DEPARTMENT OP THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS PMITH, DIBECTOE

WATER-SUPPLY PAPER 261

1909

PART I. NORTH ATLANTIC COAST

SPARED UNDER THE DIRECTION OF M. 0. LEIGHTON 

BY

H. K. BARROWS, 0. 0. COVERT 

AND K. H. BOLSTER

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1911
DEPARTMENT OF THE INTERIOR 

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER- SUPPLY PAPER 261

SURFACE WATER SUPPLY OP THE 

UNITED STATES

1909

PART I. NORTH ATLANTIC COAST

PEEPAEED UNDEE THE DIRECTION OF M. 0. LEIGHTON

BY

H. K. BARROWS, C. C. COVERT 

AND R. H. BOLSTER

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1911
CONTENTS.

Page.

Introduction............................................................ 9

Authority for investigations............................................. 9

Scope of investigations.............................................. 10

Purposes of the work.................................................. 11

Publications.......................................................... 12

Definition of terms................................................... 15

Convenient equivalents................................................ 16

Explanation of tables................................................. 17

Field methods of measuring stream flow................................. 18

Office methods of computing and studying discharge and run-off.......... 23

Accuracy and reliability of field data and comparative results......'..... 27

Use of the data........................................................ 29

Cooperative data...................................................... 29

Cooperation and acknowledgments..................................... 30

Division of work...................................................... 31

Gaging stations in North Atlantic coast drainage basins...................... 32

Storm of Sept. 26 to 29 in State of Maine ................................... 37

St. John River drainage basin.............................................. 38

Description.......................................................... 38

St. John River at Fort Kent, Maine..................................... 40

Fish River at Wallagrass, Maine........................................ '43

Aroostook River at Fort Fairfield, Maine................................ 43

St. Croix River drainage basin............................................. 45

Description......................................................:... 45

St. Croix River near Woodland, Maine................................. 46

Machias River drainage basin............................................. 49

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

Machias River at Whitneyville, Mairie.................................. 49

Union River drainage basin................................................ 52

Description.......................................................... 52

River and lake surveys in Union drainage basin........................ 52

West Branch of Union River at Amherst, Maine........................ 53

West Branch of Union River near Mariaville, Maine.................... 54

Union River at Ellsworth, Maine....................................... 55

East Branch of Union River near Waltham, Maine....................... 56

Webbs Brook at Waltham, Maine...................................... 57

Green Lake at Green Lake, Maine...................................... 59

Green Lake Stream at Lakewood, Maine................................ 60

Branch Lake near Ellsworth, Maine.................................... 60

Branch Lake Stream near Ellsworth,, Maine................'............. 62

Penobscot River drainage basin........................................... 63

Description.......................................................... 63

River and lake surveys in Penobscot drainage basin.................... 65

West Branch of Penobscot River at Millinocket, Maine.................. 65

Penobscot River at West Enfield, Maine................................ 68

3
4 CONTENTS.

Penobscot River drainage basin Continued. Page.

East Branch of Penobscot River at Grindstone, Maine.................... 70

Mattawamkeag River at Mattawamkeag, Maine.......................... 72

Piscataquis River near Foxcroft, Maine................................ 74

Kenduskeag Stream near Bangor, Maine............................ '... 76

Kennebec River drainage basin........................................... 80

Description.......................................................... 80

River and lake surveys in Kennebec drainage basin..................... 82

Moosehead Lake at east outlet, Maine................................'... 83

Kennebec River at The Forks, Maine................................... 84

Kennebec River at Bingham, Maine................................... 86

Kennebec River at Waterville, Maine................................... 88

Sebasticook River at Pittsfield, Maine................................. 90

Cobbosseecontee Stream at Gardiner, Maine............................. 93

Androscoggin River drainage basin........................................ 95

Description.......................................................... 95

River and lake surveys in Androscoggin drainage basin.................. 97

Androscoggin River at Errol Dam, N. H............................... 97

Androscoggin River at Rumford Falls, Maine............................ 101

Presumpscot River drainage basin........................................... 102

Description.......................................................... 102

Presumpscot River at outlet of Sebago Lake, Maine...................... 103

Saco River drainage basin.................................................. 105

Description... ... .................................................... 105

Saco River near Center Conway, N. H.................................. 105

Saco River at West Buxton, Maine... ... ... ........................... 108

Merrimac River drainage basin............................................. 109

Description... ... ..........J......................................... 109

Pemigewasset River at Plymouth, N. H.... ............................ 110

Merrimac River at Franklin Junction, N. H............................ 113

Merrimac River at Garvins Falls, N. H................................. 114

Merrimac River at Lawrence, Mass... ... ... ........................... 117

Souhegan River at Merrimac, N. H..................................... 120

South Branch of Nashua River at Clinton, Mass......................... 122

Sudbury River at Framingham and Lake Cochituate at Cochituate, Mass.. 123

Taunton River drainage basin...... '. ...................................... 126

Description... ... .................................................... 126

Matfield River at Elmwood, Mass...................................... 127

Satucket River near Elmwood, Mass................................... 128

Tenmile River drainage basin............................................. 129

Description... ....................................................... 129

Tenmile River near Rumford, R. I..................................... 129

Blackstone River drainage basin............................................ 130

Description... ....................................................... 130

Branch River at Branch Village, R. I.................................. 131

Pawtuxet River drainage basin............................................. 132

Description... ... .................................................... 132

Pawtuxet River at Harris, R. I........................................ 132

Pawcatuck River drainage basin............................................ 133

Description.......................................................... 133

Wood River at Hope Valley, R. I...................................... 134

Connecticut River drainage basin........................................... 135

Description... ... .................................................... 135

Connecticut River at Orford, N. H..................................... 13T
CONTENTS 5

Connecticut River drainage basin Continued. Page.

Connecticut River at Sunderland, Mass... ... .......................... 140

Connecticut River at Hartford, Conn................................... 142

PasGumpsic River near St. Johnsbury, Vt............................... 143

White River near Sharon ,Vt........................................... 146

Ashuelot River at Hinsdale, N. H... .................................. 148

Millers River at Wendell, Mass......................................... 151

Deerfield River basin................................................... 153

Description...... ................................................ 153

Deerfield River at Hoosac Tunnel, Mass............................. 154

Deerfield River at Shelburne Falls, Mass............................ 155

Ware River near Ware, Mass... ... ... .............. i................... 158

Burnshirt River near Templeton, Mass.................................. 159

Quaboag River at West Brimfield, Mass ................................ 161

Westfield River at Knightville, Mass.................................... 163

Westfield Little River near Blandford, Mass... ......................... 165

Housatonic River drainage basin... ... ... ................................. 168

Description...... .................................................... 168

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

Hudson River drainage basin............................................... 171

Description... ... .................................................... 171

Hudson River at Northcreek, N. Y.................................... 173

Hudson River at Thurman, N. Y...................................... 175

Hudson River at Mechanicville, N. Y.................................. 177

Indian Lake reservoir at Indian Lake, N. Y.... ........................ 178

Schroon River basin.................................................. 180

Description...................................................... 180

Schroon Lake near Pottersville, N. Y............................... 181

Schroon River at Riverbank, N. Y.................................. 181

Sacandaga River basin................................................ 184

Description........................................................ 184

Sacandaga River at Wells, N. Y.................................... 184

Sacandaga River at Northville, N. Y............................... 187

Sacandaga River near Hadley, N. Y................................ 189

Sacandaga River at Union Bag and Paper Co. 's mill at Hadley, N. Y.. , 191

Hoosic River basin..................................................... 192

Description...................................................... 192

Hoosic River at Buskirk, N. Y...................................... 192

Mohawk River basin................................................... 193

Description......................................................... 193

Mohawk River at Little Falls, N. Y................................ 195

Mohawk River at Dunsbach Ferry, N. Y............................ 197

West Canada Creek at Twin Rock Bridge, N. Y..................... 198

West Canada Creek at East Bridge, N. Y............................ 199

East Canada Creek at Dolgeville, N. Y............................. 201

Schoharie Creek at Prattsville, N. Y................................. 202

Kinderhook Creek at Rossman, N. Y................................... 204

Esopus Creek basin.................................................... 207

Description........................................................ 207

Esopus Creek (weir station) near Olivebridge, N. Y................. 207

Esopus Creek at Kingston, N. Y.. r ................................. 209

Esopus Creek at Mount Marion, N. Y.............................. 210

Rondout Creek basin ................................................. 214

Description...................................................... 214

Rondout Creek at Rosendale, N. Y.................................. 214
6 CONTENTS.

Page.

