1.94 

1.88

2.07 

1 88

2.00

2.42

2.10

1 98

1.97 

1 97

2.02

1 QQ

1 97

1.88

3.14

2.30

2.09

2.02

2.00

2.42 

2.16

2.10

2.10

2.02

1.99

1.97 

1.99

2.02

1 98

1.98

1.96

2.03

1 94

2.36

1.94

2.01

1.90

2.12

Feb.

1.84

1.95

1.99 

1.78

1.82

2.28 

2.52

2.52

2.68

2.20

1.94 

2.32

2.38

2.13

2.02

1.95

1.90

2.01

1 91

1.88

1.81

1.74 

1.82

1 91

2.10 

1.94

1.75 

1 88

3.24

2 24

9 tt

2.66

2.98

3 1 O

2.60

3.29

3.27

2.10

2.39 

2.30

2.11

2.08

1.97

1 98

2.02

a 6. 20

2.40

2.11

2.08

.......

Mar.

1.78

4.36

2.44 

1.90

2.08

2.26 

1.88

1.99

2.00

1.98

1.88 

1.85

4.18

2.89

2.35

2.11

2.11

2.10

2.55

2.39

2.08

2.01 

1.99

1.94

1.88 

1.88

1.86 

1.89

1.85

1.79

1.82

1.99

2.18

2.08

1 94

1.96

2.22

2.22

2.43

2.13

2.06

2.08

2.06

1.99

1 95

1.87

2.02

1.96 

1.88

1.92

1.88

1.90

1.91

1.85

1.84

1.84

1.83

2.14

1.94

2.03

Apr.

1.78

1.76

1.81 

1.82

1.82

1.78 

1.86

1.98

2.20

1.94

1.94 

1.89

1.69

1.80

1.72

1 68

1.70

1.66

1.75

1.88

1.74

1.74 

1.88

2.86

1.81 

1.82

1.68 

1.76

1.76

1.70

1.98

1 Q9

1.86

1.88

1.84

1.88

1.73 

1.77

1.77

1 89

1 79

1.80

1.88 

1.79

1.68

1.70

1.74

1.72

1.67

1.68

May.

1.70

1.72

1.73 

1.78

1.70

1.79 

1.78

1.66

1.90

1.70

1.65 

1.66

1.68

1.62

1.64

1.78

1.74

1.60

1.68

1.90

1.74

1.66 

1.64

1.64

1.66 

1.76

2.32 

1.84

1.64

1.62

1.75 

1 69

1.67

1 91

2.77

2.08

1.83

1.73

1.72

1.69 

1 79

1.78

1.81

1.79

1.66

1.67 

1.89

2.21

1 90

1.82

1.74

1.66

1.65

1.59

1.60

1.60

1.62

June.

1.74

2.89

1.91

1.72

2.31

1.86 

1.84

1.78

1.72

1.68

1.84 

1.81

1.72

1.84

1.74

1.68

1.62

1.58

1.60

1.64

1.81

1.65 

1.60

1.58

1.60 

1.59

1.54 

1.54

1.99

1.89

1.58 

1.62

1.45

1.48

1.56

1.56

1.52

1.42

1.48

2.36

1 79

1.52

1.50

1.50 

1.51

1.50

1.45

1.41

1.48

1.27

1.39

1.40

1.38

1.36

July.

1.68

1.52

1.50 

1.58

1.48

1.42 

2.33

1.60

1.48

1.56

1.62

1.78

1.62

1.56

1.52

1.52

1.60

1.77

1.72

1.71

1.56

1.52 

1.50

1.49

1.57 

1.36

1.48 

1.45

1.46

1.48

1.52

1.35 

1.32

1.34

1 9^

1.38

1.32

1.36

1.25

1.34

1.12

1.56

1.26 

1.25

1.17

1.74

1.48

2.45

1.70

1.62

1.48

1.36

1.33

1.38

Aug.

1.82

1.56

1.82 

1.70

1.48

1.59 

1.48

1.46

1.88

1.61

1.54 

1.46

1.38

1.42

1.42

1.38

1.35

1.42

1.41

1 49

1.47

1.44 

1.46

2 19

1.52 

1.53

1.48 

1.50

1.42

1.36

1.50

1.32 

1.32

1.29

1.26

1.42

1.39

1 ^O

1.92

1.61

1.26

1.25 

1.36

1.29

1.34

1.54

1.38 

1.38

1.32

1.32

1 39

1.37

1.74

1.54

1.38

1.43

1.37

Sept.

1.36

1.44

1.44 

1.45

1.28

1.39 

1.40

1.40

1.46

1.34

1.62 

1.48

1.41

1.38

1.36

1.40

1.42

1.48

1.41

1.40

1.42

1.46 

3.31

2.02

1.92 

1.65

1.66 

3.34

3.00

1.88

1.35 

1.26

1.30

1.30

1.36

1.41

1.34

1.34

1.42

1.26

1.24

1.26

1.26 

1.26

1.34

1.28

1.39

1.28

1.05

1.38

1.35

1.45

1.92

1.42

Oct.

1.66

1.58

1.69

1.71

1.78

1.60 

1.60

1.72

1.56

1.58

1.58 

1.58

1.55

1.56

1.52

1.52

1.56

1.49

1.52

1.52

1.52

1.56 

1.55

1.48

1.48 

1.65

1.52 

1.90

1.69

1.54

1.64

1.41

1.48

1.38

1.32

1.26

1.34

1.40

1.34

1.38 

1.22

1.35

1.40

1.38

1.32

1.38 

1.30

1.22

1.28

1.40

1.54

1.86

3.14

1.78

1.62

1.64

1.88

1.62

Nov.

1.50

1.70

1. 88 

l'.70

1.62

1.68

2.58

1.88

1.80

1.90

1.78 

1.66

1.68

1.63

1.64

1.62

1.63

1.70

2.06

1.80

1.92

1.84 

1.78

4.12

2.54 

2.24

2.04 

1.95

1.86

1.86

1.56 

1.54

1 4^;

1 z.d

1 49

1.42

1.54

1.40

1.45

1.34 

1.42

1.60

1.52

1.70 

1.54

1.52

1.51

i v>

1.48

1.48

1.34

1.48

1 39

.......

Dec.

1.86

1.84

1.82 

1.83

1.80

1.74 

1.78

1.83

3.35

2.16

2.02 

1.84

3.22

4.30

2.46

2.18

2.06

2.04

1.96

1.98

1.96

1.90 

3.35

2.25

2.06 

2.05

2.00 

1.96

1.96

2.26

2.11

1.40 

1.48

1.44

1 49

1.42

1.86

1 59

1.48

1.56

1.82

1.58 

1.52

1.55

1 50

1 49

1.66

1.60

1.55

1.72

1.70

1.55

1.54

1.62

1.60

a Ice conditions prevailed from about January 24 to February 28, 1907. 

6 Ice conditions prevailed from about February 8 to 13,1908.
324 SUEFACE WATEK SUPPLY, 1907-8.

Rating table for Little Gunpowder Falls near Belair, Md.,for 1904-1908.

Gage 

height.

Feet

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

Discharge.

Sec.-ft.

12

15

19

26

34

43

. 53

64

76

89

103

Gage 

height.

Feet

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Sec.-ft.

119

136

155

175

195

216

239

263

288

314

340

Gage 

height.

Feet

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

Discharge.

Sec.-ft.

367

394

422

450

480

510

540

570

600

660

>

Gage 

height.

Feet

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Sec.-ft.

725

800

880

970

1,060

1,160

1,260

1,370

1,480

1,600

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 7 

discharge measurements made during 1904-1908 and is well donned between gage heights 1.4 feet and 2.2 

feet.

Monthly discharge of Little Gunpowder Falls near Belair, Md.,for 1907-8. 

[Drainage area, 43 square miles.]

Month.

1907.

July.....................................

1908.

July.....................................

Discharge in second-feet.

Maximum.

345

708 

278 

159 

286 

161 

134 

405 

89 

636 

690

690

600 

1, 600 

337 

100 

256 

167 

206 

462 

92 

351 

64 

84

1,600

Minimum.

74 

60 

52 

47 

31 

30 

25 

41 

43 

69

25

86 

99 

80 

61 

50 

24 

16 

22 

13 

20 

29 

28

13

Mean.

101 

60.0 

152 

84.2 

68.2 

77.2 

52.4 

47.9 

76.9 

52.8 

104 

151

85.6

134 

209 

113 

76.1 

78.2 

46.2 

43.9 

48.0 

32.3 

48.3 

42.5 

49.3

76.8

Per 

square 

mile.

2.35 

1.40 

3.53 

1.96 

1.59 

1.80 

1.22 

1.11 

1.79 

1.23 

2.42 

3.51

1.99

3.12 

4.86 

2.63 

1.77 

1.82 

1.07 

1.02 

1.13 

.751 

1.12 

.988 

1.15

1.79

Run-off 

(depth in 

inches on 

drainage 

area).

2.71 

1.46 

4.07 

2.19 

1.83 

2.01 

1.41 

1.28 

2.00 

1.42 

2.70 

4.05

27.13

3.60 

5.24 

3.03 

1.98 

2.10 

1.19 

1.18 

1.30 

.84 

1.29 

1.10 

1.33

v 24. 18

Accuracy.

C. 

D. 

B. 

B. 

C. 

B. 

C. 

C. 

B. 

C. 

B. 

B.

B. 

C. 

B. 

B. 

B. 

C. 

C. 

C.

c. 

c. 

c. 

c.

NOTE. Estimates during frozen periods 1907-8 based on climatological reports and intercomparison of 

data collected at eastern Maryland gaging stations.

Second-feet. 

Discharge January 24 to 31, 1907........................................................ 58

February 8 to 13, 1908........................................................ 100
SUEFACE WATER SUPPLY, 1907-8. 325 

PATAPSCO RIVER DRAINAGE BASIN.

DESCRIPTION.

Patapsco River is formed by the junction of North Branch and 

South or Piney Branch, near Marriottsville, Md., and flows in a 

southeasterly direction into Chesapeake Bay, 13 miles south of Baltimore. Both branches rise in the central part of Maryland, and the 

whole basin, which has an area of about 350 square miles, lies within 

that State.

The drainage basin is hilly and largely under cultivation. It has 

no lakes or artificial reservoirs, and the flow of the stream is variable. 

The freshets do not, however, cause very large rises of the water 

because of the steep slope of the stream. The usual range of stage 

within a year is about 3 or 4 feet.

The bed is generally rock. The banks are of rock and very little 

of the land is subject to overflow. The Baltimore and Ohio Railroad follows the stream closely throughout nearly its entire length.

The river carries a small volume of water, but as it has considerable 

slope a large number of water powers have been developed along its 

course. These, though small, are made valuable by their proximity 

to Baltimore.

PATAPSCO RIVER AT WOODSTOCK, MD.

This station is located near the railroad station at Woodstock, Md., 

about 1| miles below the junction of North and South branches. It 

was established August 6, 1896, and discontinued March 31, 1909. 

The observer was paid by the Maryland state weather service during 

1907 and 1908.

The Patapsco has no important tributaries below the junction of 

North and South branches. The Patapsco is one of the oldest waterpower streams in the United States, and much power has been developed in the vicinity of the fall line. The discharge data obtained 

on this river are chiefly of value in determining the regimen of flow 

for the further extension and development of water power.

The datum of the chain gage has remained the same since the 

establishment of the station. The discharge is frequently affected 

by ice during the winter period. Conditions of flow are relatively 

permanent although subject to change at times of extreme flood. A 

good rating curve has been developed.
326 SUKFACE WATEE SUPPLY, 1907-8.

Daily gage height, in feet, of Patapsco River at Woodstock, Md.,for 1907 

[William Donovan, observer.]

Day.

1907.0

2..............

3..............

4..............

5..............

6..............

7-.-...-.-.-...

8..............

9..............

10..............

11..............

12..............

14..............

16..............

17... .......... .

18..............

19..............

20..............

21 ..............

22..............

23..............

24..............

25..............

26......... ....

27..............

28..............

29..............

30..............

31 ..............

1908.6 

1........ ......

2..............

3..............

4... .......... .

5..............

6..... .........

7... ...........

8..............

9

10..............

12..............

13..............

17..............

is

19

20..-.-.....-...

21 ..............

22..............

23..............

24..............

25..............

26.............. 

27..............

OQ

29..............

30..............

31..............

Jan.

5.65

4.55

4.3

5.65

4.75

4.5

4.35

4.4

4.5

4.35

4.25

4.75

4.45

4.6

4.75

4.45

4.4

4.7

4.35

5.4

5.2

4.75

4.45

4.45

4.55

4.4

4.35

4.35

4.4

4.3

4.35

4.0

4.1

4.15

4.2

4.25

4.15

4.15

4.25

4.2

4.15

4.1

6.4

5.2

4.4

4.25

4.15

4.15

4.1.

4.15

4.1

3.95

4.0

3.9

3.9

4.4 

4.45

4.55

4.5

4.55

4.45

Feb.

4.4

4.4

4.25

4.5

4.5

6.0

7.1

6.4

6.4

5.85

5.55

5.25

5.4

5.25

5.2

5.1

4.65

4.5

4.5

4.4

4.25

4.35

4.25

4.45

4.4

4.25

4.4

4.25

6.55

4.85

4.45

4.4

4.35

4.25

4.4

4.45

4.6

4.45

4.4

4.55

5.1

5.25

8.6

6.05

4.5

4.35

4.35

4.25

4.3

4.3

4.35

4.3

4.2

14.9 

6.55

4.4

4.2

Mar.

4.15

7.7

4.35

4.3

4.25

4.15

4.3

4.2

4.15

4.35

4.25

4.3

8.6

7.25

5.05

4.45

4.85

4.8

5.85

5.35

4.85

4.35

4.35

4.35

4.45

4.2

4.3

4.4

4.35

4.2

4.5

4.65

4.85

4.7

4.7

6.95

5.55

4.5

4.3

4.25

4.15

4.2

4.25

4.15

4.65

4.55

4.4

4.5

4.65

4.6

4.6

4.65

4.6

4.45

4.55 

4.45

4.55

4.45

4.4

Apr.

4.35

4.25

4.1

4.25

4.2

4.3

4.4

4.3

4.95

4.7

4.35

4.2

4.15

4.1

4.2

4.3

4.25

4.15

4.2

4.15

4.1

5.1

4.8

4.5

4.25

4.2

4.2

4.15

4.1

4.55

4.4

4.45

4.4

4.45

4.35

4.45

4.55

4.5

4.4

4.45

4.6

4.45

4.5

4.55

4.55

4.5

4.45

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3 

4.3

4.4

4.4

4.3

May.

4.05

4.05

4.15

4.2

4.15

4.45

4.6

4.45

4.15

4.1

4.25

4.1

4.2

4.15

4.05

3.95

4.0

4.0

3.95

3.9

4.15

4.05

4.05

4.0

4.25

4.25

4.2

4.15

4.25

4.05

4.25

4.35

4.3

4.3

4.4

4.35

6.1

4.8

4.5

4.35

4.45

4.45

4.45

4.45

4.35

4.35

4.35

4.45

4.3

4.5

4.55

4.8

4.75

4.65

4.5

4.55 

4.45

4.45

4.55

4.55

4.55

June.

4.15

5.35

4.85

4.45

4.65

4.55

4.25

4.2

4.25

4.3

4.35

4.25

4.2

4.1

4.25

4.15

4.25

4.35

4.25

4.45

4.4

4.4

4.25

4.1

4.2

4.05

4.25

4.35

4.45

4.6

4.5

4.45

4.55

4.55

4.65

4.55

4.65

4.6

4.5

4.5

4.55

4.55

4.3

4.2

4.3

4.2

4.2

4.1

4.15

4.15

4.05

4.1

4.05

3.95

4.0 

3.95

3 9

3.85

3.8

July.

4.15

4.05

4.15

4.1

4.05

3.95

5.05

4.4

4.2

4.2

4.15

4.45

4.15

4.25

4.1

4.05

4.15

4.25

4.4

4.45

4.3

4.15

4.3

4.25

4.1

4.1

4.1

4.2

4.25

4.15

4.05

3.9

3.85

3.85

3.95

3.95

4.05

3.9

3.85

3.95

3.95

4.0

3.9

3.95

3.85

3.7

3.6

3.55

3.65

3.9

3.9

3.9

4.4

4.5

4.3

5.8

4.4 

4.6

9.95

4.65

4.5

4.4

Aug.

4.1

4.75

4.65

4.3

4.15

4.05

4.15

4.1

4.15

4.15

4.2

4.15

4.1

4.25

4.05

4.15

4.05

4.1

4.2

4.05

4.15

4.2

4.1

5.0

4.2

4.0

4.0

4.1

4.0

3.9

4.0

4.05

3.95

4.15

4.15

4.1

3.95

5.05

4.25

3.95

4.0

3.9

3.9

3.85

3.9

3 9

3.95

3.85

3.75

3.85

3.75

3.85

3.95

4.0

3.9

3.9 

3.85

3.9

3.9

3.9

3.8

Sept.

3.95

4.0

 3.85

3.95

4.15

3.95

3.85

4.0

4.0

3.9

3.85

4.0

4.1

4.05

3.9

4.45

4.15

4.2

4.1

5.65

5.2

4.25

4.05

4.1

4.15

6.05

4.5

3.85

3.9

3.9

3.8

4.05

3.85

3.75

3.75

3.65

3.55

3.65

3.65

3.85

3.65

3.65

3.6

3.65

3.8

3.75

3.7

3.65

3.7

3.6

3.55 

3.6

4.4

4.2

Oct.

4.05

3.85

3.9

4.0

4.05

3.9

3.8

3.75

3.95

4.0

3.95

4.0

3.95

3 9

3.8

3.95

4.0

4.05

3.95

4.0

4.1

3.95

4.0

4.1

3.95

3.95

4.1

4.0

3 9

4.2

4.15

4.05

3.95

3.9

4.0

3.9

3.85

3.8

3.7

3.7

3.8

3.65

3.8

3.65

3.65

3.65

3.55

3.65

3.85

3.8 

3.65

4.0

3.85

3.75

3.65

Nov.

4.2

4.35

4.1

4.0

3.9

3.9

4.1

4.15

q nc

4.05

4.2

4.1

4.15

4.05

4.25

4.4

4.4

4.15

4.15

4.2

4.1

4.0

41^

3.6

3.65

3.75

3.7

3.6

3.7

3.6

3

0

3.65

3.6

3.75

Q 7

Q 7C

Q Q

Q Q

4.1

3.75

3 9

3.65

3.7

3.7 

3.75

Q 7

3.75

3.75

Dec.

4.2

4.1

4.2

4.25

5.4

4.6

4.35

4.25

5.2

4.2

4.2

4.15

3.95

4.2

4 65

4.45

4.25

4.15

3.7

3.65

3.6

3.55

0 C

4.0

3 7

3.6

4.1

4.25

Q Q

3.7

3.65

Q 7K

Q Q

3

O

Q Q

3.85

3.7

3.65

0 0

3.7

3.75

3.9

a Conditions of flow probably affected by ice conditions from about January 24 to February 28, 1907. 

6 Conditions of flow probably not materially affected by ice conditions during 1908.
PATAPSCO RIVER DRAINAGE BASIN.

Rating table for Patapsco River at Woodstock, Md.,for 1907-8=

327

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Sec.-ft.

72

95

124

159

198

240

285

332

4. 30 ' 383

4. 40 438

4. 50 497

4.60

4.70

561

629

Gage 

height.

Feet.

4.80

4.90

5.00

5. 10

5.20

5.30

5. 40

5.50

5.60

5.70

Discharge.

Sec.-ft.

701

777

857

940

1,026

1,115

1,206

1,300

1,396

1,493

5.80 1,591

5.90 1,689

6.00 1,788

Gage 

height.

Feet.

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

Discharge.

Gage 

height.

Sec.-ft. \\ Feet.

1,887

1,986

2,085

2,184

2,283

2,382

2,481

2,580

2,679

7.00 ! 2, 778

7.20

7.40

7.60

2,976

3,174

3,372

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

15.00

Discharge.

Sec.-ft.

3,572

3,772

3,974

4,176

4,380

4,584

4,788

5,818

6,858

7,908

8,968

10, 038

11,118

Monthly discharge of Patapsco River at Woodstock, Md.,for 1907-8. 

[Drainage area, 251 square miles.]

Month.

1907.

February ...............................

July....................................

December.... ......

1908.

April........ ...... .. ..... ....

July............... ...... ............

D

Maximum.

1,440

4,380 

940 

561 

1,160 

898 

857 

1,840 

308 

438 

1,210

4,380

2,180 

11,000 

2,730 

561 

1,890 

595 

5,770 

898 

438 

332 

285 

358

11,000

^scharge in s 

Minimum.

308 

285 

198 

262 

219 

198 

179 

142 

179 

219

142

198 

332 

308 

383 

358 

159 

84 

142 

84 

84 

95 

72

72

scond-feet. 

Mean.

559 

300 

811 

403 

309 

418 

347 

331 

383 

229 

284 

372

396

418 

1,160 

597 

447 

528 

387 

488 

234 

157 

165 

144 

156

407

Per 

square 

mile.

2.23 

1.20 

3.23 

1.61 

1.23 

1.67 

1.38 

1.32 

1.53 

.912 

1.13 

1.48

1.58

1.67 

4.62 

2.38 

1.78 

2.10 

1.54 

1.94 

.932 

.625 

.657 

.574 

.622

1.64

Run-off 

(depth in 

inches on 

drainage

area).

2.57 

1.25 

3.72 

1.80 

1.42 

1.86 

1.59 

1.52 

1.71 

1.05 

1.26 

1.71

21.46

1.92 

4.98 

2.74 

1.99 

2. 42 

1.72 

2.24 

1.07 

.70 

.76 

.64 

.72

21.90

Accuracy.

A. 

D. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B.

NOTE. Discharge during the frozen period, January 24 to February 28, 1907, estimated on the basis of 

climatolcgical reports and intercomparison of data on discharge collected at eastern Maryland stations. 

Discharge January 24 to 31, 1907, 325 second-feet.
328 SURFACE WATER SUPPLY., 1907-8.

POTOMAC RIVER DRAINAGE BASIN. 

DESCRIPTION.

Potomac River is formed by the junction of its north and south 

branches, about 15 miles below Cumberland, Md., from which point 

it flows in a southeasterly direction into Cheaspeake Bay. For its 

entire length it forms the southern boundary of the State of Maryland and the northern boundary for the States of West Virginia 

and Virginia. It drains a total area of about 14,500 square miles.

North Branch of Potomac River rises in the Allegheny Mountains 

near the west corner of Maryland, and South Branch in the Alleghenies in Virginia and West Virginia. These branches, with their 

tributaries and the tributaries of the main stream, as far down as 

the Shenandoah, drain a series of narrow and generally fertile valleys 

lying between the parallel ranges which make up the system of the 

Alleghenies in this region. Their slopes are not, as a rule, very 

great, and their beds are of gravel and sand. The slopes of their 

drainage basins, however, are usually very steep, and after a rain, 

the water collects quickly in the rivers. There are few lowlands to 

be overflowed, and no lakes whatever in the region. Consequently 

these streams, and with them Potomac River, are subject to sudden 

and very heavy freshets in wet seasons, while in dry seasons their 

discharge becomes small.

The slopes of the tributary basin of Shenandoah River are in 

many instances steep, but the valley through which the Shenandoah 

flows is generally broader and more lands are subject to overflow. 

The slope of the river itself if usually greater than the slope of the 

tributaries above mentioned.

From the junction of its north and south branches below Cumberland, Md., the Potomac cuts through the mountains at nearly 

right angle. Its valley is narrow, its slope in many places great. 

The bed is generally gravel and bowlders, with ledge rock at small 

depth, which often appears at the surface. The banks are usually 

high and are not subject to overflow. It crosses the fall line a few 

miles above Washington and reaches tide water at Georgetown.

The Baltimore and Ohio Railroad follows the river for its entire 

length, and the Shenandoah Valley and the Cumberland Valley 

railroads cross the stream. The Chesapeake and Ohio Canal follows 

it from Cumberland to Georgetown.

As a water-power stream the principal disadvantage of the Potomac 

is the great variability of its flow. Good rock foundations for dams 

can generally be found at small depth, the banks are, as a rule, 

favorable, and there are several sites where large falls could be 

rendered available. A very insignificant amount of power has been 

developed.
POTOMAC RTVER DRAINAGE BASIN. 329

The Great Falls of the Potomac, located about 15 miles above 

Washington, offers one of the best undeveloped power sites along 

Potomac River.

The surface-water resources of the Potomac River basin have 

been discussed in detail in Water-Supply Paper No. 192.

Gaging stations have been maintained in this basin as follows:

North Branch of Potomac River at Piedmont, W. Ya. (1899-1906).

North Branch of Potomac River at Cumberland, Md. (1894-1897).

Potomac River at Great Cacapon, W. Va. (1894-1896).

Potomac River at Point of Rocks, Md. (1895-1908).

Savage River at Bloomington, Md. (1905-6).

Georges Creek at Westernport, Md. (1905-6).

Wills Creek near Cumberland, Md. (1905-6).

South Branch of Potomac River near Springfield, W. Va. (1894-1896, 1899-

1906).

Opequan Creek near Martinsburg, W. Va. (1905-6). 

Tuscarora Creek at Martinsburg, W. Va. (1905). 

Antietam Creek near Sharpsburg, Md, (1897-1905). 

South River at Basic City, Va. (1905-6). 

South River at Port Republic, Va. (1895-1899).

South Fork of Shenandoah River near Front Royal, Va. (1899-1906). 

Shenandoah River at Millville, W. Va. (1895-1908). 

North River at Port Republic, Va. (1895-1899). 

Lewis Creek near Staunton, Va. (1905-6). 

Cooks Creek at Mount Crawford, Va. (1905-6). 

Elk Run at Elkton, Va. (1905-6). 

Hawksbill Creek near Luray, Va. (1905-6).

North Fork of Shenandoah River near Riverton, Va. (1899-1906). 

Passage Creek at Buckton, Va. (1905-6). 

Monocacy River near Frederick, Md. (1896-1908). 

Rock Creek at Zoological Park, D. C. (1897-1900). 

Rock Creek at Lyons Mill, D. C. (1892-1894).

POTOMAC RIVER AT POINT OF ROCKS, MD.

This station is located at the steel highway bridge at Point of 

Rocks, Md. It was established February 17, 1895.

The station has been maintained to obtain general statistical and 

comparative data regarding the flow of the Potomac River. In conjunction with the station on the Monocacy River near Frederick, 

Md., it is of particular value for determining the discharge available 

at the undeveloped power at Great Falls where the Potomac crosses 

the fall line with a fall of about 90 feet. The drainage area above 

these two stations is about 90 per cent of the drainage area at Great 

Falls, hence the discharge from the remaining 10 per cent can be estimated and added to the discharge at Point of Rocks plus that at 

Frederick without any appreciable error in the final resulting discharge at Great Falls. It will, however, be necessary to deduct the 

discharge of the Washington Acqueduct, amounting to about 101
330 SURFACE WATER SUPPLY, 1907-8.

second-feet per day. The intake of the acqueduct is immediately 

above the head of Great Falls on the Maryland side. The average 

diversion for 1907 was 65,910,000 gallons per day, and for 1908, 

64,360,000 gallons per day.

Catoctin Creek enters Potomac River about one-third mile above 

the station from the Virginia side. Monocacy River enters from the 

Maryland side about 6 miles below the station. The Chesapeake and 

Ohio Canal parallels the Potomac on the Maryland side. The average 

discharge of the canal approximates from 75 to 100 second-feet and 

is not included in the discharges given in the tables below.

The conditions of flow at this station are practically permanent. 

The discharge is controlled by a rock ledge a few hundred feet below 

the station and extending completely across the river with the exception of one relatively unimportant channel. The discharge is 

rarely effected by ice conditions.

The datum of the chain gage has been maintained at a constant 

elevation since September 2, 1902. Prior to this date the datum was 

0.45 foot higher than at present.

The present rating curve is considered very accurate and should 

require relatively little change in the future.a The observer at this 

point has been paid by the Maryland state weather service during 

1907 and 1908.

Discharge measurements of Potomac River at Point of Rocks, Md., in 1907-8.

Date.

1907.

1908.

Hydrographer.

R. H. Bolster... . ...................................

Width.

Feet. 

1,240

1,250

1,200

Area of 

section.

Sq.ft. 

21,500

21,300

Gage 

height.

Feet. 

16.95

16.50

Discharge.

Scc.-fl. 

114, 000

103,000

a. Discharge data prior to 1907 have been revised and republished in Water-Supply Paper, U. S. Geological Survey No. 192.
POTOMAC RIVER DRAINAGE BASIN. 331

Daily gage height, in feet, of Potomac River at Point of Rocks, Md.,for 1907-8. 

[George H. Hickman, observer.]

Day.

1907. 

1..............

2 .. .. ....

4.... ... .....

5..............

6..............

7..............

8..............

9..............

10........... ..

LI. .. . ....

12... . . ... ..

13..............

14.............. " ----

16..............

17... ... ......

18..............

19..............

21..............

22... .. ....

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30....... ......

n. .............

1908. 

1..............

2. .............

3..............

4..............

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..............

Jan.

7.1

7.9

7.0

5.5

4.6

4.0

3.8

3.5

3.4

3.6

3.7

3.7

9.5

10.7

9.4

6.9

6.2

8.5

12.0

9.5

7.0

6.2

5.4

4.4

4.2

37

3.3

3.1

3.1

5.0

4.6

4.3

3.8

3.4

3.3

3.0

2.8

2.7

2.5

2.5

5.5

19.7

19.0

10.4

7.6

6.3

5.6

5.1

4.5

4.2

4.0

4.2

4.8

5.2

5.6

5.0

4.6

4.3

3.9

3.6

Feb.

3.0

2.9

3.0

2.9

2.9

2.8

2.8

2.8

2.8

3.0

3.0

3.1

3.3

3.4

3.7

3.8

3.9

3.7

3.6

3.4

3.1

2.7

2.6

2.7

2.7

2.9

3.2

2.8

2.5

2.5

9 ^

2.6

2.7

2.8

3.0

3.1

2.8

2.7

2.8

3.2

5.7

18.8

18.3

12.4

9.5

5.7

5.0

4.5

4.1

3.8

3.4

5.2

5.9

5.0

4.1

Mar.

3.1

3.6

5.3

5.8

4.5

4.4

4.0

3.6

3.6

3.5

3.5

13.4

17.0

14.1

8.6

7.6

7.2

10.3

12.4

9.2

7.9

6.2

4.8

4.4

4.0

3.7

3.5

3.3

3.1

3.9

3.7

4.7

8.6

7 R

8.0

9.0

11.4

11.0

12.0

9.1

7.9

7.5

6.5

5.8

5.5

5.1

4.7

4.2

7.6

7.4

5.8

5.0

4.4

4.2

3.9

3.4

3.3

3.3

3.2

3.4

Apr.

3.0

2.8

2.7

2.7

2.6

2.5

2.5

2.7

3.8

9.5

8.6

6.5

5.4

5.0

4.5

4.0

3.5

3.4

3.3

3.3

3.2

3.2

3.2

3.3

4.0

5.1

4.5

4.1

3.8

3.3

3.4

4.0

4.4

4.1

0 0

3.7

3.6

3.4

3.4

3.7

3.5

4.0

4.5

3.8

3.5

3.2

2.9

2.9

2.9

2.7

2.7

2.7

2.5

2.6

2.5

2.3

2.4

2.4

2.2

2.3

May.