Passaic River drainage basin................................................. 216

Description............................................................ 216

Passaic River near Chatham, N. J...................................... 216

Raritan River drainage basin.............................................. 218

Description............... . ............................................ 218

Raritan River at Boundbrook, N. J. ................................... 219

Delaware River drainage basin.............................................. 220

Description............................................................ 220

East Branch Delaware River at Hancock, N. Y.......................... 221

Delaware River at Port Jervis, N. Y.................................... 223

Delaware River at Riegelsville, N. J.................................... 226

West Branch Delaware River at Hancock, N. Y......................... 228

Mongaup River near Rio, N. Y......................................... 230

Neversink River at Godeffroy, N. Y..................................... 232

Paulins Kill at Columbia, N. J.......................................... 233

Lehigh River basin.................................................... 235

Description........................................................ 235

Lehigh River at South Bethlehem, Pa............................... 235

Lehigh River at Easton, Pa......................................... 243

Tohickon Creek at Point Pleasant, Pa................................... 244

Neshaminy Creek below the forks, Pennsylvania........................ 245

Schuylkill River near Philadelphia, Pa................................. 247

Perkiomen Creek near Frederick, Pa.................................... 249

Susquehanna River drainage basin......................................... 250

Description............................................................ 250

Susquehanna River at Binghamtoh, N. Y............................... 251

Susquehanna River at Wysox, Pa...................................... 253

Susquehanna River at Wilkes-Barre, Pa ................................ 255

Susquehanna River at Danville, Pa..................................... 257

Susquehanna River at Harrisburg, Pa.................................. 259

Susquehanna River near McCall Ferry, Pa............................... 261

Chenango River basin.................................................. 263

Description........................................................ 263

Chenango River at Binghamton, N. Y............................... 263

Chemung River basin.................................................. 266

Description........................................................ 266

Chemung River at Chemung, N. Y................................. 267

West Branch Susquehanna basin........................................ 269

Description........................................................ 269

West Branch of Susquehanna River at Williamsport, Fa............. 269

Juniata River basin................................................... 272

Description........................................................ 272

Juniata River at Newport, Pa....................................... 273

Broad Creek at Mill Green, Md.......................................... 274

Deer Creek near Churchville, Md....................................... 276

Gunpowder River drainage basin........................................... 277

Description............................................................ 277

Gunpowder Falls at Glencoe, Md....................................... 277

Little Gunpowder Falls near Belair, Md................................. 278

Patapsco River drainage basin.............................................. 280

Description............................................................ 280

Patapsco River at Woodstock, Md...................................... 280
CONTENTS. 7

Page.

Potomac River drainage basin. .............................................. 281

Description .......................................................... 281

Potomac River at Point of Rocks, Md.................................. 282

Shenandoah River at Millville, W. Va.................................. 285

Monocacy River near Frederick, Md................................... 286

Goose Greek near Leesburg, Va........................................ 288

Rappahannock River drainage basin........................................ 290

Rappahannock River near Fredericksburg, Va........................... 291

Miscellaneous measurements................................................ 293

Summaries of discharge per square mile.................................... 294

Index.................................................................... 297
ILLUSTRATIONS.

Page. 

PLATE I. Typical gaging stations: A, For bridge measurement; B, For wading

measurement................................................... 20

II. Small Price current meters....................................... 22

III. Power plant of the Bar Harbor & Union River Power Co., Ellsworth,

Maine......................................................... 52

IV. A, Souhegan River at Merrimac, N. H.; B, Development on Millers

River at Wendell, Mass................................... ..... 120

V. Hydroelectric plant of Connecticut River Transmission Co. at Vernon, Vt........................................................ 136

FIGURE 1. Discharge, area, and mean velocity curves for St. John River at

Fort Kent, Maine............................................ 41
SURFACE WATER SUPPLY OF THE NORTH ATLANTIC COAST,

1909.

By H. K. BARROWS, C. C. COVERT, and K. 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 1 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 hi 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 hi 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

1911................................................................. 150,000

9
10 SURFACE WATER SUPPLY, 1909, PART I. 

SCOPE OF INVESTIGATIONS.

These investigations of stream flow 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 by the appropriations 

available. The field covered is the widest and the character of the 

work is believed to be the best possible under the controlling conditions. The work would undoubtedly have greater scientific importance and ultimately be of more practical value if the money now 

expended for wide areas were concentrated on a few small drainage 

basins; but 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 kept during a 

period of years long enough to determine within reasonable limits the 

entire range of flow from the absolute maximum to the absolute 

minimum. The length of such a period manifestly differs for different streams. Experience has shown that the records for some 

streams should cover from five to ten years, and for other streams 

twenty years or even more, the limit being determined by the relative 

importance of the stream and the interdependence of the results with 

other long-time records on adjacent streams.

In the performance of this work an effort is made to reach the 

highest degree of precision possible with a rational expenditure of 

time and a judicious expenditure of a small amount of money. In 

all engineering work there is a point beyond which refinement is 

needless and wasteful, and this statement applies with especial force 

to stream-flow measurements. It is confidently believed that the 

stream-flow data presented in the publications of the Survey are in 

general 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 stations. All persons are cautioned to exercise the greatest care in 

using such incomplete records.

Records have been obtained at more than 1,550 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 1909 regular gaging stations were 

maintained by the survey and cooperating organizations at about 

850 points in the United States, and many miscellaneous measurements were made at other points. Data were also obtained in regard 

to precipitation, evaporation, storage reservoirs, river profiles, and 

water power in many sections of the country and will be made available in the regular surface-water supply papers and in special papers 

from time to time.
NOBTH ATLANTIC COAST. 11 

PURPOSES OF THE WOBK.

The results contained in this volume are requisite to meet the 

immediate demands of many public interests, including navigation, 

irrigation, domestic water supply, water power, swamp and overflow 

land drainage, and flood prevention.

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 $51,000,000 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 depends absolutely on the amount of water 

available. Therefore investigations of stream flow in that portion of 

the country are not only of first importance in the redemption of the 

lands, but constitute an insurance of Federal and private investments.

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

supply, and although this branch of the subject is of less direct Federal 

interest than the branches already named, it nevertheless has so 

broad a significance with respect to the general welfare that the 

Federal Government is ultimately and intimately concerned.

Water power. The development of the water power of the country 

is an economic necessity. Our stock of coal is being rapidly depleted 

and the cost of steam power is increasing accordingly. Industrial 

growth and, as a consequence, the progress of the United States as 

a nation will cease if cheap power is not available. Water power 

aifords the only avenue now open. When the electric transmission 

of power was accomplished the relation of our water powers to 

national economy changed entirely. Before the day of electric 

transmission water power was important only at 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 depends 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 conditions. 

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
12 SURFACE WATER SUPPLY, 1909, PASS?

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 

probably exceeds on the average $100,000,000 annually, and in the 

year 1908, according to estimates based on reliable data, the aggregate damage approximated $250,000,000. Such an annual tax on 

the property of great regions should be reduced in the ordeffy progress 

of government. It goes without saying that any cottmderation 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 areas so described are indicated by the 

following list of papers on surface water supply for 1909. 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, 1909.

Part.

I

II

in

IV

V

No.

261

262

263

264

265

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 Basin.

Part.

VI

VII

VIII

IX

X

XI 

XII

No.

266

267

268

269

270

271

272

Title.

Missouri River Basin.

Lower Mississippi River Basin.

Western Gulf ofMexico.

Colorado River Basin.

Great Basin.

California. 

North Pacific coast.

The following table gives the character of data regarding stream 

flow at regular stations to be found in the various publications of the
NOETH ATLANTIC COAST. 13

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.

10th Ann., pt. 2.........

llth Ann.,pt.2.........

12th Ann., pt. 2.........

B. 131.... ...............

16th Ann., pt. 2.. .......

B. 140...... .............

W.S. 11....... ..........

W.S. 15...... ...........

W.S. 16.................

W.S. 27...... ...........

W.S. 28.. ...............

20th Ann., pt. 4.........

W.S. 35 to 39...........

W.S. 47to52. ..........

W.S. 65, 66...... .......

W.S. 75.. ...............

W.S. 82 to 85...- .......

W.S.97tolOO. .........

W.S. 124 to 135. ........

W. S. I65tol78.........

W. S. 241 to 252. ........

W. S. 261 to272. ........

Character of data.

.....do.........................................................

monthly discharge (also many data covering earlier years).

(also similar data for earlier years).

States, Eastern Mississippi River, and Missouri River abovejunction with Kansas.

sissippi River below junction of Missouri and Platte, and 

western United States.

(also some long-time records).

States, eastern Mississippi River, and Missouri River.

western United States.

..... do.. .......................................................

.....do.........................................................

.....do.........................................................

Year.

1884 to Sept.,

1890.

1891. 

1884 to Dec. 31,

1892.

1893. 

1893 and 1894.

1895.

1896.

1896 and 1896.

1897.

1897.

1897.

1898.

1898.

1898.

1899.

1899. 

1900.

1900.

1901.

1901.

1902.

1903.

1904.

1905.

1906.

1907-8.

1909.

NOTE. No data regarding stream flow are given in the 15th and 17th 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 1909. 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.
14 SURFACE WATER SUPPLY, 1909, PART I.