3.2

3.1

3.0

2.9

2.7

2.6

2.6

2.5

2.7

6.05

7.7

5.5

4.3

3.7

3.5

3.3

3.1

3.0

2.9

2.8

3.0

2.7

2.5

2.6

2.5

2.8

2.9

2.8

2.7

2.6

2.3

2.3

2.4

2.5

5.8

8.9

15.0

14.7

8.6

6.4

5.6

4.9

4.2

3.9

3.6

3.6

3.7

4.6

5.8

10.9

11.1

18.1

10.1

8.4

6.5

5.5

5.3

4.8

4.4

4.2

June.

2.6

3.2

10.5

8.7

6.5

6.0

5.1

5.0

5.8

5.6

5.2

5.4

5.2

6.1

7.5

6.6

6.2

5.6

5.1

4.6

4.3

3.6

3.2

3.0

2.9

2.8

2.9

2.8

2.8

4.2

3.8

3.4

3.0

9 C

3.5

3.4

3.0

2.8

2.7

2.7

2.6

2.5

2.4

2.3

2.5

2.4

2.3

2.2

2.2

2.1

2.1

2.0

2.0

2.0

1.9

1.9

1.8

1.8

1.7

July.

2.7

2.5

2.4

2.2

2.2

2.1

2.0

1.9

2.0

2.5

2.2

2.0

1.9

1.8

2.0

2.3

3.4

2.9

2.7

2.5

2.2

2.0

2.0

2.1

2.0

2.0

1.9

1.8

1.7

1.6

2.5

1.6

1.7

1.7

1.6

1.6

1.5

1.5

1.4

1.4

1.4

1.3

1.3

1.3

1.3

1.2

1.3

1.3

1.3

1.6

2.0

1.7

1.7

2.1

2.5

3.4

3.4

3.0

3.4

Aug.

1.7

1.7

1.6

1.6

1.5

1.5

1.4

1.4

1.4

1.5

1.5

1.6

1.7

1.7

1.6

1.6

1.5

1.5

1.5

1.4

1.4

1.4

1.5

1.9

2.0

2.0

1.9

1.8

1.7

1.6

1.5

2.0

1.8

1.6

1.5

1.4

1.4

1.3

1.3

1.4

1.4

1.3

1.2

1.2

1.2

1.3

1.2

2.25

1.8

1.6

1.5

1.5

1.4

1.3

1.4

1.5

1.8

2.8

2.75

2.4

2.1

1.9

Sept.

1.5

1.3

2.5

2.1

1.9

1.8

1.7

1.6

1.6

1.5

1.5

1.6

1.8

1.9

1.7

1.6

1.6

2.0

2.9

2.3

2.9

3.6

6.1

4.2

3.6

2.9

2.6

2.4

1.7

1.6

1.5

1.5

1.4

1.4

1.3

1.2

1.4

1.3

1.3

1.2

1.2

1.1

1.1

1.1

1.0

1.0

1.0

.9

.9

.9

.8

.8

.8

.9

.9

1.6

1.7

Oct.

2.3

2.2

2.2

2.1

2.0

2.0

1.9

1.8

1.7

1.6

1.6

1.6

1.5

1.5

1.5

1.4

1.4

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.1

1.1

1.2

1.2

1.3

1.2

1.6

1.5

1.3

1.3

1 9

1.2

1.1

1.1

1.1

1.2

1.3

1.2

1.2

1.2

1.0

1.0

1.0

1.0

.9

.9

1.0

1.0

1.0

1.0

1.0

2.2

2.0

1.8

1.7

1.6

1.8

Nov.

1.2

1.6

2.5

2.4

2.3

2.3

2.2

2.6

2.5

2.4

2.3

9 9

2.1

2.0

1.9

1.8

1.8

2.0

2.1

2.2

2.3

2.5

3.8

6.05

5.4

4.6

4.0

3.5

1.9

1.8

1.8

1.7

1.6

1.5

1.4

1.3

1.2

1.2

1.1

1.0

1.0

1.0

1.0

1.0

1.0 1.1 1.1 1.1

1.1 1.1

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

Dec.

3.2

2 9

2.7

2.6

2.3

2.2

2.1

2.1

7.0

7.5

6.0

5.2

4.7

4.5

4.0

3.3

3.1

3.0

3.0

4.9

11.7

9.0

6.5

5.7

5.0

5.0

5.4

1.0

1.0

1.0

1.0

9

.9

.8

.9

1.0

1.1

1.1

1.2

1.2

1.2

1.2

1.2

1.2

1.1

1.2

1.3

1.3

1.4

1.5

1.4

1.4

1.4

1.3

1.3

1.2

1.2
332 SURFACE WATER SUPPLY, 1907-8.

Rating table for Potomac River at Point of Rocks, Md., for 1902-1908.

Gage 

height.

Feet.

0.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

Discharge.

Sec.-ft.

1,515

1,750

2,000

2,260

2,530

2,810

3,100

3,400

3,700

4,010

4, 330

4,670

5,020

5,380

5,750

6,130

Gage 

height.

Feet.

2.40

2.50

2.60

2.70

Discharge.

Sec.-ft.

6,520

6,920

7,330

7,750

2. 80 ' 8', 180

2. 90 | 8, 620

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

9,070

9,530

10, 000

10, 480

10, 970

11,470

11,980

12, 490

13,010

13,530

Gage 

height.

Feet.

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

14,070

15, 150

16, 270

17, 430

18, 610

19, 820

21,060

22,300

23, 560

24, 840

26, 140

27, 460

28, 780

30, 100

31,460

32.820

Gage 

height.

Feet.

8.00

9.00

10.00

11.00

12.00

13.00

14. 00

15.00

16.00

17.00

18.00

19.00

20.00

Dis-.

charge.

Sec.-ft.

39, 980

47, 600

55, 600

63, 900

72, 200

80. 500

88, 800

97, 100

105, 400

113,700

122, 000

130, 300

138, 600

NOTE. The above table is not applicable for ice or obstrucfed-channel conditions. It is based on discharge measurements made during 1902-1908 and is well defined between gage heights 1 foot and 14 feet. 

Above gage height 10 feet the rating curve is a tangent, the difference being 830 second-feet per tenth.

Monthly discharge of Potomac River at Point of Rocks, Md., for 1907-8 

[Drainage area, 9,650 square miles.]

Month.

1907.

July............................... .....

1908.

April.. ................................ ..

July.....................................

October. ................................

Discharge in second-feet.

Maximum.

72,200 

13,500 

114,000 

51, 600 

37, 800 

93, 800 

11,000 

5,020 

26,800 

6,130 

26,500 

69, 700

1 14V 000

136, 000 

129, 000 

67,200 

16,800 

97,100 

15,200 

11,000 

8,180 

4,010 

5,750 

4,670 

3,400

136, 000

Minimum.

9,530 

7,330 

9,530 

6,920 

6,920 

7,330 

4,330 

3,100 

2,810 

2,260 

2,530 

5,380

2,260

6,920 

6,920 

10, 000 

5,750 

6,130 

4,010 

2,530 

2,530 

1,520 

1,750 

2,000 

1,520

1,520

Mean.

27,000 

9,560 

30, 500 

14, 900 

11, 100 

23,200 

6,010 

3,710 

6,430 

3,550 

7, 850 

17,800

13,500

25, 400 

24, 100 

28,600 

10,200 

32, 100 

7,250 

4,470 

3,880 

2,500 

2,780 

2,670 

2,440

12, 200

Per

square 

mile.

2.80 

.991 

3.16 

1.54 

1.15 

2.40 

.623 

.384 

.666 

.368 

.813 

1.84

1.39

2.63 

2.50 

2.96 

1.06 

3.33 

.751 

.463 

.402 

259 

.288 

.277 

.253

1.26

Run-off

(depth in 

inches on 

drainage 

area).

3.23 

1.03 

3.64 

1.72 

1.33 

2.68 

.72 

.44 

.74 

.42 

.91 

2.12

18.98

3.03

2.70 

3.41 

1.18 

3.84 

.84 

.53 

.46 

.29 

.33 

.31 

.29

17.21

Accuracy.

A. 

^

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

NOTE. The discharge of the Chesapeake and Ohio Canal is not included in the above values of discharg 

The error of the annual run-off per square mile from this cause is less than 1 per cent.
POTOMAC RIVER DRAINAGE BASIN. 333 

SHENANDOAH RIVER AT MILLVILLE, W. VA.

This station is located at a ferry about one-fourth mile above 

the Baltimore and Ohio Railroad station at Millville, W. Va. It was 

established April 15, 1895, and was discontinued March 31, 1909. 

The station was also temporarily discontinued April 1 to June 30, 

1907, during which period the discharge has been estimated from the 

discharge of the Potomac at Point of Rocks. It is located about 4^ 

miles above the junction of the Shenandoah with the Potomac at 

Harpers Ferry, W. Va.

No important tributaries enter the Shenandoah between the junction of the South and North forks of the Shenandoah at Riverton, 

Va., and Harpers Ferry, W. Va.

Records of discharge at this point are of importance for showing the 

distribution of the now of the Potomac above Harpers Ferry when 

used in conjunction with the Point of Rocks records. They are of 

value for showing the regimen of flow of the Shenandoah" River 

drainage and for power purposes.

Discharge measurements were made from a cable of 500 feet span. 

The tree which supported the cable on the left bank was blown down 

in a storm a short time after the station was discontinued. The 

datum of the vertical staff gage, which is located about 200 feet below 

the cable on the left bank, has remained constant since the establishment of the station.

Conditions of flow at this station are fairly permanent and a good 

rating curve has been developed for low and medium stages. It is 

uncertain at high stages owing to lack of discharge measurements. 

The banks overflow at high stages. Ice conditions affect the flow to 

a greater or lesser extent during the winter period.a

The following discharge measurement was made January 15, 1908: 

Width, 520 feet; area, 4,380 square feet; gage height, 6.93 feet; discharge, 18,400 second-feet.

a Discharge data prior to 1907 have been revised and republished in Water-Supply Paper 192.
334 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Shenandoah River at Millville, W. Va.,for 1901 

[W. R. Nicewarner, observer.]

Pay.

1907.

2. .............

0

5. ......... ....

6..............

7..............

8..............

9.. ............

11..............

12..............

13..............

14..............

16..............

17..............

18.............. 

19.............. 

20..............

21..............

22..............

90

24..............

2&. .............

26..............

27..............

28. .............

29..............

30..............

31..............

1908. 

1..............

2.. ...........

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

16..............

17..............

18..............

19..............

20..............

21..............

22

23..............

24..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

2.8

4.1

3.6

3.25

3.0

2.9

2.7

2.5

2.5

2.4

2.4

2.4

2.4

2.85

3.1

3.4

3.4

3.5 

3.5 

4.5

5.3

4.1 

3.55

3.2

3.0

2.8

2.7

2.5

2.4

2.4

2.3

2.75

2.7

2.6

2.45

2.35

2.3

2.25

2.25

2.3

2.25

2.2

3.2

12.0

9 7

6.6

5.4

4.6

4.0

3.8

3.5

3.4 

3.35

3

0

3 9

3.1

3.0

2.95

2.9

2.7

2.65

Feb.

2.25

2.1

2.25

2.4

2.4

2.0

1.85

2.0

2.0

2.3

2.3

2.25

2.6

2.4

2.7

2.8

2.8

2.7 

2.6 

2.5

2.5

2.4 

2.25

2.1

2.1

2.1

2.1

2.2

2.6

2.4

2.2

2.1

2.05

2.0

2.1

2.4

2.4

2.2

2.2

2.5

2.95

10.0

7.8

5.7

4.5

4.0

3.7 

3 4

3 9

3.0

2.9

 ? n

3.7

3

C

3.3

Mar.

2.2

2.3

2.3

2.8

2.7

2.6

2.5

2.3

2.3

2.25

2.8

2.3

3.1

3.7

4.0

3.8

3.5

3.1 

3.0 

3.35

3.0

3.0 

2 9

2.7

2.5

2.4

2.3

2.25

2.2

2.0

2.0

3.2

3.4

4.0

4.3

4.1

3.9

4.5

4.4

4.2

4.0

3.7

3.5

3.3

3.2 ? n

2.85

2.75

2.7

2.7

2.8

2.75 

2.7

2.7

2.6

2.5

2.35

2.3

2.25

2.3

Apr.

2.3

2.4

2.45

2.45

2.4

2.35

2.3

2.3

2.25

2.15

2.0

2.0

1.95

1.9

1.85

1.8

1.8

1.75

1.8

1.75 

1.65

1.6

1.55

1.5

1.5

1.5

May.

1.45

1.45

1.45

1.5

1.6

1.8

2.75

4.9

4.2

4.0

2.9

2.7

2.4

9 1

2.15

2.0

2.0

3.2

3.3

4.4 

9 4

8

C

q Q

3.4

3.4

June.

3.2

2.8

2.5

2.3

3.3

3.4

3.3

2.9

2.6

2.6

2.5

2.35

2.2

2.1

2.4

2.8

2.4

2.2

2.0 

2.1

1 9

1 9

1.75

1.7

1.6

1.5

July.

2.0

2.0

2.2

2.0

1.8

1.7

1.7

1.6

1.6

1.55

1.6

1.6

1.55

1.5

1.4

1.4

1.3

1.5 

1.5 

1.5

1.5

2.0 

1.5

1.45

1.4

1.35

1.3

1.3

1.3

1.3

1.25

1.5

1.5

2.0

1.6

1.6

1.6

1.5

1.5

1.55

1.4

1 ?

1.3

1.25

1.1

1.0

1.0

1.0

1.0

1.0 

1.0

1.0

1.1

1.3

2.9

2.6

2.7

2.4

2.0

Aug.

1.2

1.2

1.15

1.15

1.15

1.1

1.1

1.0

1.15

1.15

2.2

1.15

1.25

1.2

1.25

1.1 

1.1 

1.1

1.2

1.3 

l 3

9 n

1.4

1 0

1.2

1.2

1.6

1.4

1.2

1.1

1.1

1.4

1.2

1.1

1.2

1.2

1.0

1.6

1 0

1.2

1.1 

1.0

1.0

QC

1.0

9 ^

4.4

4.0

3.5

3.2

Sept.

1.15

1.0

1.1

1.1

1.6

2.3

1.5

1.2

1.1

1.0

1.2

1.6

2.3

2.0

1.7

1.5

1.3

1.1 

1.0 

1.2

1.2

1.4 

1.4

3.4

6.8

3.9

2.9

2.5

2.3

2.2

2.5

1 8

1.65

1.5

1.5

1.45

1.4

1.4

1.25

1.15

1.1

1.0

1.0

.95

g

1.0

.95 

g

oc

g

g

g

2.0

1.9

Oct.

2.15

2.0

1.4

1.3

1.2

1.6

1.5

1.5

1.45

1.4

1.35

1.3

1.4

1.3

1.2

1.2

1.2

1.2 

1.1 

1.1

1.1

1.05 

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.6

1.2

1.15

1.05

1.0

1.0

1.0

1.0

g

1.0

1.2

1.1

1.0

.95

g

.85

9

.85

QC

QC

1.2

3.6

2.5

2.2

1.85

3.3

Nov.

1.0

1.0

1.1

1.1

1.3

1.4 1 ?

1.25

1.1

1.05

1.0

1.0

1.2

1.2

1.2

1.2

1.2 

1.15 

1.15

1.2

1.3 

1.5

2.0

3.6

3.8

3.2

2.9

2.6

2.8

9 4

2.1

1.9

1.7

1.6

1.55

1.4

1.3

1 35

1.2

1.15

1.1

1.25

1.2

1.15

1.3

1.4

1.5

1 3

1 3

1 9^

1.2

1.2

Dec.