Numbers of water-supply papers containing results of stream measurements, 1899-1909.

Atlantic coast and eastem Gulf of Mexico: 

New England rivers. . 

Hudson River to Delaware River, iacluSusquehanna River 

to York River, inJames River to Yadkin River, ineluSantee River to Pearl 

River, inclusive. . . .

Mississippi River:

Tipper Mississippi

Lower Mississippi

Western Gulf of Mexico . . 

Pacific coast and Great 

Basin:

Great Basin. .........

South Pacific coast to 

Klamath River,

North Pacific coast.. .

1899 «

35 

35

35

(35),36

36 

36

V{

} 36

(36),37

} »

37

(37),38

38,(39)

(38),39

38

1900 &

47 

47,(48)

48

48

48 

49

AQ /AQ\

49

49,(50)

50

50 

50

51

>;i

51

1901

65,75 

65,75

65,75

65,75

65,75 

65,75

66,75

65,75

65,75

66,75

/ (65), 

\ 65,75

66; 75 

66,75

66,75

66,75

66,75

1902

82 

82

82

(82),83

83 

(82),83

85

CQ

83

84

}(83),84

84 

85

85

85

85

1903

97 

07

97

(97),98

98 

97

100

no

98,(99)

99

(98),99

99 

100

100

100

100

1904

124 

125

126

126

127 

129

130

128

{ /"ItO^

!

130,

(131) 

(128), 

131

132 

/ 133,

\ (134) 

/ 183,

1 (134)

135

1905

165 

166

167

167

168 

170

171

169

}m

} 172

(169), 

173

174 

175,

(177) 

176.

(177) 

177

|(177), 

\ 178

1906

201 

202

203

203

204 

206

207

205

207

208

(205), 

209

210 

211,

(213) 

212,

(£16)

213

} 214

1907-8

241 

241

241

242

242 

244

245

243

245

246

} 247

248 

249,

(251) 

250,

(251) 

251

252

1909

261 

261

261

262

262 

264

265

263

265

266

267

268 

269.

<»lj

270.

(271) 

271

272

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

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

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

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

No.

35

3fi

37

38

39

48

43

50

65

SU

83

97

98

99

128

130

131

134

169

177

205

213

?.M

271

River basins.

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

\ Great Basin. ......................

Tributaries included.

junction with Platte.

Do.
NORTH ATLANTIC. COAST. 15

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 month 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 TEEMS.

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.
16 SURFACE WATER SUPPLY, 1909, PART I.

"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.

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 equals 18.7 United States gallons per second.

100 California miner's inches equals 96 Colorado miner's inches

100 California miner's inches for 1 day equals 4.96 acre-feet.

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

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

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

100 Colorado miner's inches for 1 day equals 5.17 acre-feet.

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

100 United States gallons per minute for 1 day equals 0.442 acre-foot.

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

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

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

1 acre-foot equals 325,850 gallons.

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

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.
NORTH ATLANTIC COAST. 17

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76.0 kilogram-meters per second.

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.

1J horsepower equals about 1 kilowatt.

mi,* * ' i! Sec.-ft.Xfallinfeet To calculate water power quickly; JT =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, table of 

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

For stations located at weirs or dams the gage-height table is omitted.

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 qonstancy of the relation of 

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

conditions of flow, and backwater; also 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 appliable 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.

The discharge measurements and gage heights are the base data 

from which rating tables, daily discharge tables, and monthly discharge tables are computed. 

90562° WSP 261 11 2
18 SURFACE WATER SUPPLY, 1909, PART I.

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 not 

published in this report but can be determined from the daily gage 

heights and daily discharges for the purposes of verifying the published results as follows:

First plot the discharge measurements for the current and earlier 

years on cross-section paper with gage heights in feet as ordinates 

and discharge in second-feet as abscissas. Then tabulate a number 

of gage heights taken from the daily gage-height table for the complete range of stage given and the corresponding discharges for the 

days selected from the daily discharge table and plot the values on 

cross-section paper. The last points plotted will define the rating 

curve used and will lie among the plotted discharge measurements. 

After drawing the rating curve, a table can be developed by scaling 

off the discharge in second-feet for each tenth foot of gage height. 

These values should be so adjusted that the first differences shall 

always be increasing or constant, except for known backwater 

periods.

The table of daily discharges gives the discharges in second-feet 

corresponding to the observed gage heights as determined from the 

rating tables.

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^/Rs. This has 

been utilized by Kutter, both in developing his formula for c and in
NORTH ATLANTIC COAST. 19

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 vaule 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.1

Weir method. Relatively few stations are maintained at weirs or 

dams by the United States Geological Survey. Standard types of 

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

accurate coefficients 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 dajn, 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.2

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

1 Full information regarding this method is given in the various textbooks on hydraulics.

2 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) 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 edition of the latter water-supply paper is nearly 

exhausted. It can, however, be consulted at most of the larger libraries of the country or it can be 

obtained from the superintendent of documents, Washington, D. C., at a cost of 20 cents, «
20 SURFACE WATER SUPPLY, 1909, PART I.

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

the methods of collecting them are, however, in general the same.

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 cost 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, A.} 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 channel width 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
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 261 PLATE I

A. FOR BRIDGE MEASUREMENT.

B. FOR WADING MEASUREMENT.

TYPICAL GAGING STATIONS.
NORTH ATLANTIC COAST. . 21

times the average of the mean velocities at the two ends of the strip. 

The sum of the discharges of the elementary strips is the total discharge of the stream. 1

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.2

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.3

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

meter equipped for measurements at bridge and cable stations; on the 

left the same type of meter is shown equipped for wading measurements, to record by the acoustic method; on the right the meter 

is shown equipped to record electrically. (See PL I, J3.) 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 revolutions are indicated electrically. The rating, 

or relation between the velocity of moving water and the revolutions

1 For a discussion of methods of computing the discharge of a stream see Engineering News, tune 25,1908

2 Further information regarding the float method is given in Water-Supply Paper 95 and the various 

textbooks on stream flow.

3 See Hoyt, J. C., and others, Use and care of the current meter as practiced by the United States 

Geological Survey: Trans. Am. Soc. C. E., vol. 66, 1910, p. 70.
22 SURFACE WATER SUPPLY, 1909, PART I.

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. 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, A.) 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 tlie 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 tKe 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
1). S. GEOLOGICAL SURVEY

SMALL PRICE CURRENT METERS.
NORTH ATLANTIC COAST. 23

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

large number of vertical velocity curve measurements, taken on 

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.1

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 measurei For information in regard to flow under ice cover see Water-Supply Paper U. S. Geol. Survey 

No. 187.
24 SURFACE WATER SUPPLY, 1909, PART I.

ments, 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 

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 aU 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 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 either compensating or negligible, 

except that the rating 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. 

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 surface, 

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. 

For illustrative example of a station of this type see Plate III and 

stations of the north Atlantic coast drainage basins.

Class 2 is confined mainly to stations on rough, mountainous 

streams with steep slopes. The beds of such streams are as a rule
NORTH ATLANTIC COAST. 25

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 

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. For illustrative examples of 

stations of this type see stations of the upper Missouri River basin.

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 wellrated 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
26 SURFACE WATER SUPPLY, 1909, PART I.

reduces or increases all three values of discharge, area, and velocity 

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

rarely exist.

(&) 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 stations of 

the south Atlantic coast drainage basins.

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 conditions 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
NORTH ATLANTIC COAST. 27

measurement. For days between successive measurements it is 

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

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 examples of stations 

of this type see stations in the Platte, Arkansas, Rio Grande, and 

lower Colorado drainage basins.

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 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 daily and 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
28 SURFACE WATER SUPPLY, 1909, PAET I.

more accurate than the individual measurements. Numerous 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.

The effort is made to visit every station at least once each year for 

the purpose of making a measurement to .determine the constancy of 

conditions of flow since the last measurement made during the preceding year, and also to check the elevation of the gage. On account 

of lack of funds or for other causes, some stations were not visited 

during the current year. If conditions of flow have been reasonably 

permanent up to the time of the last preceding measurement, it is 

considered best to publish values of discharge on the basis of the 

latest verified rating curve rather than to omit them altogether, 

although it should be distinctly understood that such records are at 

times subject to considerable error. This is also true, although to a 

less degree, of the period of records since the date of the last measurement of the current year. As a rule the accuracy notes are based on 

the assumption that the rating curve used is strictly applicable to the 

current year.

In order to give engineers and others information regarding the 

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

daily discharge tables, stating the probable accuracy of the rating 

tables used, and an accuracy column is inserted in the monthly discharge table. For 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
NORTH ATLANTIC COAST. 29

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 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 5 or 10 year 

periods or more is carried on by the United States Geological Survey 

so far as the funds for such work are available.

The vtilues 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 daily discharges are published to allow a more detailed study 

of the variation in flow and to determine the periods of deficient 

flow.

COOPERATIVE DATA.

Cooperative data of various kinds and also data regarding the 

run-off at many stations maintained wholly by private funds are 

incorporated in the surface water-supply reports of the United States 

Geological Survey. «

Many stations throughout the country are maintained for specific 

purposes by private parties who supply the records gratuitously to 

the United States Geological Survey for publication. When such
30 SURFACE WATER SUPPLY, 1909, PART I.

records are supplied by responsible parties and appear to be reasonably accurate they are verified, so far as possible, and estimated 

values of accuracy are given. Records clearly known to be worthless 

or misleading are not published. As it is, however, impossible to 

completely verify all such records furnished because of lack of funds 

or for other causes they are published for what they are worth, as 

they are of value as a matter of record and afford at least approximate information regarding stream flow at the particular localities. 

The Survey does not, however, assume any responsibility for inaccuracies found in such records, although most of them are believed 

to be reasonably good.

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, F. C. Robinson, chairman, C. S. 

Hichborn, secretary and treasurer, and N. M. Jones; the State of 

Vermont, George H. Prouty, governor; the State of Massachusetts, 

Eben S. Draper, governor; Natural Resources Survey of Rhode Island, 

Prof. Charles W. Brown, superintendent; H. S. Ferguson, engineer of 

Great Northern Paper Co.; H. C. Lord; Fred Cort; F. E. Boston, 

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

Hollingsworth & Whitney Co.; C. S. Humphreys; Joseph A.*Warren, 

of S. D. Warren & Co.; J. G. White & Co.; C. A. Mixer, engineer for 

Rumford Falls Power Co.; Walter H. Sawyer, agent of Union Water 

Power Co.; Sellers & Rippey; J. Brodie Smith, manager of Manchester Traction, Light & Power Co.; R. A. Hale, principal assistant 

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

of Locks & Canals Co.; Dexter Brackett, chief engineer of Metropolitan 

Water and Sewerage Board; Charles Bigelow, treasurer of Haile & 

Frost Manufacturing Co.; Frederick S. Leonard, of Fisk Paper Co.; 

Charles Of, general superintendent, and H. M. Sumner, engineer for 

Vermont Copper Co.; International Paper Co.; Bellows Falls Canal, 

Co.; C. W. Hazelton, treasurer of Turners Falls Co.; H. I. Harriman, 

general manager of Connecticut River Power Co.; A. F. Sickman, 

hydraulic engineer, Holyoke Water Power Co.; Greenfield Electric 

Light & Power Co.; Otis Co.; George H. Gilbert Manufacturing Co.; 

E. E. Lochridge, engineer Springfield Water Board; Charles T. Main; 

Prof. George F. Swain; William D. Thompson, engineer, and A. W. 

Hubbard, manager of- Orange Electric Light Co.; Hollis French; 

McElwain Co.; C. S. Taylor, of Taylor Manufacturing Co.; F. J. Pitts, 

of James Pitts & Sons; P. M. Churchill; and S. F. Dunlap, of East 

Providence Water Co.
NORTH ATLANTIC COAST. 31 

NEW YORK.

Assistance has been rendered or records furnished in New York 

by the following, to whom special acknowledgment is due: Hon. 

Frank M. Williams, State engineer and surveyor, William B. Landreth, 

special deputy State engineer, representing New York State cooperation; State Water Supply Commission of New York, Hon. Henry 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 & Paper Co.; Charles H. 

Cooke; Union Bag & Paper Co.

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; 

Water Supply Commission of Pennsylvania, John Birkinbine, chairman, Farley Gannett, engineer; Maryland State Weather Service, 

W. B. Clark, Johns Hopkins University, director; Prof. Leon D. 

Conkling, Lehigh University; Prof. William T. Lyle, La Fayette 

College; Philadelphia Bureau of Water, John E. Codman, in charge of 

hydrographic work; Meikleham & Dinsmore; J. A. Walls, chief 

engineer, Pennsylvania Water & Power Co.; William C. Whitner, 

president, Fredericksburg Power Co.

DIVISION OF WORK.

The field data for New England were collected under the direction 

of H. K. Barrows, district engineer, assisted by T. W. Norcross, F. E. 

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

A. D. Butterfield.

The field data for New York were collected under the direction of 

C. C. Covert, district engineer, assisted by W. G. Hoyt, junior engineer, and E. F. Weeks.

The field data for the Middle Atlantic States were collected under 

the direction of R. H. Bolster, assistant engineer, assisted ]?y G. C. 

Stevens, R. C. Rice, and J. G. Mathers, junior engineers.

Except as otherwise stated in the descriptions, computations of 

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

ice estimates, and special studies, prepared in advance for the New 

York State Water Supply Commission, and some few other stations 

in New York, were made by C. C. Covert, assisted by W. G. Hoyt.

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 and
32 SURFACE WATER SUPPLY, 1909, PART I.

T. W. Norcross assistant engineers, assisted by G. C. Stevens, 

H. D. Padgett, R. C. Rice, J. G. Mathers, and M. I. Walters.

The manuscript for Maine was reviewed by C. C. Babb, that for 

New England by T. W. Norcross, and that for New York by C. C. 

Covert. The complete manuscript was edited by Mrs. B. D. Wood.

GAGING STATIONS IN NORTH ATLANTIC COAST 

DRAINAGE BASINS.

The following is a list of gaging stations maintained in the north 

Atlantic coast drainage basins by the United States Geological Survey 

and cooperative parties. Data for these stations have appeared in 

the reports listed in tables on page 13. The stations are arranged by 

river basins and appear in downstream order, tributaries of main 

streams being shown by indention.

St. John River:

St. John River at Fort Kent, Maine, 1905-1909.

Fish River at Wallagrass, Maine, 1903-1908.

Aroostook River at Fort Fairfield, Maine, 1903-1909. 

St. Croix River:

St. Croix River near Woodland, Maine, 1902-1909. 

Machias River:

Machias River at Whitneyville, Maine, 1903-1909. 

Union River:

West Branch of Union River at Amherst, Maine, 1909. 

West Branch of Union River near Mariaville, Maine, 1909. 

Union River at Ellsworth, Maine, 1909.

East Branch of Union River near Waltham, Maine, 1909.

Webbs Brook at Waltham, Maine, 1909.

Green'Lake at Green Lake, Maine, 1909.

Green Lake Stream at Lakewood, Maine, 1909.

Branch Lake near Ellsworth, Maine, 1909.

Branch Lake Stream near Ellsworth, Maine, 1909. 

Penobscot River:

West Branch of Penobscot River at Millinocket, Maine, 1901-1909.

Penobscot River at West Enfield Maine, 1901-1909.

Penobscot River at Sunk Haze Rips, near Costigan, Maine, 1899-1900.

East Branch Penobscot River at Grindstone, Maine, 1902-1909.

Mattawamkeag River at Mattawamkeag, Maine, 1902-1909.

Piscataquis River near Foxcroft, Maine, 1902-1909.

Cold Stream at Enfield, Maine, 1904-1906.

Kenduskeag Stream near Bangor, Maine, 1908-9.

Phillips Lake Outlets at Holden and Dedham, Maine, 1904-1908. 

Kennebec River:

Moose River at Rockwood, Maine, 1902-1908.

Moosehead Lake at Greenville, Maine, 1903-1908 (stage only).

Moosehead Lake at East Outlet, Maine, 1895-1909 (stage only).

Kennebec River at The Forks, Maine, 1901-1909.

Kennebec River at Bingham, Maine, 1907-1909.

Kennebec River at North Anson, Maine, 1901-1907.
NORTH ATLANTIC COAST. 33

Kennebec River Continued.

Kennebec River at Waterville, Maine, 1891-1909. 

Roach River at Roach River, Maine, 1901-1908. 

Dead River at The Forks, Maine, 1901-1907. 

Carrabassett River at North Anson, Maine, 1901-1907. 

Sandy River at Madison, Maine, 1904-1908. 

Sebasticook River at Pittsfield, Maine, 1908-9. 

Messalonskee Stream at Waterville, Maine, 1903-1905. 

Cobbosseecontee Stream at Gardiner, Maine, 1890-1909. 

Androscoggin River:

Androscoggin River at Errol Dam, N. H., 1905-1909. 

Androscoggin River at Gorham, N. H., 1903 (fragmentary). 

Androscoggin River at Shelburne, N. H., 1903-1907. 

Androscoggin River at Rumford Falls, Maine, 1892-1909. 

Androscoggin River at Dixfield, Maine, 1902-1908. 

Presumpscot River:

Presumpscot River at outlet of Sebago Lake, Maine,. 1887-1909. 

Saco River:

Saco River near Center Conway, N. H., 1903-1909. 

Saco River at West Buxton, Maine, 1907-1909. 

Merrimac River:

Pemigewasset River at Plymouth, N. H., 1886-1909. 

Merrimac River at Franklin Junction, N. H., 1903-1909. 

Merrimac River at Garvins Falls, N. H., 1904-1909. 