2.4

2.2

2.0

1.9

1.8

1.75

1.7

1.65

1 S

4.5

4.2

3.8

3.4

3.1

2. 95

2.9 

2.75 

2.6

2.4

2.3

9 "*

5.5

4.4

3.5

3.2

3.0

2.85

1.15

1.15

1.2

1.1

1.05

1.0

1.15

1.1

1.1

1.1

1.05

1.0

1.0

1.0

1.05

1.0

1.0

1.0

1.2

1.2

1.2

1.3
POTOMAO RIVER DRAINAGE BASIN. 335 

Rating table for Shenandoah River at Milhille, W. Va., for 1905-1908.

Gage 

height

Feet. 

0.80 

.90 

1.00 

1.10 

1.20 

1.30 

1.40 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00 

2.10

Discharge.

Sec.-ft.

780

880

980

1,090

1,200

1,320

1,450

1,580

1,720

1,870

2,030

2,200

2,380

2,560

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

2,750

2,940

3,130

3,330

3,530

3,730

3.940

4,150

4,370

4,600

4,840

5,080

5, 320

5, 570

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

Discharge.

Sec.-ft.

5,830

6,100

6,380

6,670

6,960

7,560

8,200

8,860

9,540

10, 260

11,020

11, 780

12, 580

13, 400

Gage 

height

Feet.

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

11.00

12.00

Discharge.

Sec.-ft.

14, 240

15, 120

16,000

16, 920

17, 840

18, 800

24, 020

30, 400

37, 500

45, 100

53, 500

i

NOTF. -The above table is not applicable for ice or obstructed-channel conditions. It is based on 16 

discharge measurements made during 1895 and 1904-1908. It is well defined between gage heights .4 feet 

and 5.2 feet.

Monthly discharge of Shenandoah River at Millville, W. Va., for 1907-8. 

[Drainage area, 3,000 square miles.]

Month.

1907.

July....................................

1908.

April...................................

July...................................

November

Maximum.

11,400 

3,940 

6,960

2,750 

2.750 

17,800 

2,660 

8,860 

17,800

53,500 

37,500 

8,520 

3,230 

33,200 

6,960 

4,150 

8,200 

3,330 

5,830 

3,940 

1,320

53, 500

Minimum.

2,940 

2,120 

2,380

i,260 

980 

980 

980 

980 

1,800

980

2,750 

2,380 

2,840 

1,580 

1,520 

1,580 

980 

930 

830 

780 

1,090 

980

780

Mean.

4,710 

2,990 

3,840 

4,600 

3,400 

7,200 

1,700 

1,300 

2,570 

1,300 

2,100 

4,880

3, 380

7,550 

6.640 

4,890 

2,290 

7,070 

3,240 

1,740 

2,120 

1,330 

1,530 

1,550 

1,080

3,420

Per 

square 

mile.

1.57 

.997 

1.28 

1.53 

1.13 

2.40 

.567 

.433 

.857 

.433 

.700 

1.63

1.13

2.52 

2.21 

1.63 

.763 

2.36 

1.08 

.580 

.707 

.443 

.510 

.517 

.360

1.14

Run-off 

(depth in 

inches on 

drainage 

area).

1.81 

1.04 

1.46 

1.71 

1.30 

2.68 

.65 

.50 

.96 

.50 

.78 

1.88

15.27

2.90 

2.38 

1.88 

.85 

2.72 

1.20 

.67 

.82 

.49 

.59 

.58 

.42

15. 50

Accuracy.

A. 

A. 

A. 

D. 

D. 

D. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

o Mean monthly discharge for April, May. and June. 1907, determined from discharge at Point of Rocks, 

using the same rate of discharge per square mile.
336 SUEFACE WATER SUPPLY,, 1907-8.

MONOCACY RIVER NEAR FREDERICK, MD.

This station is located at the county bridge on the toll road leading 

from Frederick to Mount Pleasant, Md. It is about 3^ miles northeast of Frederick. It was established August 4, 1896.

The station has been maintained to obtain general statistical and 

comparative data regarding the flow of Monocacy River. It is of 

prime importance in that the Monocacy is the principal stream 

between the Point of Rocks station and Great Falls. (See Potomac 

River at Point of Rocks, Md.)

The station is about 3,000 feet below Tuscarora Creek, which enters 

from the right, and about 2,000 feet above Israel Creek, which enters 

from the left.

The datum of the chain gage has been maintained the same since 

the establishment of the station. The discharge is liable to be 

affected by ice conditions more or less during the winter months. 

Conditions of flow at this station change some what from year to year, 

requiring changes in the rating curves.0

The observer at this station has been paid by the Maryland state 

weather service during 1907 and 1908.

a Discharge data prior to 1907 have been revised and republished in Water-Supply Paper 192.
POTOMAC KIVEE DRAINAGE BASIN. 337

Daily gage height, in feet, of Monocacy River near Frederick, Md.,for 1907-8. 

[Eugene L. Derr, observer.)

Day.

1907. 

I..............

9

3.............. 

4.............. 

5..............

6..............

8.............. 

9..............

10..............

11........ . ...

12

13.............. 

14..............

15..............

16.............. 

17.............. 

18..............

19 ............. 

20..............

21........ ... . 

22 23"!!".!".!""""

24

25 

20..............

27

28....... 

29..............

30.......

31..............

1908. 

1 . ....

3..............

4....... 

5..............

6....... .... .

g -----------

10.......

11.......

12....... 

13 .

14 . 

15.............

16..............

17..............

18....... 

19..............

20..............

21.... . 

22.. .

23....... . . 

24..............

25.......

26..............

27..............

28..............

29......

30..............

31..............

Jan.

12.2

9.5

7.4

6.9 

6.5

6.4 

5.9

5.6 

7.5 

6 9

0.0 

6.5

10.6 

8.9

8.7

9.7 

9.2 

8.3

7.6 

15.0

14.2 

10.4 

8.5 

6 9

6.3

5.5

5.5

5.6 

6 9

6.1 

6.1

5.8

5.9 

9.6 

9 4

9 1

8 9

14.9 

14.8

10.2

0 6

6.4

6.2 

6.2

6.1

6.2

6.2

6.2 

5.9

5.8

5.7

5.6

Feb.

6.5

6.3 

6.4 

6.8

6.8 

6.8

6.7 

6.4 

5.9

5.8

5.4 

5.4

5.3

5.3 

5.5 

5.7

5.6 

5.5

5.4 

5.3 

5.3

5.3

5.1

4.9

5.6

5.5

5.5 

5.5

5.5

5.4 

5.3

5 2

5.1

5.1 

5.8

8.5 

19 6

24 1

8 9

7.9 

6.5

G.3 

G.I

5.9

5.8

18.4

23.5 

12.5

7.1

Mar.

4.9

6.7

13.7 

10.5 

9.2

9.1 

8.9

6.2 

7.1 

6 9

6.2 

7.4

12.0 

17.6

11.3

10.5 

9.5 

12.0

10.5 

9.5

9.1 

8.5 

7.9 

7.1

6.6

5 9

5.8 

5.8

5.6 

7.0

8.9

8.6

8.7 

8.5

12.2

11.6

11.5

9 6

8 9

7.9 

7.4

7.1 

6 9

6.2 

8.4

8.2 

6.5

6.4 

6.4

5.7

5.6 

5.5

G.I

7.9

Apr.

5.5

5.4

5.4 

5.3 

5.3

5.2 

5.3

6.3 

9.3

8.2

7.5 

6.1

5.9 

5.8

5.7

5.5 

5.4

5.3 

5.2

5.2 

5.2 

5.4 

7.1

7.1

5.3 

5.2

5.2

7.4

6.3

6.2

5.9 

5.8

5.8

5.S 

5.8

6 9

5.7

5. 5

5.6

5.5 

5.5

5.5 

5.5

5.1

5.0

5.0

5.0 

5.0

May.

5.2

5.15

5.1 

5.1 

5.1

5.0 

5.0

5.2 

6.1

7 9

7.2

6.5

5.6 

5.4

5.3

5.3 

5.2 

5.2

5.2 

5.2

5.1 

5.1 

4.9 

4 9

5.1

5.9

5.7 

5.4

4.9

4,8 

4.9

4 9

4 9

4.9

5.1

5.7

17.8 

19.0 

8.7

7.1

6.2 

6.1

6.1 

6.1

5.9

5.8

22.3

18. 9 

15.2

19.6 

12.5

8.7

7.0

0.6 

6.3

G.I

6.0

June.

7.9

10.2

8.9 

6.9 

6.8

6.4 

5.6

5.4 

5.3 

5.3

7.4 

6.8

6.4 

6.4

6.4

5.9 

5.6 

5.4

5.3 

5.3

9.5 

6.2 

5.6

5.0

4.7

4.7

10.1

5 9

5.5

5.3 

5.2

5.1 

5.1 

5.1

5.0

4 9

4.9

4.0 

4.6

5.5

4.9

4.8

4.7 

4.6

4.0

4.5

4.5

4.4

4.4

4.4

July.

9.5

7.G

6.5 

5.9 

5.3

5.0 

9.5

6.5 

5.5 

5.3

5.3 

15.9

9.15 

7.2

6.9

5.8 

5.7 

5.7

7.9 

5.9

5.3 

5.2 

5.1

4.7

4.7

4.7

4.6 

4.6

4.0

4.5

4.4

4.4 

4.7

4.3 

4.3

4.3

4.2

4.2 

4.2

J. 2 

4.2

4.2

4.2

4.2 

4.2

4.1

4. 1

7.2

6.9 

6.4

9.7

8.5

5.5 

5.3

4.9

4.6

Aug.

4.5

5.4

5.3 

4.9 

4.5

4.5 

4.5

4.5 

6.2 

5.5

5.4 

4.9

4.5 

4.4

4.3

4.3 

4.2 

4.3

4.2 

4.2

4.2 

4.3 

4.3 

6.1

5.9 

5.7

4.7

4.3 

4.3

4.2

4.2 

4.45

4.35

4.25

4.25 

4.25

4.25

4.85 

4.65 

4.85

A AK

4.45

4.45 

4.25

4.15 

4.15

4.15

5.15

6.45 

5.05

4.45

4.35 

4.15

4.15 

4.15

4.15

6.45

5.85 

5.05

4.85

4.35

4.35

Sept.

4.2

4.1

4.8 

4.6 

4.5

4.4 

4.2

4.2 

4.2 

4.2

5.0 

5.5

4.9 

4.6

4.2

4.2

4.2

5.1 

5.0

5.0 

4.5 

11.1 

11.9

6.9 

6.4

5.5

4.9 

5.6

5.2

4.25

4.15

4.15

4.05 

4.05

4.15

4.15 

4.15 

4. 15

4.05

4.05 

4.05

4.05 

4.05

3.95

3.95

3.95 

3.95

3.95

3.95 

3.95

3. 95 

3.95

3.95

3.95

3. 95

3.95

5.85

Oct.

5.1

4.9

4.8 

4.8 

4.8

4.8 

4.7

4.7 

4.7 

4.0

4.6 

4.6

4.6 

4.5

4.5

4.5 

4.4 

4.4

4.4 

4.4

4.4 

4.35 

4.3 

4.3

4.3 

4.3

4.3

4.5 

6.5

5.5

4.8 

4.45

4.35

4.25

4.15 

4.05

4.05

4.05 

4.05

4.55

5. 65

5.05 

4.25

4.05

4.05 

4 05

4.05 

4.05

4.05 

4.15

5.15

5.15

4.85 

4.65

4.35

4.25

Nov.

4.8

4.8

4.3

6.4 

5.G

5.5 

5.3

5.2 

5.2 

6.4

6.1 

5.9

5.6 

5.2

5.2

5.1 

5.1 

5.1

8.5 

7.9

6.5 

7.4 

8.1 

9 1

13.9

7.5

6.6 

6.4

6.1

4.25

4.15

4.15

4. 1.5

4.05

4.05 

4.15 

4.15

4.05

4.05

4. 05

4.05

4.15

4.15 

4.25

4.25

4.25 

4.25

4.25

4.25

4.25

4.25 

4.25

4.15

4.15

Dec.

5.8

5.6 

5.4 

5.3

5.2

5.2

5.2 

5.3 

16.5

14.5 

10.4

7.1 

9.5

11.1

9.1 

8.9 

7.6

7.3 

6.9

6.4 

6.1 

13.4 

10.2

9.3 

8.5

7.9

7.1

7.1

7.5 

4.05

4.05

4.05

4.05 

4.05

4.05

4.15 

4.35 

4.35

4.25

4.25

4.25

4.25

4. 35

4.35

4.35

4.95 

5.05

4.85

4.75 

4.45

4.25 

4.25

4.35

4.35

4.45 

4.45

4.35

4.25

4.15

NOTE. Ice conditions prevailed from about February 7 to 11, 1907. 

16254 IRR 241 10 22
338 SUKFACE WATER SUPPLY, 1907-8.

Rating table for Monocacy River near Frederick, Md.,for 1907-&

Gage 

height.

Feet. 

3.90 

4.00 

4.10 

4.20 

4.30 

4.40 

4.50 

4.60 

4.70 

4.80 

4.90 

5.00 

5.10 

5.20 

5.30

Discharge.

Sec.-ft. 

90 

113 

138 

165 

194 

225 

258 

293 

330 

368 

408 

450 

493 

538 

584

Gage, 

height.

Feet. 

5.40 

5.50 

5.60 

5.70 

5.80 

5.90 

6.00 

6.10 

6.20 

6.30 

6.40 

6.50 

6.60 

6.70 

6.80

Discharge.

Sec.-ft. 

632 

682 

734 

789 

846

1,034

1,102

1.172

1,242

1,315

1,390

1,465

1,545

Gage 

height.

Feet. 

6.90 

7.00 

7.20 

7.40 

7.60 

7.80 

8.00 

8.20 

8.40 

8.60 

8.80 

9.00 

9.20 

9.40 

9.60

Discharge.

Sec.-ft. 

1,625 

1,705 

1,875 

2,045 

2,220 

2,400 

2,580 

2,765 

2,955 

3,145 

3,335 

3,525 

3,715 

3,905 

4,100

Gage 

height.

Feet. 

9.80 

10.00 

11.00 

12.00 

13. 00 

14.00 

15.00 

16.00 

17.00 

18.00 

19.00 

20.00

DisSec.-ft. 

4,300 

4,500 

5,500 

6,500 

7,550 

8,600 

9,650 

10,700 

11,750 

12,800 

13,850 

14,900

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1900-1906, and is fairly well defined between gage heights 3.9 feet and 10 

feet. Above gage height 12 feet the rating curve is a tangent, the difference being 105 per tenth.

Monthly discharge of Monocacy River near Frederick, Md.,for 1907-8. 

[Drainage area, 660 square miles.]

Month.

1907.

January................................. 9,650

February............................... 1, 540

March................ ... . ..... .... 12,400

April.................................... 3,810

May.................................... 2,490

June........................... ........ 4,700

July.................................... 10,600

August.................................. 1,100

September............................... 6,400

October................................. 1,320

November.............................. 8,500

December............................... 11,200

The year.......................... 12,400

1908.

January................................. 9,540

February.... . . .. ............. 19,200

March.......... ........................' 6,710

April.................................... 2,040

May.................................... 17,300

June.................................... 906

July.................................... 4,200

August............. .................... 1,280

September.............................. 1,280

October................................. 762

November.............................. 180

December............................... 472

The year.......................... 19,200

Discharge in second-feet.

Maximum. Minimum.

682

538

368

330

258

165

138

194

194

538

138

734

493

682

225

138

152

102

126

126

126

102

Mean.

2,680

814

3,240

1,430

1,430

375

831

330

1,540

2,810

Per 

square 

mile.

1,430

2,130

3,400

2,470

811

3,870

408

592

335

186

235

154

212

4.06

1.23

4.91

1.47

1.04

2.17

2.17

.568

1.26

.500

2.33

4.26

2.16

3.23

5.15

3.74

1.23

5.86

.618

.897

.508

.282

.356

.233

.321

Run-off 

(depth fn 

inches on

drainage 

area).

1,240 1.87

4.68

1.28

5.66

1.64

1.20

2.42

2.50

.65

1.41

.58

2.60

4.91

29.53

3.72

5.55

4.31

1.37

6.76

.69

1.03

.59

.31

.41

.26

.37

25.37

Accuracy.

NOTE. Discharge during the frozen period, February 7 to 11,1907, estimated, 958 second-feet.
SURFACE WATER SUPPLY, 1907-8. 339 

RAPPAHANNOCK RIVER DRAINAGE BASIN. 

RAPPAHANNOCK RIVER NEAR FREDERICKSBURG, VA.

Rappahannock River rises on the eastern slope of the Blue Ridge, in 

Rappahannock and Fauquier counties, Va., and takes a general southeasterly course to Chesapeake Bay, into which it discharges at a point 

about 36 miles from Cape Charles. The length of its course in a 

straight line is about 132 miles, and its drainage area measures approximately 2,700 square miles.0 It crosses the fall line, with considerable fall, at the city of Fredericksburg; below that point it is a 

sluggish, tidal, navigable stream, spreading out in places to a width of 

several miles. There are no lakes in the basin, and the flow of the 

river is exceedingly variable. The bed is generally of rock, overlain 

with gravel and sand, and the banks are in most places high enough 

to confine the stream except at high freshets. The slope of the stream 

is not uniform, but is broken by falls at several places. At Fredericksburg the elevation of the river above tide is zero; 35 J miles above 

it is 252 feet, showing a fall of 7.1 per mile. The average annual rainfall in this basin is about 42 inches. The principal tributary is the 

Rapidan, which enters from the right 10 or 12 miles above Fredericksburg, and drains about 745 square miles. No important tributary 

enters between the mouth of the Rapidan and Fredericksburg.

The gaging station, which was established September 19, 1907, in 

cooperation with the Fredericksburg Power Company, by whom the 

cable and equipment were furnished, is located about 3^ miles above 

the city. The records of discharge are important in determining the 

amount of power available between the station and Fredericksburg. 

(See PI. VI.) The station is located at a pool a few hundred' feet 

above a rocky control, and is about 1^ miles above the dam of the 

power compan}r. The discharge is probably not affected by backwater, as there is considerable fall between the station and the dam.

The original staff gage was destroyed February 14, 1908, and was 

replaced on February 20 by a chain gage under the cable. The datum, 

which is the same for both gages, has been maintained at a constant 

elevation.

The discharge is likely to be affected by ice during the winter period. 

Conditions of flow at the station are probably permanent. At extreme low water the current is very sluggish, and accurate discharge 

measurements are difficult. A good low-water rating curve has been 

developed.

a Reports on the water powers of the United States: Tenth Census, vol. 16, p. 553. 1885.
340 SUEFACE WATEE SUPPLY,, 1907-8.

Discharge measurements of Rappahannock River near Fredericksburg, Va., 1907-8.

Date.

1907.

1908.

Hydrographer.

C. C. Covert................................ ........

.....do..............................................

Width.

Feet. 

452

452

455

455

450

Area of 

section.

Sq.ft.

2,010

2,950

1,910

1,770

Gage 

height.

Feet. 

1.78

1.76

3.98

1.57

1.19

Discharge.

Sec.-ft.

1,060

5,060

437

Daily gage height, in feet, of Rappahannock River near Fredericksburg, Va.,for 1907-8.

[J. W. Franklin, observer.]

Day.

1907. 

I..... 

2. ...

4.....

5. ....

6.....

9..... 

10.....

Sept. Oct.

1.98 

1.82 

1.70

1.68 

1.65

1.65 

1.52 

1.55

1.60 

1.52

Nov.

1.25 

1.25 

3.28

2.50 

1.78

1.65 

1.82 

2.05

1.72 

1.78

Dec.

2.10 

2.10 

2.00

1.90 

1.90

1.75 

1.75 

1.75

1.75 

2.98

Day.

1907. 

11..... 

12..... 

13.....

14..... 

15.....

16..... 

17..... 

18.....

19..... 

20.....

Sept.

1.22 

1.20

Oct.

1.48 

1.48 

1.45

1.40 

1.40

1.35 

1.35 

1.35

1.35 

1.30

Nov.

2.28 

1.95 

1.75

1.68 

1.60

1.55 

1.55

1.58

2.35 

2.38

Dec.

5.30 

4.00 

3.10

3.25 

4.72

3.62 

3.15 

2.92

2.80 

2.55

Day.

1907. 

21..... 

22..... 

23.....

24..... 

25.....

26..... 

27.....

28.....

29..... 

30..... 

31.....

Sept.

1.22 

1.22 

2.22

8.85 

3.30

2.65 

2.28 

2.10

2.45 

2.38

Oct.

1.25 

L25

1.25 

1.25

1.22 

1.20 

1.30

1.58 

1.42

Nov.

2.22 

2.20 

2.25

5.50 

5.35

3.52 

2.95 

2. 62

2.42 

2.30

Dec.

2.40 

2.30 

3.98

5.75 

3.80

3.20 

3.00 

3.00

2.68 

2.80

Day.

1908.

3.-.....-...-..

9

10..............

11..............

12..............

13..............

14..............

15..............

16. . ......... ...

18.--....--..--.

19

20. ..----..----.

21..............

00

23....... ------ .

25......--.....-

26. .............

27..............

29

OA

qi

Jan.

2.48

2.38

2.30

2.6

6.6

3.88

2.65

3.85

8.5

8.8

3.9

3.25

3.0

2.8

2.7

2.0

2.55

2.5

9 4

2.4

2.15

2-52

2.62

2.22

2.2

O 0

Feb.

2.1

2.2

2.1

2.1

2.6

2.3

2.95

2.7

2.6

2.6

2.88

3.38

3.75

3.05

3.0

2.6

3.9

5.9

3.45

Mar.

3.2

3.3

3.05

2.9

2.7

4.2

4.3

3.6

3.1

3.15

3.3

2.85

2.8

2.4

2.4

2.5

2.4

2.2

2.2

2.35

2.45

2.42

2.3

2.12

2.15

2.2

2.25

2 35

Apr.

2.7

2.55

2.5

2.25

2.18

2.2

2 1

2.1

2.05

2.2

2.22

2.0

2.12

1.9

1.95

1.9

1.75

1.85

1.95

2.0

1.9

1.8

1.8

1.6

1.6

1.6

1.48

1.4

1.3

1.3

May.

1.25

1.65

1.55

1.55

1.65

2.55

3.38

3.35

2.15

2.1

2.05

1.95

1.88

1.78

1.75

1.7

1.65

1.65

3.8

4.75

8.3

4.85

3.45

3.2

3.0

2.8

2.55

2.45

2.4

9 Q^

June.

3.35

2.85

2.35

2.8

3.95

2.65

2.35

2.25

2.15

1.95

2.3

2.25

2.05

1.95

1.85

3.45

2.75

2.75

2.55

2.3

2.05

1.95

2.15

1.8

1.75

1.7

1.6

1.5

1.35

July.

2.1

2.3

2.5

2.45

2.45

2.35

2.25

2.1

1.62

1.45

1.35

1.3

1.25

1.15

1.1

1.05

1.0

.9

1.1

1.1

1.0

.9

1.6

2.2

2.1

2.75

3.05

3.05

2.55

2.2

2.1

Aug.

2.15

1.85

1.72'

1.6

1.5

1.4

1.3

1.3

1.45

1.42

1.5

1.35

1.3

1.3

1.2

1.18

1.1

2.8

2.3

1.6

1.35

1.25

1.3

1.35

1.25

8.3

5.3

4.4

2.3

2.1

2.0

Sept.

1.8

1.72

1.6

1.55

1.5

7.1

3.2

2.3

2.0

1.9

1.7

1.7

1.52

1.42

1.45

1.3

1.35

1.3

1.3

1.25

1.3

1.45

1.5

1-5

1.45

1.4

1.35

1.4

5.0

2.85

Oct.

2.22

2.15

2.0

1.9

1.8

1.62

1.7

1.6

1.52

1.65

1.78

2.6

2.05

1.85

1.8

1.65

1.6

1.6

1.55

1.6

1.55

1.5

1.42

1.4

3.7

2.75

2.55

2.25

2.38

4.2

2.85

Nov.

2.55

2.25

2.1

2.2

2.1

1.9

1.9

1.8

1.7

1.75

1.7

1.68

1.85

1.8

1.75

2.0

2.1

1.9

1.9

1.85

1.7

1.75

1.7

1.55

1.6

1.55

1.5

1.6

1.52

1 AX

Dec.

1.5

1.55

1.4

1.5

1.5

1.44

1.82

1.68

1.5

1.55

1.6

3.05

2.72

2.0

1.78

1.78

1.75

1.6

1.7

1.65

1.5

1.55

1.55

1.4

1.75

1.85

1.8

1.95

2.15

2.22

3.28
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 241 PLATE VI

POWER DEVELOPMENT ON RAPPAHANNOCK RIVER MEAR FREDERICKSBURG, VA.
SUMMARIES OF DISCHARGE PER SQUARE MILE. 341 

Rating table for Rappahannock River near Fredericksburg, Va.,for 1907-8.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Sec. feet.

285

340

400

470

550

(545

750

865

985

1,110

1,240

1,375

1,515

Gage 

height.

Feet.

. 2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Sec. feet.

1, 660

1,810

1,965

2,125

2,290

2,460

2,635

2,815

3,000

3,190

3.385

3, 585

3,790

Gage ' Disheight. charge.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

Sec. feet.

4,000

4,210

4,425

4,645

4,870

5,100

5,580

6,090

6,620

7,170

7,730

8,310

8,900

 Gage 

height.

Feet.

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

Discharge.

Sec. feet.

9,500

10, 120

10, 750

11,390

12, 050

12, 720

13, 400

14,100

17, 800

21,850

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 5 

discharge measurements made during 1907-8 and 1 made in 1909. It is well denned between gage heights 

1.2 feet and 4 feet.

Monthly discharge of Rappahannock River near Fredericksburg, Va.,for 1907-8. 

[Drainage area, 1,590 square miles.]

Month.

September 19 to 30. 

October............

November.........

December..........

January....

February.. 

March......

April......

May.......

June.......

July.......

August....

September. 

October....

November. 

December..

The vear.

Discharge in second-feet.

Maximum.

21,200

1,350

9,200

9, 960

21,000

20,000

5,830

2,460

19, 000

4,980

3,100

19, 000

14, 400

5,580

2,210

3,540

21,000

Minimum.

470

470

510

1,050

1,380

1,520

1,540

550

510

598

285

400

510

645

698

645

285

Mean.

3,170

711

2,060

3,160

4,150

4,780

2,590

1,330

2,780

1,990

1,270

1,900

1,650

1,510

1,160

1,170

2,190

Per

square 

mile.

1.99

.447

1.30

1.99

2.61

3.01

1.63

.836

1.75

1.25

.799

1.19

1.04

.950

.730

.736

1.38

Run-off

(depth in 

inches on 

drainage 

area).

0.89

.52

1.45

2.29

3.01

3.25

1.88

.93

Accuracy.

B.

A.

A.

A.

A

B.

A.

A.

2.02 1 A.

1.40

.92

1.37

1.16

1.10

.81

A.

A.

A.

A.

A.

A.

. 85 A.

IX. 70

NOTE. The discharge February 14 to 19, 1908, was estimated 10,700 second-feet on the basis of a comparison of discharge of Potomac, James, and Rappahannock rivers.

SUMMARIES OF DISCHARGE PER SQUARE MILE.

The following tables of summaries of discharge per square mile are 

given to allow of ready comparison of relative rates of run-off from 

different areas in the North Atlantic coast drainages.

They show in a general way the seasonal distribution of run-off 

and the effect of snow; ground, surface, and artificial storage. But 

the most important fact worth noting is the almost entire lack of uniformity or agreement between any two stations. It indicates that the 

discharge of each stream is a law unto itself, and that all projects 

dependent upon stream flow, if they are to be developed along the 

safest and most economical lines, must be based on records of stream 

flow collected with great care over a long series of years as near the 

location of the project under consideration as possible.
Summary of discharge, in second-feet per square mile, of north A

Gaging station.

New England States. 

St. John, Fort Kent, Me. .........................

Aroostook, Fort Fairfield, Me... .. ... .....

St. Croix, Woodland, Me.. .......................

Penobscot (West Branch), Millinockett, Me. ....... 

Penobscot, West Enfield, Me............ ... ..

Phillips Lake outlets, Dedham and Holden, Me. . . .

Kennebec, Bingham, Me....................... ..

Kennebec, Waterville, Me........... .............

Androscoggin, Rumford Falls, Me. ...............

Presumpscot, Outlet of Sebago, Me ................

Saco, West Buxton, Me..........................

Merrimac, Garvins Falls, N. II ................... 

Merrimac, Lawrence, Mass.... ....................

Connecticut, Sunderland, Mass ...................

Drainage 

area 

(square 

miles).

5,280 

890 

2,230 

1,420 

465 

1,880 

6,600 

1,100 

1,500 

286 

12.3 

680 

1,570 

2,660 

2,790

4,270 

85 

870 

340 

650 

240 

1,500

2,090

420 

385 

1,550 

615 

1,460 

2,340 

4,450 

410 

118.2 

75.2 

18.9 

7.700

1907.

§1-5

0.19 

.34 

.36 

1.23 

1.63 

1.08 

1.03 

.73 

.89 

1.75 

1.98 

.44 

.59

.68 

.59 

.44 

.74 

.56 

1.04 

67

.74

1.20

.88

.85 

1.25 

1.33 

1.41 

1.61 

2.26 

2.09 

1.64 

1.23

£ 

&

0.14 

.25 

.22 

.68 

.86 

.80 

.60 

.32 

.49 

.87 

3.28 

.22 

.80

".~55

.68 

.35 

.23 

.44 

.22 

1.06 

60

.66 

7.5

1.12 

.42

.41 

.92 

.88 

.67 

.95 

1.07 

.96 

.90 

.61

1 1

0.14 

.25 

.31 

.96 

1.18 

.20 

.44 

.27 

.46 

1.05 

3.41 

.34 

1.03

"As

.96 

.59 

.66 

1.18 

.71 

1.09 

87

.93

.70 

2.08

2.28 

1.68 

1.87 

1.73 

2.20 

2.63 

2.56 

2.06 

2.16

1.27 

.99 

2.08 

2.20 

4.80 

.77 

2.67 

1.79 

4.46 

8.39 

5.01 

1.51 

1.00

3.93 

1.10 

2.80 

6.85 

6.28 

3.32

£

s

7.54 

6.89 

7.76 

3.30 

4.71 

3. 76 

6.10 

7.27 

6.05 

9.27 

5.25 

7.15 

5.38

6."24

4.61 

11.5

8.48

4.26 

1.40

2. 72l 4. 61 

3. 52 5. 70

.85 

5.25

5.61 

3.96 

3.88 

2.92 

4.10 

2.22 

2.49 

1.96 

4 29

1.14 

6.83

5.79 

3.71 

2.94 

2.03

1.49 

1.37 

1.24 

3.90

OJ

C 

5

2.95 

3.42 

2.76 

2.98 

3.46 

3.69 

3.02 

4.55 

2.65 

2.16 

3.19 

2.90 

3.23

2' 77

3.79 

6.85 

2.66

1.29

.98

1.79

?, 01

1.25 

1.95

1.79 

1.69 

1.50 

1.19

1.20 

1.18 

.90 

1.49

1*. 

dK-5

2.25 

2.16 

2.40 

2.42 

1.19 

2.77 

2.67 

3.26 

2.84 

3.19 

2.75 

2.32 

2.50 

2.24

2.09 

1.61 

1.94

.97 

.99

1.42

1.21 

1.16

1.11 

1.12 

.98

.75

.52 

.01 

.11 

1 19

bb

3

 <

1 09 

2.33 

2.32 

2.32 

.63 

1.85 

1.64 

1.36 

1.57 

1.56 

1.67 

1.51 

2.34 

1.71

1.25 

2.92

.29 

1.01

.98 

1 02

1.00

.63

.48 

.77 

.64 

.43

f 

m

0.61 

.92 

1.03 

2.20 

.61 

1.14 

1.15 

.72 

1.00 

2.09 

1.80 

.69 

1.24 

1.18

1.10

2.84

.61 

.92

1.18 

1 94

.80 

1.44

1.42 

1.18 

.94 

.66

.141.25

(6)| .84 

. 25! . 95 

.65' .90

o 

O

1.42 

1.49 

1.41 

1.74 

1.52 

1.44 

1.53 

.62 

1.68 

4.16 

1.61 

1.96 

.76 

1.38

1.81 

2.76

2.11

.97

2.14

1.16 

3.35

4.03

2.86 

2.34 

1.43

2.14 

1.15 

.99

2 77

4 
Westfleld Little, Blandford, Mass.................

Hudson River.