Merrimac River at Lawrence, Mass., 1890-1909'.

Contoocook River at West Hopkinton, N. H., 1903-1907. 

Suncook River at East Pembroke, N. H., 1904-5. 

Souhegan River at Merrimac, N. H., 1909. 

South. Branch of Nashua River at Clinton, Mass., 1896-1909. 

Sudbury River at Framingham, Mass., 1875-1909. 

Lake Cochituate at Cochituate, Mass., 1863-1909. 

Mystic River:

Mystic Lake near Boston, Mass., 1878-1897. 

Taunton River:

Matfield River at Elmwood, Mass., 1909.

Satucket River near Elmwood, Mass., 1909. 

Tenmile River drainage basin:

Tenmile River near Rumford, R. I., 1909. 

Blackstone River:

Blackstone River at Woonsocket, R. L, 1904-5. 

Blackstone River at Berkeley, R. I., 1900-1.

Branch River at Branch Village, R. L, 1909. 

Pawtuxet River:

Pawtuxet River at Harris, R. I., 1909. 

Pawcatuck River:

Wood River at Hope Valley, R. L, 1909. 

Thames River:

Shetucket River at Willimantic, Conn., 1904-5. 

Connecticut River:

Connecticut River at Orford, N. H., 1900-1909. 

Connecticut River at Simderland, Mass., 1904-1909.' 

Connecticut River at Holyoke, Mass., 1880-1898. 

90562° WSP 261 11 3
34 SURFACE WATER SUPPLY, 1909, PAET I.

Connecticut River Continued.

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 and 1909.

Ammonoosuc River at Bretton Woods, N. H., 1903-1907. 

Zeland River at Twin Mountain, N. H., 1903-1907. 

Little River at Twin Mountain, N. H., 1904-5.

White River at Sharon, Vt., 1903-4 and 1909.

Ashuelot River at Winchester, N. H., 1903-4.

Ashuelot River at Hinsdale, N. H., 1907-1909.

Millers River at Wendell, Mass., 1909.

Deerfield River at Hoosac Tunnel, Mass., 1909.

Deerfield River at Shelburne Falls, Mass., 1907-1909.

Deerfield River at Deerfield, Mass., 1904-5.

Ware River at Ware, Mass., 1904-1908.

Burnshirt River near Temple ton, Mass., 1909.

Quaboag River at West Warren, Mass., 1904-1907.

Quaboag River at West Brimfield, Mass., 1909.

Westfield River at Russell, Mass., 1904-5.

North Branch of Westfield River at Knightville, Mass., 3J909. 

Westfield Little River near Blandford, Mass., 1905-1909,

Salmon River at Leesville, Conn., 1905-6. 

Housatonic River:

Housatonic River at Gaylordsville, Conn., 1900-1908.

Tenmile River at Dover Plains, N. Y., 1901-1903. 

Mianus River:

Mianus River near Stamford, Conn., 1903. 

Mianus River at Bedford, N. Y., 1903. 

Byram River:

Byram River at Pemberwick, Conn., 1903.

West Branch of Byram River near Port Chester, N. Y., 1903.

East Branch of Byram River near Greenwich, Conn., 1903.

Middle Branch of Byram River near Riverville, Conn., 1903. 

Hudson River:

Hudson River at North Creek, N. Y., 1907-1909. 

Hudson River at Thurman, N. Y., 1907-1909. 

Hudson River at Fort Edward, N. Y., 1895-1908. 

Hudson River at Mechanicville, N. Y., 1888-1909.

Indian Lake Reservoir at Indian Lake, N. Y., 1900-1909.

Schroon Lake at Pottersville, N. Y., 1908-9.

Schroon River at Riverbank, N. Y., 1907-1909.

Schroon River at Warrensburg, N. Y., 1895-1902.

Sacandaga River at Wells, N. Y., 1907-1909.

Sacandaga River at Northville, N. Y., 1907-1909.

Sacandaga River near Hadley, N. Y., 1907-1909.

Sacandaga River at Union Bag & Paper Co.'s Mill, at Hadley, N. Y., 1909.

Battenkill River at Battenville, N. Y., 1908.

Fish Creek at Burgoyne, N. Y., 1904-5 and 1908.

Hoosic River at Buskirk, N. Y., 1903-1909.

Mohawk River at Ridge Mills near Rome, N. Y., 1898-1900.

Mohawk River at Utica, N. Y., 1901-1903.

Mohawk River at Little Falls, N. Y., 1898-1909.

Mohawk River at Rocky Rift Dam near Indian Castle, N. Y., 1901.
NORTH ATLANTIC COAST. 35

Hudson River Continued.

Hudson River at Mechanicville, N. Y., 1888-1909 Continued. 

Mohawk River at Schenectady, N. Y., 1899-1901. 

Mohawk River at Rexford Flats, N. Y., 1898-1901. 

Mohawk River at Dunsbach Ferry, N. Y., 1898-1909.

Ninemile Creek at Stittville, N. Y., 1898-9. '

Oriskany Creek at Coleman, N. Y., 1904-1906.

Oriskany Creek at Wood Road Bridge near Oriskany, N. Y., 1901-1904.

Oriskany Creek at Oriskany State Dam near Oriskany, N. Y., 1898-1906.

Saquoit Creek at New York Mills, N. Y., 1898-1900.

Nail Creek at Utica, N. Y., 1904.

Reels Creek at Deerfield, N. Y., 1901-1904.

Reels Creek at Utica, N. Y., 1901-2.

Johnston Brook at Deerfield, N. Y., 1903-1905.

Starch Factory Creek at New Hartford, N. Y., 1903-1906. 

Graefenberg Creek at New Hartford, N. Y., 1903-1906. 

Sylvan Glen Creek at New Hartford, N. Y., 1900-1906.

West Canada Creek at Twin Rock Bridge near Trenton Falls, N. Y., 

1900-1909.

West Canada Creek at Middleville, N. Y., 1898-1901.

West Canada Creek at Kast Bridge, N. Y., 1905-1909.

East Canada Creek at Dolgeville, N. Y., 1898-1909.

Garoga Creek 3 miles above junction with Mohawk, 1898-9.

Cayadutta Creek at Johnstown, N. Y., 1898-1900.

Schoharie Creek at Prattsville, N. Y., 1902-1909.

Schoharie Creek at Schoharie Falls above Mill Point, 1900-1.

Schoharie Creek at Mill Point, N. Y., 1900-1903.

Schoharie Creek at Fort Hunter, 1898-1901.

Schoharie Creek at Erie Canal Aqueduct below Fort Hunter, N. Y., 1900. 

Quackenkill at Quackenkill, N. Y., 1894. 

Normanskill at French's Mill, N. Y., 1891. 

Kinderhook Creek at Wilson's Dam near Garfield, N. Y., 1893-4. 

Kinderhook Creek at East Nassau, N. Y., 1892-1894. 

Kinderhook Creek at Rossman, N. Y., 1906-1909. 

Catskill Creek at South Cairo, N. Y., 1901-1907. 

Esopus Creek at Olivebridge, N. Y., 1903-1904. 

Esopus Creek near Olivebridge, N. Y. (weir station), 1906-1909. 

Esopus Creek at Kingston, N. Y., 1901-1909. 

Esopus Creek at Mount Marion,.N. Y., 1907-1909. 

Rondout Creek at Rosendale, 1901-1903, 1905-1909.

Diversion to Delaware and Hudson Canal at Rosendale, 1901-1907.

Wallkill River at Newpaltz, N. Y., 1901-1903. 

Wappinger Creek at Wappinger Falls, N. Y., 1903-1905. 

Fishkill Creek at Glenham, N. Y., 1901-1903. 

Foundry Brook at Coldspring, N. Y., 1902-3. 

Croton River at Croton Dam, near Croton Lake, N. Y., 1868-1903. 

Passaic River:

Passaic River at Millington, N. J., 1903-1906. 

Passaic River near Chatham, N. J., 1902-1909. 

Passaic River at Two Bridges (Mountain View), N. J., 1901-1903. 

Rockaway River, at Boon ton, N. J., 1903-4. 

Pomp ton River at Pomp ton Plains, N. J., 1903-4. 

Pompton River at Two Bridges (Mountain View), N. J., 1901-1903.

Ramapo River near Mahwah, N. J., 1903-1908". 

Wanaque River at Waiiaque, N. J., 1903-1905.
36 SURFACE WATER SUPPLY, 1909, PART I.

Raritan River:

Raritan River at Stanton, N. J., 1903-1906. 

Raritan River at Finderne, N. J., 1903-1907. 

Raritan River at Boundbrook, N. J., 1903-1909.

North Branch Raritan River at Pluckemin, N. J., 1903-1906. 

Millstone River at Millstone, N. J., 1903^. 

Delaware River:

East Branch Delaware River at Hancock, N. Y., 1902-1909. 

Delaware River at Port Jervis, N. Y., 1904-1909. 

Delaware River at Rieglesville, N. J., 1906-1909. 

Delaware River at Lambertville, N. J., 1897-1908.

West Branch Delaware River at Hancock, N. Y., 1902-1909. 

Mongaup River near Rio, N. Y., 1909. 

Neversink River at Godeffroy, N. Y., 1903, 1909. 

Neversink River at Port Jervis, N. Y., 1902-1903. 

Paulins Kill at Columbia, N. J., 1908-9. 

Lehigh River at South Bethlehem, Pa., 1902-1905; 1909. 

Lehigh River at Easton, Pa., 1909. 

Musconetcong River at Asbury, N. J., 1903. 

Musconetong River near Bloomsbury, N. J., 1903-1907. 

Tohickon Creek at Point Pleasant, Pa., 1883-1909. 

Neshaminy Creek below Forks, Pa., 1884-1909. 

Schuylkill River near Philadelphia, Pa., 1898-1909. 

Perkiomen Creek near Frederick, Pa., 1884-1909. 

Wissahickon Creek at Philadelphia, Pa., 1897-1906. 

Susquehanna River:

Susquehanna River at Colliersville, N. Y., 1907-8. 

Susquehanna River at Binghamton, N. Y., 1901-1909. 

Susquehanna River at Wysox, Pa., 1908-9. 

Susquehanna River at Wilkesbarre, Pa., 1899-1909. 

Susquehanna River at Danville, Pa., 1899-1909. 

Susquehanna River at Harrisburg, Pa., 1891-1909. 

Susquehanna River at McCalls Ferry, Pa., 1902-1909. 

Chenango River at South Oxford, N. Y., 1903. 

Chenango River near Greene, N. Y., 1908. 

Chenango River at Binghamton, N. Y., 1901-1909. 

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., 1903-1909. 

West branch Susquehanna River at Williamsport, Pa., 1895-1909. 

West branch Susquehanna River at Allenwood, Pa., 1899-1902. 

Juniata River at Newport, Pa., 1899-1909. 

Broad Creek at Mill Green, Md., 1904-1909. 

Octararo Creek at Rowlandsville, Md., 1896-1899. 

Deer Creek near Churchville, Md., 1904-1909. 

Gunpowder River:

Gunpowder Falls at Glencoe, Md., 1904-1909.

Little Gunpowder Falls, near Belair, Md., 1904-1909. 

Patapsco River:

Patapsco River at Woodstock, Md., 1896-1909. 

Patuxent River:

Patuxent River at Laurel, Md., 1896-1898.
NORTH ATLANTIC COAST. 37

Potomac River:

North Branch of Potomac River at Piedmont, W. Va., 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., 1895-1909. 

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., 1895-1909. 

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., 1896-1909. 

Goose Creek near Leesburg, Va., 1909. 

Rock Creek at Zoological Park, D. C., 1897-1900. 

Rock Creek at Lyons Mill, D. C., 1892-1894. 

Rappahannock River:

Rappahannock River near Fredericksburg, Va., 1907-1909.

STORM OF SEPTEMBER 26 TO 29, 1909, IN MAINE.

A general deficiency in precipitation existed in the State of Maine 

from about June, 1908, to September, 1909. Although the precipitation for the first four months of 1909 was above the normal it was 

mostly in the form of snow which, because of the frozen ground, 

passed off without materially increasing the ground-water supply. 

During the summer of 1909 the rivers fell to a low pitch and the 

prospects during early September were for very low water during the 

fall and winter.

The drought was brought to an end on September 26 by a general 

rain which lasted three days and was heaviest on the third day. 

The rainfall was unusually heavy in the central and eastern parts of 

the State and the rivers were at flood stage for several days.

The rainfall was perhaps the heaviest in the upper Kennebec drainage (see Greenville), but the effect of storage in Moosehead Lake prevented very high water. Thus at The Forks there was a rise of stage 

of only 1.7 feet due to this entire storm. The permanency of conditions at the gaging stations was not materially affected by the flood.
38 SURFACE WATER SUPPLY, 1909, PART I.

Damage resulted from washouts and log jams which earned away 

bridges. A locomotive Was derailed by a culvert washout near West 

Seboois and the engineer was killed. Shipping was delayed for several 

days.

The flood was most destructive on the Piscataquis River and its 

branch, Pleasant River. These streams have practically no storage 

facilities and are very quick spilling. The flood on the main Penobscot 

River was occasioned to a large extent by that on the Piscataquis. 

The East Branch also showed a high rate of run-off, probably owing 

to the fact that the gates at the storage dams were open.

The following table gives the rainfall as observed at several stations 

during the storm:

Rainfall in inches in Maine during storm of September 26-29, 1909.

Date.

Sept. 28. ............................

Greenville.

1.00

1.40

3.87

.71

6.98

Eastport.

0.68

1.12

.19

1.97

3.96

Portland.

0.74

.25

l.SO

.00

2.49

Danforth.

1.00

1.50

1.30

1.20

5.00

Soldier 

Pond.

o3.80

3.80

The Forks.

« 4. 25

«4.25

a Total for storm; amounts not observed for each day.

The following stages were reached at several of the river stations 

of the United States Geological Survey:

River stages.

Station.

Mattawamkeag at Mattawamkeago.. . 

East Branch of Penobscot at GrindDrainage 

area.

Sq. miles. 

5,280 

1,420 

465 

6,600 

1,500

1,100 

286 

1,570

Flood discharge.

Maximum 

gage 

height.

Feet. 

14.5 

14.8 

14.7 

17.8 

10.3

14.3 

14.9 

3.9

Maximum 

discharge.

Sec.-ft. 

46,800 

20,300 

11,100 

84,500 

13,400

24,500 

23,100 

3,810

Per 

square, 

mile.

Sec.-ft. 

8.9 

14.3 

23.9 

12.8 

8.9

22.3 

80.8 

2.4

Discharge previous to storm.

Gage 

heights.

Feet, 

4.2 

7.6 

3.4 

2.4 

4.0

4.7 

1.7 

2.2

Discharge.

Sec.-ft. 

3,130 

2,090 

211 

4,160 

660

455 

31 

1,530

Ratio of 

low 

water 

to flood 

discharge.

1 :15 

1:10 

1:53 

1:20 

1 :20

1 :54 

1 :742 

1:2.5

« Gage heights are the highest observed since the establishment of the station.

*

ST. JOHN RIVER DRAINAGE BASIN.

DESCRIPTION.

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

Susquehanna rivers. Its extreme headwaters lie in the mountainous 

region between Maine and Canada, adjacent to those of the Penob-
ATLANTIC COAST. 39

scot. 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 Allagash 

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 River. Above the mouths of 

St. Francis and Allagash 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 fairly uniform the fall of the 

stream and the opportunities for the development of water power are 

less than on the other great rivers. Allagash River, which drains 

about 1,500 square miles of entirely wild and forest country, has 

considerable fall and affords excellent storage facilities, all unutilized.

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,1 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 Allagash 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 Allagash 

basin, to Webster Lake, in the Penobscot basin, and a dam was

i Wells, Walter, Water powers of Maine, 1869.
40 SURFACE WATER SUPPLY, 1909, PART I.

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 0.6 foot 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.

ST. JOHN RIVER AT FORT KENT, MAINE.

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 data regarding the daily distribution of flow. It is 

about 15 miles below the mouth of St. Francis River and about 50 

miles above Grand Falls, which is an important undeveloped power. 

Many power sites exist along the river.

Discharge measurements are made from the footbridge. The 

inclined staff gage is attached to a pier of the bridge. Its datum 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 form in the river in the 

vicinity of the station, especially on the bridge piers.

Conditions for obtaining accurate free-flow results are fair, and a 

fairly good rating curve has been developed. (See fig. 1.)

Discharge measurements of St. John River at Fort Kent, Maine, in 1909.

Date.

May 13»

Hydrographer.

F. E . Pressey. .............................................

Width.

Feel. 

715

654

Area of 

section.

Sq.ft. 

11,800

Gage 

height.

Feet. . 

19.40

6.38

Discharge.

Sec.-ft75,000

9,560

"Rough gaging based on current meter observations in right span and surface velocity of logs in left span; 

bridge partially wrecked and unsafe.
14.0

16.0

18.0 

Uu 

UJ

1-

12.0

u 

0

I 

H 

z

10.0 

<5 

< 

o 

u 

i 

2.0

4.0

6.0 

8.0

C

5 

O

/

o /} 

1

S>

MEASUREMENTS IN 1905 No.l 

" 1906 Nos. 3and3 

 1907 N0.4 

 1908 NOS. 5to7 

 1909 Sand 9 

No. 5 made through ice 2.1 feet thick

>

X

O

/

x/ v >x 

<b° ./

/GZ

^

^

^>-

c

^

*»*

5 

/

O

$o/ 

)

O^x^

2 9

/*

AREA 

/

40

IN 

^

T 

&/

DO

SQUARE

/

FEET 

/

/

// 

&/

^

80

10000 20000 30000 40000 SOO

DISCHARGE IN SECOND-FEET o 

FIGUBE 1. Discharge, area, and mean velocity curve for St. John 
42 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of St. John River at Fort Kent, Maine, for 1909. 