Hudson, Fort Edward, N. Y .....................

Hudson, Mechanicville, N.Y. ....................

Mohawk, Little Falls, N. Y.. ....................

Mohawk, Dunsbach Ferry, N.Y................. 

West Canada Creek, Twin Rock Bridge, N. Y. .. .

Middle Atlantic States.

Paulins Kill, Columbia, N. J .....................

Schuylkill, Philadelphia, Pa. ..................... 

Perkiomen Creek, Frederick, Pa. .................

440 

144 

43 

1,020

804

2,800 

4,500 

534 

263 

740

236 

579 

1,310 

3,440 

364 

574 

256 

240 

331 

239 

324 

380

101

800 

680 

920 

3,250 

6,430 

179 

102 

139 

1,920 

152

2.33 

3.28 

2.04

.95 

1.21 

1.10

2.72 

2.29

1.22 

.92

2.15 

3.95 

2.38

2.43 

2.13

2.28

3.61 

5.47

4." 20 

2.02 

2.42 

3.11 

3.45 

3.98

5.71 

2.80 

2.71 

3.05 

3.05 

2.78

3.71 

3.46 

2.29 

2 99

.52

.67 

1.15

i.~34

.67 

.53 

.85 

.85 

2.25

.50 

.62 

.44 

.49

.77 

.87

1.34 

1.48 

.92

8?

2.31

3.00

2.86 

2.72 

2.29

4.82 

3.69

1. 68 1. 35

2.09 

1.97

2.16 

2.12

4. 00 1. 51 

3. 09 1. 24

.............

:::::::::::::

2.44 1.87

3.202.99 1.93 

5.96 3.85

2." 29 

2.70 

2.10 

2.65 

2.75 

5.64

6.93 

3.92 

3.51 

3.88 

3.32 

3.36

4.77 

2.06 

2.52 

2,21 

2.27 

2.38 

2.08

1.77 

1.45 

2.15 

2.59 

1.98 

1.79

7.281.26 

5.27,1.40 

2. 35 1. 05 

4. 12 1. 18

3.12 

.96 

2.12 

1.72 

2.48 

2.49 

1.97

2.72 

1.70 

1.76 

2.17 

1.57 

1.43

.92 

1.54

.85 

.82

1.31

1 Ofi

.90 

1 40

1.31 

1.05 

1.47 

1.51 

1.74 

1.70 

1.34

.64 

.87 

.66 

1.27 

1.00 

1.08

.97 

1.19 

.62 

.93

.78

.32 

.90

....

.96 

.92

.42[ .88

.13

.48

1.88 

1.19

2.24

5.63 

3.63

 > r,4

. 98 1 . 92

. 62 1. 26 2. 61 

. 53 1. 37 2. 12 

.3411.02

1.51 

93

.69 

1 26

1.07 

.62 

.48 

.68 

.38 

.41 

.41

.29 

.67 

.39 

.54 

.47 

.61

.35 

.39

.61 

.56

. 70 1. 97

. 74 2. 70

2. If

.48 . 94'2.95 

. 57 1. 28 2. 31

.30

.73 

.54 

.09 

.18 

.13 

.14 

.17

'.48 

.13 

.20 

.18 

.32

.08 

.25 

.55 

.41

. 92 2. 08 

2.354.15

2.02 

.92 

1.06 

1.10

1.77 

2.02 

1.48

1.34

2.08 

.76 

.53 

.56 

.81

2." 38 

3.24 

3.44 

3.54 

3.77 

2.55

2.08 

2.12 

2.12 

2.36 

1.60 

1.68

3. 76 2. 77 

2. 23 2. 21 

1. 95 !l. 84

3. 63 1. 74

a Attention is called to the fact that the Sudbury River records do not give the actual run-off of th

draft from storage in the dry season from the tributary reservoirs and streams as well as the loss by eva

as nearly as this flow can be measured and adjusted for the change in volume of stored water, without, h

the water surfaces of the existing reservoirs and streams in this drainage basin. It may be said that th

supplies, and is used also in the Nashua and Croton records, but for streams utilized chiefly for producti

included in the yield or run-off measurements and records.

b -0.16. c -0.02. d -0
Summary of discharge, in second-feet per square mile, of north Atlanti

Gaging station.

Susquehanna, Bingharnton, N. Y. ................

Susquehanna, Wilkesbarre, Pa. .................. 

Susquehanna, Danville, Pa ......................

Susquehanna, McCall Ferry, Pa.................. 

Chenango, Binghamton, N. Y .................... 

Chemung, Chemung, N. Y... .....................

Susquehanna (West Branch), Williamsport, Pa..

Broad Creek, Mill Green, Md.... .................

Little Gunpowder Falls, Belair, Md..............

Potomac, Point of Rocks, Md... ..................

Monocacy, Frederick, Md. ........................

Drainage 

area 

(square 

miles).

2,400 

7,930 

9,810 

11,100 

24, 000 

26, 800 

1,530 

2,440 

5, 640 

3,480 

16.4 

141 

1GO 

43 

251 

9,650 

3,000 

660 

1 . 590

1907.

j3 

>->

i. 64

3.01 

2.96 

3.18 

3.13 

3.34 

2.05 

3.5(i 

4.02 

1.85 

1.70 

1.91 

2.35 

2.23 

2.80 

1 57

PH

.77

.54 

.53 

. 75 

.81 

.55 

.40 

.88 

.84 

1.22 

1.28 

1.54 

1.40 

1.20 

.99 

1 nn

S

a

ft

3.272.59

2. 46 1. 82 

2. 37 1. 81 

3.421.62 

3. 49 1. 59 

2. 86 2. 27 

1. 74 1. 55 

4. 33 1. 66 

5. 12 1. 53 

3. 46 1 . 29 

2. 79 1. 45 

3.501.65 

3.531.96 

3.231.61 

3. 16 1. 54 

1 28 1 .13

4. 06 1. 23 4. 91 1. 47

(A

C3

a

1.89

1.40 

1.42 

1.41 

1.31 

1.81 

.96 

1.57 

1.37 

1.13 

1.30 

1.39 

1.59 

1.23 

1.15 

1 13

h^

.57

.49 

.62 

1.00 

1.04 

.66 

.45 

1.42 

1.61 

1.23 

1.42 

1.51 

1.80 

1.67 

2.40 

9. 40

1.042.17

t>> "3

H-3

.60

.44

.57 

.65 

.86 

.60 

.37 

.93 

.57 

1.12 

1.01 

2.09 

1.22 

1.38 

.62

2.17

bib

<!

.22

.15 

.21 

.25 

.36 

. 22 

.07 

.18 

.32 

1.24 

1.11 

1.16 

1.11 

1.32 

.38 

.43

.57

-to

0) 

02

.91

.52 

.63 

.04 

.74 

.95 

.09 

.31 

.74 

1.37 

1.93 

1.79 

1.79 

1.53 

.67

1.26

"8 

o

2.18

1.13 

1.14 

.79 

.85 

2.01 

.35 

.58 

.41 

1.04 

1.18 

1.30 

1.23 

.91 

.37

.50

. 45
INDEX.

A. Page. 

Accuracy, degree of........................ 25-20

Acknowledgments to those aiding.......... 27-28

Acre-foot, definition of..................... 13

Adams, C. R., work of.................... 28

Ammonoosuc River at 

Bretton Woods, N. H.:

description.......................... 154

discharge, monthly.................. 155

gage heights......................... 154

rating table......................... 155

Androscoggin River at 

Dixfield,Me.:

description.......................... 112

discharge, monthly................ 114,342

gage heights......................... 113

rating table......................... 114

Rumford Falls, Me.:

description.......................... 110

discharge, daily..................... Ill

discharge, monthly................ 112,342

Shelburne, N. H.:

description........................ 108-109

discharge, monthly................ 110.342

gage heights......................... 109

rating table......................... 109

Androscoggin River basin, description.... 107-108

miscellaneous measurements............ 115

river surveys............................ 108

stream flow........................... 108-115

Appropriations, amount of.................. 7

Aroostook River, curves for, figures showing. 22 

Aroostook River at 

Fort Fairfield, Me.:

description.......................... 36-37

discharge............................ 37

discharge, monthly................. 39,342

gage heights......................... 38

rating table......................... 39

Ashuelot River at 

Hinsdale, N. H.:

description........................ 156-157

discharge............................ 157

discharge, monthly................ 159,343

gage heights....................... 157-158

rating table......................... 159

Authority for investigations, recital of....... 7

B. 

Bangor, Me.,

Kenduskeag Stream near 

description.......................... 67-08

discharge............................ 68

gage heights......................... 68

Barrows, A. T., work of..................... 29

Barrows, H. K., work in charge of.......... 28,29

Batlenkill River at Page. 

Battenville, N. Y.:

description.......................... 204

discharge............................ 204

gage heights......................... 205

Battenville, N. Y.,

Battenkill River at:

description ................... ..... 204

discharge........................... 204

gage heights........................ 205

Belair,Md.,

Little Gunpowder Falls near:

description.......................... 322

discharge............................ 322

discharge, monthly................ 324,344

gage heights......................... 323

rating table......................... 324

Bethlehem, Pa., 

Lehigh River at:

discharge............................ 277

Monocacy Creek at:

discharge............................ 277

Bingham, Me.,

Kennebec River at:

description.......................... 85

discharge............................ 85

discharge, monthly................. 87,342

gage heights......................... 86

rating table......................... 87

Bingham ton, N. Y., 

Chenango River at:

description........................ 298-299

discharge............................ 299

discharge, monthly................ 301,344

gage heights......................... 300

rating table......................... 301

Susquehanna River at:

description.......................... 282

discharge............................ 282

discharge, monthly................ 284,344

gage heights......................... 283

rating table......................... 284

Blandford, Mass.,

Westfleld Little River near:

description........................ 163-164

discharge............................ 164

discharge, daily..................... 167

discharge, monthly................ 168,343

gage heights....................... 165-166

rating table......................... 166

Bloomsburg, N. J.,

Musconetcong River near:

description.......................... 267

discharge, monthly.................. 268

gage heights......................... 267

rating table......................... 268

345
INDEX. 347

Connecticut River at Continued. Page. 

Sunderland, Mass. Continued.

discharge, monthly................ 150,342

gage heights......................... 149

rating table......................... 150

Orford, N. H.:

description.......................... 146

discharge............................ 147

gage heights....................... 147-148

Connecticut River basin, description...... 144-146

stream flow........................... 146-468

Contoocock River at 

West Hopkinton, N. H.:

description.......................... 139

discharge, monthly................ 140,342

gage heights......................... 140

rating table......................... 140

Cooperation, credit for...................... 27-28

Corinth, N. Y.,

Hudson River at and near:

discharge............................ 236

Covert, C. C., work of....................... 28,29

Current meters, description of............... 19-20

use of................................ 18,20-21

views of................................. 20

Current-meter stations, views of............. 18

D.

Danville, Pa.,

Susquehanna River at:

description.......................... 289

discharge............................ 289

discharge, monthly................ 291,344

gage heights......................... 290

rating table......................... 291

Dead River near 

The Forks, Me.:

description.......................... 95-96

discharge............................ 96

discharge, monthly................. 97,342

gage heights......................... 96

rating table......................... 97

Dedham, Me.,

Philips Lake in:

description.......................... 68-69

discharge............................ (59-70

discharge, monthly................. 73,342

gage heights......................... 70-71

rating table......................... 72

Deer Creek near 

Churchville, Md.:

description.......................... 316

discharge, monthly................ 318,344

gage heights......................... 317

rating table......................... 318

Definitions, statements of................... 13

Delaware River at 

Lambertville, N. J.:

description.......................... 260

discharge............................ 260

gage heights......................... 261

Port Jervis, N. Y.:

description........................ 250-251

discharge............................ 251

discharge, monthly................ 255,343

gage heights....................... 252-254

rating table......................... 254

Delaware River at Continued. Page. 

Riegelsville, N. J.:

description.......................... 256

discharge............................ 257

discharge, monthly................ 259,343

gage heights......................... 258

rating table......................... 259

Delaware River basin, description........... 246

miscellaneous measurements............ 277

stream flow........................... 247-277

Delaware River (East Branch) at 

Hancock, N. Y.:

description.......................... 247

discharge............................ 247

discharge, monthly................ 250,343

gage heights......................... 248

rating tables........................ 249

Delaware River (West Branch) at 

Hancock, N. Y.:

description........................ 261-262

discharge............................ 262

discharge, monthly................ 265,343

gage heights......................... 263

rating tables........................ 264

Discharge, computation of................... 21-26

curves for, figures showing.............. 22

summaries of......................... 341-344

Discharge measurements, nature of.......... 15,16

Dixfteld, Me.,

Androscoggin River at:

description....................... .- 112

discharge, monthly................ 114,342

gage heights......................... 113

rating table......................... 114

Dolgeville, N. Y.,

East Canada Creek at:

description.......................... 218

discharge, daily..................... 219

discharge, monthly................ 220,343

Drainage, stream flow and.................. 9-1C

Drainage basins, list of...................... 10

Dunsback Ferry, N. Y., 

Mohawk River at:

description........................ 212-213

discharge, daily..................... 213

discharge, monthly................ 214,343

East Canada Creek at 

Dolgeville, N. Y.:

description.......................... 218

discharge, daily..................... 219

discharge, monthly................ 220,343

East Outlet, Maine, 

Moosehead Lake at:

description.......................... 80

gage heights......................... 81

Equivalents, list of.......................... 14-15

Esopus Creek at or nearKingston, N. Y.:

description........................ 230-231

discharge............................ 231

discharge, daily..................... 232

discharge, monthly................ 233,343

gage heights......................... 231
348 INDEX.

Esopus Creek at or near Continued. 

Olivebridge, N. Y.:

description........................ 227-228

discharge, daily................... 228-229

discharge, monthly................ 230, 343

Esopus Creek basin, description............. 227

stream flow........................... 227-233

F.

Parley Station, Mass., 

Millers River near:

description.......................... 160

discharge............................ 160

Finderne, N. J.,

Raritan River at:

description........................ 241-242

discharge, monthly.................. 242

gage heights......................... 242

rating table......................... 242

Fish Creek at 

Burgoyne, N. Y.:

description.......................... 205

discharge............................ 205

discharge, monthly................ 206,343

gage heights......................... 206

rating table......................... 206

Fish River at 

Wallagrass, Me.:

description.......................... 33-34

discharge............................ 34

discharge, monthly................. 36, 342

gage heights......................... 34-35

rating table......................... 35

Float method, description of................ 19

Flood prevention, stream flow and.......... 10

Foilansbee, Robert, work of................. 28

Fort Edward, N. Y., 

Hudson River at:

description........................ 180-181

discharge, daily................... 181-182

discharge, monthly................ 183,343

Fort Fairfield, Me., 

Aroostook River at:

description.......................... 36-37

discharge............................ 37

discharge, monthly................. 39, 342

gage heights......................... 38

rating table......................... 39

Fort Fairfield, Me., curves at, figures showing.............................. 22

Fort Kent, Me.,

St. John River at:

description.......................... 30-31

discharge............................ 31

discharge, monthly................. 33, 342

gage heights......................... 31-32

rating table......................... 32

Foxcroft, Me.,

Piscataquis River near:

description.......................... 65

discharge............................ 65

discharge, monthly................. 67,342

gage heights......................... 66

rating table......................... 67

Framingham, Mass., 

Sudbury River at:

description.......................... 142

discharge, monthly............ 142-143,342

rainfall, monthly.................. 142-143

Franklin Junction, N. H., Page. 

Merrimac River at:

description.......................... 129

discharge............................ 129

discharge, monthly................ 131,342

gage heights....................... 129-130

rating table......................... 130

Frederick, Md.,

Monocacy River near:

description.......................... 336

discharge, monthly................ 338,344

gage heights......................... 337

rating table......................... 338

Frederick, Pa.,

Perkiomen Creek near:

description........................ 274-275

discharge, daily................... 275-276

discharge, monthly................ 276,343

Fredericksburg, \7 a., power development at,

view of.......................... 340

Rappahannock River near:

description.......................... 339

discharge............................ 340

discharge, monthly................ 341,344

gage heights......................... 340

rating table......................... 341

French, H. F., work of...................... 28

Gage heights, nature of...................... 15

Gaging station, description of................ 18

classification of.......................... 22-25

Gardiner, Me.,

Cobbosseecontee Stream at:

description........................ 103-104

discharge, daily................... 104-105

discharge, monthly................ 106,342

Garvins Falls, N. II., 

Merrimac River at:

description........................ 131-132

discharge, daily..................... 133

discharge, monthly................ 134,342

Gaylordsville, Conn., 

Housatonic River at:

description........................ 169-170

discharge............................ 170

discharge, monthly................ 172,343

gage heights....................... 170-171

rating table......................... 171

Glencoe, Md.,

Gunpowder Falls at:

description.......................... 319

discharge............................ 319

discharge, monthly................ 321,344

gage heights......................... 320

rating table......................... 321

Glens Falls feeder, N. Y.:

description.......................... 186

discharge............................ 188

Gooley, N. Y.,

Hudson River at:

discharge............................ 236

Greene, N.-Y.,

Chenango River near:

description.......................... 298

discharge............................ 298

....................... 298
INDEX. 349

Grindstone, Me., Page. 

Penobscot River (East Branch) at:

description.......................... 59

discharge............................ 59

discharge, monthly................. 61,342

gage heights......................... 60

rating table......................... 61

Gunpowder Falls at 

Glencoe, Md.:

description.......................... 319

discharge............................ 319

discharge, monthly................ 321,344

gage heights......................... 320

rating table......................... 321

Gunpowder River basin, description........ 319

stream flow........................... 319-324

H.

Hadley, N. Y., log jam at, view of........... 146

Sacandaga River near:

description........................ 201-202

discharge............................ 202

discharge, monthly................ 204,343

gage heights....................... 202-203

rating tables........................ 203

llampden, Me.,

Sousdabscook River at:

discharge............................ 73

Hancock, N. Y.,

Delaware River (East Branch) at:

description.......................... 247

discharge............................ 247

discharge, monthly................ 250,343

gage heights......................... 248

rating tables........................ 249

Delaware River (West Branch) at:

description........................ 261-262

discharge............................ 262

discharge, monthly................ 265,343

gage heights......................... 263

rating tables........................ 264

Harrisburg, 1'a.,

Susquehanna River at:

description.......................... 292

discharge............................ 292

discharge, monthly................ 294,344

gage heights......................... 293

rating tables ........................ 294

Hartford, Conn.,

Connecticut River at:

description.......................... 151

gage heights......................... 152

Henshaw, F. F., work of.................... 29

Hinsdale, N. II.,

Ashuelot River at:

description........................ 156-157

discharge............................ 157

discharge, monthly................ 159,343

gage heights....................... 157-158

rating table......................... 159

Holden, Me.,

Philips Lake in:

description.......................... 68-69

discharge............................ 69-70

discharge, monthly................. 73,342

gage heights......................... 70-71

rating table......................... 72

Hoosic River at Page. 

Buskirk, N. Y.:

description.......................... 207

discharge............................ 207

discharge, monthly................ 209,343

gage heights......................... 208

rating table......................... 209

Hoosic River basin, description........... 206-208

stream flow........................... 207-209

Hope, N. Y.,

Sacandaga River near:

discharge............................ 236

Horton, A. H., work of...................... 28

Housatonic River at 

Gaylordsville, Conn.:

description........................ 169-170

discharge............................ 170

discharge, month ly................ 172,343

gage heights....................... 170-171

rating table......................... 171

Housatonic River basin, description......... 169

stream flow........................... 169-172

Hoyt, J. C., work in charge of............... 28

Hudson River at or near 

Corinth, N. Y.:

discharge............................ 236

Fort Edward, N. Y.:

description........................ 180-181

discharge, daily................... 181-182

discharge, monthly................ 183,343

Gooley, N. Y.:

discharge............................ 236

Mechanicville, N. Y.:

description........................ 183-184

discharge, daily................... 184-185

disch arge, monthly................ 185,343

North Creek, N. Y.:

description.......................... 175

discharge............................ 176

discharge, monthly................ 177,343

gage heights....................... 176-177

rating table......................... 177

Thurman, N. Y.:

description.......................... 178

discharge............................ 178

discharge, monthly................ 180,343

gage heights......................... 179

rating table......................... 180

Hudson River basin, description.......... 172-175

miscellaneous measurements............ 236

stream flow........................... 175-230

Huntington, Pa.,

Juniata River (Frankstown Branch) at

and near 

discharge............................ 319

Juniata River (Raystown Branch) near 

discharge............................ 319

I. 

Ice, measurements under.................... 21-25

Indian Lake Reservoir at 

Indian Lake, N. Y.:

description.......................... 189

gage heights...................... 190-191

Investigations, authori ty for................. 7

purposes of.............................. 9

scope of................................. 8-9
350 INDEX.

Page. 

Irrigation, stream flow and.................. 9

Israel River near 

Jefferson Highlands, N. J.:

description.......................... 153

discharge, monthly.................. 154

gage heights......................... 153

rating table......................... 153

J.

Jefferson Highlands, N. J., 

Israel River near:

description.......................... 153

discharge, monthly.................. 154

gage heights......................... 153

rating table.......................... 153

Juniata River at 

Newport, Pa.:

description.......................... 311

discharge............................ 311

discharge, monthly................ 313,344

gage heights......................... 312

rating table.......................... 313

Juniata River basin, description............. 310

stream flow............................ 311-313

Juniata River (Frankstown Branch) at or

near 

Huntington, Pa.:

discharge............................ 319

Juniata River (Raystown Branch) near 

Huntington, Pa.:

discharge............................ 319

K. 

Kast Bridge, N. Y.,

West Canada Creek at:

description.......................... 216

discharge, daily...................... 217

discharge, monthly................ 218,343

Kenduskeag Stream near 

Bangor, Me.:

description.......................... 67-68

discharge............................ 68

gage heights......................... 68

Kennebec River at or near 

Bingham, Me.:

description.......................... 85

discharge............................ 85

discharge, monthly................. 87,342

gage heights......................... 86

rating table.......................... 87

Madison, Me.:

description.......................... 89

discharge............................ 89-90

North Anson, Me.:

description.......................... 87-88

discharge, monthly................. 89,342

gage heights......................... 88

rating tables......................... 89

Kennebec River at 

The Forks, Me.:

description............. .\ ........... 82

discharge............................ 82

discharge, monthly................. 84,342

gage heights......................... 83

rating table.......................... 84

Waterville, Me.:

description.......................... 90-91

discharge, daily...................... 91-92

discharge, monthly................. 92,342

Page. 

Kennebec River basin, description........... 74-76

stream flow............................. 77-106

miscellaneous measurements........... 106

surveys.................................. 77

Kinderhook Creek at 

Rossman, N. Y.:

description.......................... 223

discharge............................ 223

discharge, monthly............ 225-226,343

gage heights......................... 224

rating table.......................... 225

Kingston, N. Y., 

Esopus Creek at:

description........................ 230-231

discharge............................ 231

discharge, daily..................... 232

discharge, monthly................ 233,343

gage heights.........................' 231

L.

Lake Cochituate at 

Cochituate, Mass.:

description.......................... 142

discharge, monthly............ 143-144,342

rainfall, monthly.................. 143-144

Lambertville, N. J., 

Delaware River at:

description.......................... 260

discharge............................ 260

gage heights......................... 261

Lawrence, Mass.,

Merrimac River at:

description........................ 134-135

discharge, daily...................... 138

discharge, monthly................ 139,342

discharge, weekly.................. 136-137

Lehigh River at 

Bethlehem, Pa.:

discharge............................ 277

Little Androscoggin River at or near 

Mechanic Palls, Me.:

discharge............................ 115

Oxford, Me.:

discharge............................ 115

Little Falls, N. Y., 

Mohawk River at:

description.......................... 211

discharge, daily...................... 212

discharge, monthly................ 212,343

Little Gunpowder Falls near 

Belair, Md.:

description.......................... 322

discharge............................ 322

discharge, monthly................ 324,344

gage heights......................... 323

rating table.......................... 324

Los Angeles, current-meter rating station at,

view of.......................... 18

M. 

McCall Ferry, Pa.,

Susquehanna River near:

description.......................... 295

discharge, monthly................ 297,344

gage heights....................... 295-296

rating table.......................... 296

Machias River at 

Whitneyville, Me.:

description.......................... 44-45

discharge............................... 45

discharge, monthly.............. 48-49,342
INDEX. 351

Machias River at Continued. Page. 

Whitneyville, Me. Continued.

gage heights......................... 46

rating tables.................. ...... 47

Machias River basin, description of.......... 44

stream flow in........................... 44-49

Madison, Me.,

Kennebec River at:

description.......................... 89

discharge............................ 89-90

Sandy River near:

description......................... 99-100

discharge............................ 100

discharge, daily.................... 100-101

discharge, monthly................ 101,342

Mahwah, N. J.,

Ramapo River near:

description.......................... 240

discharge............................ 240

Maryland, cooperation in.................... 28

Mattawamkeag River at 

Mattawamkeag, Me.:

description.......................... 62

discharge........................... 62, 342

discharge, monthly.................. 64-65

gage heights......................... 63

rating tables......................... 64

Mechanic Falls, Me.,

Little Androscoggin River at:

discharge-........................... 115

Mechanicville, N. Y., 

Hudson River at:

description........................ 183-184

discharge, daily.................... 184-185

discharge, monthly................ 185,343

Mention, R. A., work of..................... 28

Merrimac River at 

Franklin Junction, N. II.:

description.......................... 129

discharge............................ 129

discharge, monthly................ 131,342

gage heights....................... 129-130

rating table.......................... 130

Garvins Falls, N. H.:

description........................ 131-132

discharge, daily...................... 133

discharge, monthly................ 134,342

Lawrence, Mass.:

description........................ 134-135

discharge, daily...................... 138

discharge, monthly................ 139, 342

discharge, weekly.................. 136-137

Merrimac River basin, description......... 124-126

stream flow............................ 126-144

Millers River near 

Farley Station, Mass.:

description.......................... 160

discharge............................ 160

Mill Green, Md., 

Broad Creek at:

description.......................... 314

discharge............................ 314

discharge, monthly................ 316,344

gage heights....................... 314-315

rating table.......................... 315

Millinocket, Me.,

Penobscot River (West Branch) at:

description.......................... 52-53

discharge, daily...................... 54

discharge, monthly................. 55,342

Millville, W. Va.,

Shenandoah River at:

description.......................... 333

discharge, monthly................ 335,344

gage heights......................... 334

rating table.......................... 335

Mohawk River at 

Dunsback Ferry, N. Y.:

description........................ 212-213

discharge, daily...................... 213

discharge, monthly................ 214,343

Little Falls, N. Y.:

description.......................... 211

discharge, daily...................... 212

discharge, monthly................ 212, 343

Mohawk River basin, description.......... 210-211

stream flow............................ 211-222

Monocacy Creek at 

Bethlehem, Pa.:

discharge............................ 277

Monocacy River near 

Frederick. Md.:

description.......................... 336

discharge, monthly................ 338,344

gage heights......................... 337

rating table.......................... 338

Mongaup River near 

Rio, N. Y.:

discharge............................ 277

Moosehead Lake at 

East Outlet, Maine:

description.......................... 80

gage heights......................... 81

Moose River near 

Rockwood, Me.:

description.......................... 77

discharge............................ 77

discharge, monthly................. 79,342

gage heights......................... 78

rating table.......................... 79

Musconetcong River near 

Bloomsbury, N. J.:

description.......................... 267

discharge, monthly.................. 268

gage heights......................... 267

rating table.......................... 268

Nashua River (South Branch) at 

Clinton, Mass.:

description........................ 140-141

discharge, monthly................ 141,342

rainfall, monthly.................... 141

Navigation, stream flow and................. 9

Neshaminy Creek near 

forks, Pennsylvania:

description.......................... 270

discharge, daily..................... 271

discharge, monthly................ 272,343

New England, cooperation in................ 27-28
352 INDEX.

Page. 

New Jersey, cooperation in.................. 28

Newport, Pa.,

Juniata River at:

description.......................... 311

discharge............................ 311

discharge, monthly................ 313,344

gage heights......................... 312

rating table.......................... 313

New York, cooperation in................... 28

North Anson, Me.,

Carrabassett River near:

description.......................... 97-98

discharge, monthly................. 98,342

gage heights......................... 98

rating table.......................... 98

Kennebec River near:

description.......................... 87-88

discharge, monthly................. 89,342

rating tables....................... 89

North Creek, N. Y.,

Hudson River at:

description.......................... 175

discharge............................ 176

discharge, monthly................ 177, 343

gage heights....................... 170-177

rating table.......................... 177

Xorth Creek at:

discharge............................ 236

Northville, N. Y.,

Sacandaga River at:

description........................ 198-199

discharge............................ 199

discharge, monthly................ 201,343

gage heights......................... 200

rating table.......................... 201

O.

Olivebridge, N. Y., 

Esopus Creek near:

description........................ 227-228

discharge, daily.................... 228-229

discharge, monthly................ 230,343

Orford, N. H.,

Connecticut River at:

description.......................... 146

discharge............................ 147

gage heights....................... 147-148

Oxford, Me.,

Little Androscoggin River at and near:

discharge............................ 115

P.

Padgett, H. D., work of..................... 28,29

Parker, G. L., work of....................... 28

Passaic River near 

Chatham, N. J.:

description.......................... 237

discharge............................ 238

discharge, monthly................ 240,343

gage heights....................... 238-239

rating table.......................... 239

Passaic River basin, description............. 237

stream flow............................ 237-240

Page. 