[Alice M. Currie, 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..........:.... 

27. ..............

28............... 

29............... 

30. ..............

31...............

Jan.

9.9

.......

5.8

4.4

""i'i"

Feb.

4.1

4.2

.......

""4." 5~

""s.T

Mar.

5 A

5.8

.......

5.0

.......

::i

Apr.

5.6

6.3

"8.2" 

8.5

8.1 

8.05

8.3

8.4 

9.45

9

0

9 7

9.95 

10.55 

10.65

12.25 

10.4 

10.4 

10.4 

10.15

May.

9.8

9.6

.10.05

10.05

10.2

10.65

11.55

12.4

11 4.

14.65

16.55

19.1 

19.5 

18.85

17.75

17.1

15.95 

15.3

13.55

12.95 

12.35 

11.95

11.35 

10.7 

10.1 

9.65

8.85

June.

8.4

7-9

7.4

6.85

6.7

6.5

6.1

5.75

5.6

5.55

5.4

5.25 

5.05 

4.75

4.6 

4.45

4.35 

4.25

4.15 

4.1

July.

6.8

6.55 

6.35 

6.25

6.35 

6.4

6.5

6.55 

6.5

6.75

6.7

6.15 

5.85 

5.95

5.85 

5.65 

5.4 

5.2 

5.2

5.15

Aug.

5.1

4.95

4.2

3.85

3.65

3.55

3.4

3.4

3.7

4.45

5.5

5.9 

5.8 

5.5

5.25 

5.05

4.75 

4.55

4.35 

4.25

4.2

3.95

3.8 

3.7 

3.7 

3.85 

5.75 

7.05 

7.5 

7.1

6.4

Sept.

6.25

6.65

7.15

7.25

7.15

7.05

7.6

7.5

7.0

6.6

6.2

6.0 

5.95 

5.75

5.45 

5.2

5.2 

5.0

4.85 

4.65

4.5

4.5

4.4 

4.3 

4.2

4.2 

4.4 

6.25 

10.5 

14.25

Oct.

13.95

12.4

10.8

9.95

9.4

8.65

8.05

7.6

6.95

6.65

6.45

6.25 

6.05 

5.85

5.7 

5.7

5.55 

5.4

5.3

5.25

5.2

5.15

5.1 

5.2 

5.45

5.6 

5.5 

5.4 

5.35 

5.25

5.2

Nov.

5.15

5.1

4.95

5-15

5.4

5.35

5.3

5.2

5.25

5.3

5.2 

5.2

5.3

5.4

5.6 

5.5

5.35 

5.1

4.95

4.95

5.25 

5.35 

5.6

5.8 

5.95 "e.'i"

6.1

Dec.

6.1

6.05

6.0

5.85

5.75

5.65

5.55

5.5

5.4

5.3

5.3

......

......

..:.::

NOTE. Ice existed from Jan. 1 to about Apr. 26 and Dec. 6 to 31. From January to April ice thickness 

varied from 0.8 toot to 2.4 feet. River only partially frozen over during December. Gage heights during 

ice periods are to water surface.

Daily discharge, in second-feet, of St. John River at Fort Kent, Maine, for 1909.

Day.

1.. .'........................

2...........................

3.. ......--........--...-..-

4...........................

5...........................

6...........................

7. ........................ ..

8...........................

9...........................

10...........................

11...........................

12...........................

13...........................

14...........................

15...........................

16...........................

17...........................

18...........................

19...........................

20...........................

21...........................

22...........................

91

24...........................

25...........................

26...........................

27...........................

28...........................

29...........................

SO...........................

31...........................

Apr.

21 , 400

23, 200

97 inn

97 finn

OK OAfi

26, 400

26,400

26,400

25,200

May.

23, 600

22, 800

24, 800

24, 800

OK CAA

31 son

36,000

41, 100

47,600

58,100

73, 200

75,600

71, 700

65, 100

63,000

57,800

54,700

51, 100

46,600

41,800

38,700

35,200

33,800

3ft QAfi

27,800 OK nnn

00 AA/\

on OAA

19,500

June.

17,500

15,400

13, 400

11, 300

10, 700

10,000

8,570

7,380

6,890

6,740

6,270

5,820

5,240

4,060

3,700

3,240

3,020

2,910

July.

11, 100

10,200

9,460

9,100

9,460

9,640

10,000

10,200

10,200

10,000

10,900

10,700

8,740

7,710

8,050

7,710

7,050

6,270

5,670

5,670

5,520

Aug.

5,380

4,960

3,130

2,400

2,020

1,840

1,600

1,600

2,110

3,700

6,580

7,880

7,540

6,580

5,820

5,240

4,440

3,940

3,460

3,240

3,130

2,600

2,300

2,110

2,110

2,400

7,380

12,100

13,800

12, 200

9,640

Sept.

9,100

10,600

12,400

12, 800

12, 400

12,100

14,200

13,800

11,900

10,400

8,920

8,220

8,050

7,380

6,420

5,670

5,670

5,100

4,700

4,180

3,820

3,820

3,580

3,350

3,130

3,130

3,580

9,100

26,800

45,500

Oct.

43,900

36,000

28,300

24,300

21,900

18, 600

16,100

14, 200

11,700

10,600

9,820

9,100

8,400

7,710

7,210

7,210

6,740

6,270

5,970

5,820

5,670

5,520

5,380

5,670,

6,420

6,890

6,580

6,270

6,120

5,820

5,670

Nov.

5,520

5,380

4,960

5,520

6,270

6,120

6,040

5,970

5,670

5,820

5,970

5,670

5,670

5,820

5,970

6,270

6,890

6,580

6,120

5,380

4,960

4,960

5,820

6,120

6,890

7,540

8,050

8,310

8,570

8,570

Dec.

8,570

8,400

8,220

7,710

7,380

NOTE. The above daily discharges are based upon a well-defined rating curve. Discharge interpolated 

tor days of missing gage heights in November. Discharge assumed unaffected by ice Apr. 21 to 26.
NORTH ATLANTIC COAST. 43

of St. John River at Fort Kent, Maine, for 1909. 

[Drainage area, 5,280 square miles.]

Month.

February. ..............................

April ...................................

May....................................

June ....................................

July....................................

Discharge in second-feet.

Maximum.

35, 200 

75,600 

17,500

13,800 

45,500 

43,900 

8,570 

8,570

75,600

Minimum.

19,500 

2,910

1,600 

3,130 

5,380 

4,960

Mean.

4,290 

1,980 

3,150 

14,800 

41, 300 

7,150 

8,620 

4,940 

9,660 

11,800 

6,250 

4,370

9,860

Per 

square 

mile.

0.812 

.375 

.597 

2.80 

7.82 

1.35 

1.63 

.936 

1.83 

2.23 

1.18 

.828

1.87

Run-off 

(depth in 

inches on 

drainage 

area).

0.94 

.39 

.69 

3.12 

9.02 

1.51 

1.88 

1.08 

2.04 

2.57 

1.32 

.95

25.51

Accuracy.

D.

D. 

D. 

C.

A. 

B. 

B. 

A. 

A. 

A. 

A. 

D.

NOTE. Discharge for periods of ice conditions and for period June 21 to July 10 estimated from study 

of climatological data and comparisons with the discharge from adjacent drainage areas.

Mean discharge: Apr. 1 to 20, estimated 9,030 second-feet; June 21-30, estimated 6,460 second-feet; July 

1-10, estimated 8,400 second-feet; Dec. 6-31, estimated 3,660 second-feet.

PISH RIVER AT WALLAGRASS, MAINE.

The station on the Fish River at Wallagrass, Maine, was discontinued June 30, 1909. The gage heights were observed up to that 

date, but as they are liable to considerable error on account of settling 

of gage, due to caving banks, they are unreliable and are omitted. 

The station was not visited during 1909.

AROOSTOOK RIVER AT PORT PAIRPEBLD, MAINE.

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 

a light and power plant was constructed at Aroostook Falls, just 

across the boundary line in New Brunswick, developing a head of 

about 75 feet.

The gaging station, which was established July 31, 1903, to obtain 

general statistical data regarding the daily distribution of flow of 

the river, is located at the steel highway bridge in the village of Fort 

Fair-field, 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.

The datum of the chain gage, attached to the bridge, has remained 

unchanged during the maintenance of the station. Discharge
44 SURFACE WATER SUPPLY, 1909, PART I.

measurements are made from, the bridge or by wading. During 

the winter months the discharge is affected by ice, and gage-height 

observations are made weekly. Conditions for accurate determinations of discharge during periods of free flow are good, and an excellent rating curve has been developed.