Patapsco River at 

Woodstock, Md.:

description.......................... 325

discharge, monthly................ 327,344

gage heights......................... 326

rating table.......................... 327

Patapsco River basin, description........... 325

stream flow............................ 325-327

Paulins Kill at 

Columbia, N. J.:

description........................ 265-266

discharge, daily...................... 266

discharge, monthly................ 266,343

gage heights......................... 266

Pemigewasset River at 

Plymouth, N. H:

descr ption.......................... 126

discharge............................ 126

discharge, monthly................ 128,342

gage heights....................... 126-127

rating table.......................... 128

Pennsylvania, cooperation in................ 28

Penobscot River at 

West Enfleld, Me.:

description.......................... 56

discharge............................ 56

discharge, monthly................. 58,342

gage heights......................... 57

rating table.......................... 58

Penobscot River basin, description.......... 49-51

miscellaneous measurements............. 73

stream flow.............................. 52-73

surveys.................................. 51-52

Penobscot River (East Branch) at 

Grindstone, Me.:

description.......................... 59

discharge............................ 59

discharge, monthly................. 61,342

gage heights......................... 60

rating table.......................... 61

Penobscot River (West Branch) at 

Millinocket, Me.:

description.......................... 52-53

discharge, daily...................... 54

discharge, monthly................. 55,342

Perkiomen Creek near 

Frederick, Pa.:

description........................ 274-275

discharge, daily.................... 275-276

discharge, monthly................ 276,343

Philadelphia, Pa.,

Schuylkill River near:

description........................ 272-273

discharge, daily.................... 273-274

discharge, monthly................ 274,343

Philips Lake in 

Holden and Dedham, Me.:

description.......................... 68-69

discharge............................ 69-70

discharge, monthly................. 73,342

gage heights......................... 70-71

rating tables......................... 72

Piscataquis River near 

Foxcroft, Me.:

description.......................... 65

discharge............................ 65
INDEX. 353

Piscataquis River near Continued. Page. 

Foxcroft, Me. Continued.

discharge, monthly................. 67,342

gage heights......................... 66

rating table.......................... 67

Pittsfleld, Me.,

Sebasticook River at:

description.......................... 102

discharge............................ 102

gage heights......................... 103

Plymouth, N. H.,

Pemigewasset River at:

description.......................... 126

discharge............................ 126

discharge, monthly................ 128,342

gage heights....................... 126-127

rating table.......................... 128

Point of Rocks, Md., 

Potomac River at:

description........................ 329-330

discharge............................ 330

discharge, monthly................ 332,344

gage heights......................... 331

rating table.......................... 332

Point Pleasant, Pa., 

Tohickon Creek at:

description.......................... 268

discharge, daily...................... 269

discharge, monthly................ 270,343

Port Jervis, N. Y., 

Delaware River at:

description........................ 250-251

' discharge............................ 251

discharge, monthly................ 255,343

gage heights....................... 252-254

rating table.......................... 254

Potomac River at - 

Point of Rocks, Md.:

description........................ 329-330

discharge............................ 330

discharge, monthly................ 332,344

gage heights......................... 331

rating table.......................... 332

Potomac River basin, description.......... 328-329

stream flow............................ 329-338

Pottersville, N. Y., 

Schroon Lake near:

description.......................... 192

gage heights......................... 192

Power plants, views of..................... 146,340

Prattsville, N. Y., 

Scoharie Creek at:

description........I............... 220-221

discharge, daily.................... 221-222

discharge, monthly................ 222.343

gage heights......................... 221

Pressey, F. E., work of...................... 28

Presumpscot River at 

Sebago Lake outlet, Maine:

description.......................... 116

discharge, daily................... 117-118

discharge, monthly................ 118, 342

Presumpscot River basin, description....... 115

stream flow........................... 116-118

Price meters, views of....................... 20

Profile Falls, view of........................ 126

Publications, lists of......................... 10-13

16254 IRR 241 10 23

Q- Page. 

Quaboag River at 

West Warren, Mass.:

description.......................... 162

discharge, daily..................... 163

discharge, monthly................ 163,343

R.

Ramapo River near 

Mahwah, N. J.:

description.......................... 240

discharge............................ 240

Rappahannock River, power development

on, view of...................... 340

Rappahannock River near 

Fredericksburg, Va.:

description.......................... 339

discharge............................ 340

discharge, monthly................ 341,344

gage heights......................... 340

rating table......................... 341

Raritan River at 

Boundbrook, N. J.:

description.......................... 243

discharge............................ 243

discharge, monthly................ 245,343

gage heights......................... 244

rating table......................... 245

Finderne, N. J.:

description........................ 241-242

discharge, monthly.................. 242

gage heights.......................... 242

rating table......................... 242

Raritan River basin, description............ 241

stream flow........................... 241-245

Rating curves, construction and use of....... 22

Rating tables, construction of............... 22

nature of................................ 16

Revision, need for........................... 26-27

Riegelsville, N. J., 

Delaware River at:

description.......................... 256

discharge............................ 257

discharge, monthly................ 259,343

gage heights......................... 258

rating table......................... 259

Rio, N. Y.,

Mongaup River near:

discharge............................ 277

Riverbank, N. Y., 

Schroon River at:

description........................ 192-193

discharge............................ 193

discharge, monthly................ 195,343

gage heights....................... 193-194

rating table......................... 194

Roach River at 

Roach River, Me.:

description.......................... 93

discharge, monthly................. 95,342

gage heights......................... 93-94

rating table......................... 94

Rockwood, Me.,

Moose River near:

description.......................... 77

discharge............................ 77
354 INDEX.

Rockwood, Me. Continued. Page. 

Moose River near Continued.

discharge, monthly................. 79,342

gage heights......................... 78

rating table......................... 79

Rondout Creek at 

Rosendale, N. Y.:

description........................ 233-234

discharge, daily..................... 235

discharge, monthly................ 236,343

gage heights......................... 234

Rosendale, N. Y., 

Rondout Creek at:

description........................ 233-234

discharge, daily..................... 235

discharge, monthly................ 236,343

gage heights......................... 234

Rossman, N. Y.,

Kinderhook Creek at:

description.......................... 223

discharge............................ 223

discharge, monthly............ 225-226, 343

gage heights......................... 224

rating table......................... 225

Rumford Falls, Me.,

Androscoggin River at:

description.......................... 110

discharge, daily..................... Ill

discharge, monthly................ 112, 342

Run-off, computation of..................... 21-26

definition of............................. 13

Sacandaga River, log jam on, view of........ 146

Sacandaga River at or near 

Hadley,N. Y.:

description........................ 201-202

discharge............................ 202

discharge, monthly................ 204,343

gage heights....................... 202-203

rating tables......................... 203

Hope, N. Y.:

discharge............................ 236

Northville, N. Y.:

description........................ 198-199

discharge............................ 199

discharge, monthly................ 201,343

gage heights......................... 200

rating table......................... 201

Wells, N. Y.:

description.......................... 196

discharge............................ 190

discharge, monthly................ 198,343

gage heights......................... 197

rating table......................... 198

Sacandaga River (West Branch) near 

Wells, N. Y.:

discharge........................... 236

Sacandaga River basin, description........ 195-196

stream flow........................... 196-204

Saco River at or near 

Center Conway, N. H.:

description........................ 119-120

discharge............................ 120

discharge, monthly................ 122,242

gage heights....................... 120-121

rating table......................... 121

Saco River at or near Continued. 

West Buxton, Me.:

description.......................... 122

discharge, daily..................... 123

discharge, monthly................ 124,342

Saco River basin, description ............. 118-119

stream flow........................... 119-124

St. Croix River basin, description........... 40-41

stream flow............................. 41-43

St. Croix River near 

Woodland, Me.:

description.......................... 41

discharge............................ 41

discharge, monthly................. 43,342

gage heights......................... 42

rating table......................... 43

St. John River at 

Fort Kent, Me.:

description.......................... 30-31

discharge............................ 31

discharge, monthly................. 33,342

gage heights......................... 31-32

rating table......................... 32

St. John River basin, description............ 29-30

stream flow............................. 30-39

Sandy River near 

Madison, Me.:

description......................... 99-100

discharge............................ 100

discharge, daily................... 100-101

discharge, monthly................ 101,342

Schroon Lake near 

Pottersville, N .Y.:

description.......................... 192

gage heights......................... 192

Schroon River basin, description............ 191

stream flow........................... 192-195

Schroon River at 

Riverbank, N. Y.:

description........................ 192-193

discharge............................ 193

discharge, monthly................ 195.343

gage heights....................... 193-194

rating table.................... .... 194

Warrensburg, N. Y.:

discharge............................ 236

Schuylkill River near 

Philadelphia, Pa.:

description........................ 272-273

discharge, daily................... 273-274

discharge, monthly................ 274,343

Schoharie Creek at 

Prattsville, N. Y.:-

description........................ 220-221

discharge, daily................ .. 221-222

discharge, monthly................ 222,343

gage heights................... ..... 221

Sebago Lake outlet, Maine, 

Presumpscot River at:

description.......................... 116

discharge, daily................... 117-118

discharge, monthly................ 118,342

Sebasticook River at 

Burnham, Me.:

discharge............................ 106

Pittsfleld, Me.:

description.......................... 102

discharge............................ 102

gage heights......................... 103
INDEX. 355

Page. 

Second-foot, definition of.................... 13

Sharon, Vt., power plant at, view of......... 146

Shelburne, N. H.,

Androscoggin River at:

description........................ 108-109

discharge, monthly................ 110,342

gage heights......................... 109

rating table......................... 109

Shenandoah River at 

Millville, W. Va.:

description.......................... 333

discharge, monthly................ 335.344

gage heights......................... 334

rating table......................... 335

Slope method, description of................ 1G

Smiths River, falls on, view of.............. 126

Sousdabscook River at 

Hampden, Me.:

discharge............................ 73

South Cairo, N. Y., 

Catskill Creek at:

description.......................... 226

gage heights......................... 227

Stevens, G. C., work of...................... 28,29

Stream measurements, accuracy of.......... 25-26

data of, use of........................... 20-27

methods of.............................. 10-21

Sudbury River at 

Framingham, Mass.:

description.......................... 142

discharge, monthly ........... 142-143,342

rainfall, monthly.................. 142-143

Sunderland, Mass.,

Connecticut River at:

description.......................... 148

discharge............................ 148

discharge, monthly................ 150,342

gage heights......................... 149

rating table......................... 150

Surveys, river, in Maine ................ 51, 77,108

Susquehanna River at 

Binghamton, N. Y.:

description.......................... 282

discharge............................ 282

discharge, monthly................ 284,344

gage heights......................... 283

rating table......................... 284

Colliersville, N. Y.:

description........................ 279-280

discharge............................ 280

discharge, daily..................... 281

discharge, monthly.................. 281

gage heights......................... 280

rating table......................... 280

Danville, Pa.:

description.......................... 289

discharge............................ 289

discharge, monthly................ 291,344

gage heights......................... 290

rating table......................... 291

Harrisburg, Pa.:

description.......................... 292

discharge............................ 292

discharge, monthly................ 294,344

gage heights......................... 293

rating table......................... 234

Page.

Susquehanna River at Continued. 

McCall Ferry, Pa.:

description.......................... 295

discharge, monthly................ 297,344

gage heights....................... 295-296

rating table......................... 296

Wilkes-Barre, Pa.:

description.......................... 286

discharge............................ 286

discharge, monthly................ 288,344

gage heights......................... 287

rating table......................... 288

Wysox, Pa.:

description........................ 284-285

discharge........................... 285

discharge, daily..................... 285

discharge, monthly................ 286,344

gage heights ........................ 285

Susquehanna River basin, description..... 278-279

miscellaneous measurements............ 319

stream flow........................... 279-319

Susquehanna River (West Branch) at 

Williamsport, Pa.:

description.......................... 307

discharge............................ 307

discharge, monthly................ 309,344

gage heights......................... 308

rating table......................... 309

Susquehanna River (West Branch) basin,

description.................... 306-307

stream flow........................... 307-309

Swamps, drainage of, stream flow and....... 9-10

T.

Tables, explanation of....................... 15-16

The Forks, Me.,

Dead River near:

description.......................... 95-96

discharge............................ 96

discharge, monthly................. 97,342

gage heights......................... 96

rating table......................... 97

Kennebec River at:

description.......................... 82

discharge............................ 82

discharge, monthly................. 84,342

gage heights......................... 83

rating table......................... 84

Thurman, N. Y., 

Hudson River at:

description.......................... 178

discharge............................ 178

discharge, monthly................ 180,343

gage heights......................... 179

rating table......................... 180

Tohickon Creek at 

Point Pleasant, Pa.:

description.......................... 268

discharge, daily..................... 269

discharge, monthly................ 270,343

Twin Mountain, N. H., 

Zealand River near:

description.......................... 155

discharge, monthly.................. 156

gage heights......................... 156

rating table......................... 156

Twin Rock Bridge, N. Y., 

West Canada Creek at:

description.......................... 214

discharge, daily..................... 215

discharge, monthly................ 216,343
356 INDEX.

V. Page.

Velocity method, description of............. 17-21

Virginia, cooperation in..................... 28

W.

Wallagrass, Me., 

Fish River at:

description.......................... 33-34

discharge............................ 34

discharge, monthly................. 36,342

gage heights......................... 34-35

rating table......................... 35

Walters, M. I., work of...................... 28,29

Ware River near 

Ware, Mass.:

description........................ 100-161

discharge............................ 161

gage heights....................... 161-162

Warrensburg, N. Y., 

Schroon River at:

discharge............................ 236

Water power, stream flow and.............. 9

Water supply, stream flow and......... .... 9

Waterville, Me.,

Kennebec River at:

description.......................... 90-91

discharge, daily..................... 91-92

discharge, monthly................. 92,342

Weir method, description of................. 16-17

Wells, N. Y.,

Sacandaga River at:

description.......................... 196

discharge............................ 196

discharge, monthly................ 198,343

gage heights......................... 197

rating table......................... 198

Sacandaga River (West Branch) near 

discharge ........................... 236

West Buxton, Me., 

Saco River at:

description.......................... 122

discharge, daily..................... 123

discharge, monthly................ 124,342

West Canada Creek at 

Kast Bridge, N. Y.:

description.......................... 216

discharge, daily..................... 217

discharge, monthly................ 218,343

Twin Rock Bridge, N. Y.:

description.......................... 214

discharge, daily..................... 215

discharge, monthly................ 216,343

West Enfleld, Me.,

Penobscot River at:

description.......................... 56

discharge............................ 56

discharge, monthly................. 58,342

gage heights......................... 57

rating table......................... 58

Westfleld Little River near 

Blandford, Mass.:

description........................ 103-164

discharge............................ 164

discharge, daily..................... 167

discharge, monthly................ 108,343

gage heights....................... 105-166

rating table......................... 166

West Hopkinton, N. H., 

Contoocook River at:

description.......................... Au j

discharge, monthly................ 140,342

gage heights......................... 140

rating table.......................... 140

West Warren, Mass.,

Quaboag River at: - ~~

description.......................... 162

discharge, daily...................... 163

discharge, monthly................ in, 343

White River, power plant on, view of....... 14 * Whitneyville, Me., 

Machias River at:

description.......................... 44-45

discharge............................ 45

discharge, monthly.............. 48-49,342

gage heights................ .^^_.._.. 46

rating tables....... ~.... 7. JT. ........ 47

Wilkes-Barre, Pa.,

Susquehanna River at:

description................'.......... ^ao

discharge............................ °°

discharge, monthly................ 28?.::ii

gage heights......................... 287

rating table.......................... 289

Williamsport, Pa.,

Susquehanna River (West Branch) at:

description.......................... 307

discharge............................ 3u~

discharge, monthly................ 309,3i

gage heights.........................

rating table.......................... 3r "

Wood, B. D., work of....................... 29

Wood, D. M., work of... v .................. 28

Woodland, Me.,

St. Croix River near:

description..........................

discharge............................

discharge, monthly ............_... 43,.

gage heights........................

rating table.........................

Woodstock, Md.,

Patapsco River at:

description.......................... 325

discharge, monthly................ IJ27,344

gage heights......................... 326

rating table.......................... 327

Wysox, Pa.:

Susquehanna River at:

description........ ..:..7......... 284-285

discharge........................... 285

discharge, daily...................... 285

discharge, monthly................ ?86,344

gage heights ........................ 285

Z.

Zealand River nearTwin Mountain, N. H.:

description.......................... 155

discharge, monthly........... .. 156

gage heights........... .....; ... 156

rating table.......................... la»

o