The following discharge measurement was made by F. E. Pressey:

May 11, 1909: Width, 492 feet; area, 4,680 square feet; gage height, 13.15 feet; 

discharge, 25,700 second-feet.

Daily gage height, infect, of Aroostook River at Fort Fair field, Maine, far 1909. 

[F. E. Peterson, observer.]

Day.

1... ............

2...............

3...............

5...............

6...............

7.. .............

8...............

10...............

11... ............

12...............

13.. .............

14...............

15...............

16...............

17...............

18....... ........

19

20. ..............

21...............

22...............

23. ..............

24. ..............

26............... 

27...............

28.. .............

29............... 

30. ..............

31...............

Jan.

3.9

5.1

5.2

.......

'"h's

Feb.

5.0

4.9

5.1

-------

Mar.

5.7

Apr.

6.9

9 05

9.45

12.0

10.05

11.05

11.1

11.3

11.35

12.15

12.0

11.7

11.0

10.7

10.25 

9.9

May.

9.45

9.5

9.6

9.7

9.95

10.0

10.6

13.15

14.4

14.65

14.0

13.0

12.15

11.35

10.7

1 ft Q

9.75

9.15 

8.5

8.2

7.95

7 fi^

7.35 

7.55

7.1

6.5 

6.2

June.

5.5

5.4

5.7

5.6

5.35

t; 9

5.3

4.85

4.8

4.6

4.25

4.1

4.05

4.1

4.2

4 9

5.4 

4 85

4 W

4.4

4

K

4.6 

4.6

4.55

4.35 

4.2

July.

.......

.......

Aug.

4.85

4.9

4.9 

4.85

4.7

4.65

4.5

4.5

7.9

7.45 

6.95

6.9

Sept.

6.85

7.05

7.15

7.35

7.55

7.8

8.65

8.0

6.4

6.05

5.8

5.55

5.35

5.2

5.05

4.95

4.7

4.5 

4.4

4.4

4.4 

5.05

7.75

10.4 

13.7

Oct.

13.75

12.3

11.0

9.9

8.85

8.35

7.35

7.0

6.65

6.15

6.0

5.6

5.55

5.5

5.5

5.5

5.5

5.25

5.2

5.1

5.2 

5.2

5.2

5.25

5.2

5.35 

5.5

5.6

5.85 

5.9

5.5

Nov.

5.7

5.35

5.2

5.45

6.95

6.9

6.55

6.35

6.15

6.0

5.85

5.8

5.7

5.7

5.6

5.45

5.5

5.35

5.1

5.0

5.05 

5.0

5.0

5.05

5.35

7.25 

7.75

8.3

8.5 

8.25

Dec.

8.6

7.85

7.8

7.4

6.7

6.55

6.6

6.45

6.1

5.85

5.4

5.2

5.0

4.7

4.8

5.05

5.2

5.15

5.2

5.2

5.4 

9.7

......

------

NOTE. Ice conditions existed from Jan. 1 to Apr. 13 and from about Dec. 16 to 31. Ice thickness January to April varied from 1.4 to 2.6 feet. Readings are to water surface during periods of ice conditions.

Daily discharge, in second-feet, of AroostooJs River at Fort Fairfield, Maine, for 1909.

Day.

1.. .........................

3...........................

4. ..........................

5.. ....................... ..

6...........................

7...........................

9...........................

10.... .......................

11...........................

12...........................

13...........................

14...........................

15...........................

Apr.

23,000

16,100

May.

14,100

14,200

14 600

14,900

15,700

15,900

18,000

23,600

26,400

27,300

32,000

33,000

30,oOO

26,700

June.

3,620

Q Af>(\

4,020

3,820

3,330

3,520

3,920

3,230

3,040

3,230

1,980

1,440

1,660

July. Aug. Sept.

6,750

6,980

7,220

7,720

8,230

8,910

11,500

9,500

6,750

5,500

4,740

4,220

3,720

3,330

3,040

Oct.

29,600

24,100

19,400

15,600

12,100

10,600

7,720

6,860

6,050

4,950

4,640

3,820

3,720

3,620

3,620

Nov.

4,020

3,330

3,040

3,520

6,750

6,630

5,830

5,380

4,950

4,640

4,320

4,220

4,020

4,020

3,820

Dec.

9,500

9,060

8,910

7,840

6,160

5,830

5,940

5,600

4,840

4,320

3,420

3,040

2,670

2,150
NORTH ATLANTIC COAST. 45

Daily discharge, in second-feet, of Aroostook River at Fort Fairfield, Maine, 

for 1909 Continued.

Day.

16...........................

17. .......... ................

18...........................

19...........................

20...........................

21...........................

22...........................

23...........................

25...........................

26...........................

27. ......................... .

28...........................

29...........................

30...........................

01

Apr.

19,600

19,600

19,800

20,500

20,500

20,700

24,100

23,600

23,000

21,900

19,400

18,900

18,400

16,800

15,600

May.

23,600

20,700

18,400

17,000

15,100

13,100

11,000

10,100

9,350

8,500

7,720

8,230

7,100

5,720

5,060

4,430

June.

1,220

1,140

1,220

1,360

2,490

3,420

2,410

1,900

1,660

1,820

1 980

1,980

1,590

1,360

July. Aug.

2,416

2,490

2,490

2,410

2,150

2,070

1,820

1,820

3,920

9 200

7^970

6,750

6 630

Sept.

2,760

2,580

2,360

2,150

1 980

1,820

1 660

1^660

1,660

1,660

1 660

2,760

8,770

17,300

29,400

Oct.

3,620

3,620

3,140

3,040

2,850

3,040

3,040

3,040

3,140

3,040

3,330

3,620

3,820

4,320

4,430

3,620

Nov.

3,520

3,620

3,330

2,850

2,670

2,760

2,670

2,670

2,760

3,330

7,470

8,770

10 400

11,000

10,200

Dec.

NOTE. The above daily discharges for free-flow conditions are based on a well-defined rating curve. Dis> 

charge interpolated for Apr. 27, May 8 to 10, and Sept. 18 and 25.

Monthly discharge of Aroostook River at Fort Fairfield, Maine, for 1909. 

[Drainage area, 2,230 square miles.]

Month.

June. . ..................................

July.....................................

Discharge in second-feet.

Maximum.

24,100

33,000 

4,020

9,200 

29,400 

29,600 

11,000 

9,500

33,000

Minimum.

4,430 

1,140

1,660 

2,850 

2,670

Mean.

1,070 

900 

1,710 

14,100 

16,500 

2,410 

3,630 

2,730 

5,940 

6,810 

4,880 

3,400

5,340

Per 

square 

mile.

0.480 

.404 

.767 

6.32 

7.40 

1.08 

1.63 

1.23 

2.66 

3.05 

2.19 

1.52

2.39

Run-off 

(depth in 

inches on 

drainage 

area).

0.55 

.42 

.88 

7.05 

8.53 

1.20 

1.88 

1.42 

2.97 

3.52 

2.44 

, 1.75

32.61

Accuracy.

D. 

D. 

D. 

B. 

A. 

A. 

D. 

C. 

A. 

A. 

A. 

C.

NOTE. Discharges for periods of ice conditions based on study of climatological data and knowledge of 

ice conditions. Discharge July 1 to Aug. 18 based on Fort Kent records.

Mean discharge Apr. 1 to 13, estimated, 6,260 second-feet; Aug. 1 to 18, estimated, 1,800 second^feet; 

Dec. 16 to 31, estimated, 1,540 second-feet.

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.
46 SURFACE WATER SUPPLY, 1909, PART I.

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, ranging 

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, 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 Woodland, principally for the manufacture of pulp, paper, and 

lumber. Opportunities 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. CROIX RIVER NEAR WOODLAND, MAINE.

This station, which has been maintained to obtain general data 

regarding the daily distribution of flow of the river, was originally 

established December 4, 1902, at a point a short distance above 

Sprague Falls, now called Woodland, near Baring, Maine. 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. 

Power plants 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 gauge datums at 

the original and final locations of the station. A vertical staff gage 

is attached to a bowlder on the left bank about 1 mile below the dam
tfORTH ATLANTIC COAST. 47

at Sprague Falls. A chain gage for use in high water is located 

on the left bank about 300 feet above the staff gage. The cable 

from which discharge measurements are made is at a point about 400 

feet below the staff gage. During the winter months the discharge 

is usually not affected by ice, because the effect of the mill above is 

to keep the channel open. In the log-driving season the discharge 

is sometimes materially affected by log jams. On Sundays and 

holidays and occasionally at other times the mill is shut down and 

water stored, which usually greatly reduces the discharge on such 

days, when the natural discharge is relatively low. 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 Riv#r near Woodland, Maine, in 1909.

Date.

Apr. 27

July 16

Oct. 26

Hydroghapher.

F E Pressey

Width.

Feet. 

293

302

301

Area of 

section.

Sq.ft. 

1,710

1,290

1,120

Gage 

height.

Feet. 

9.96

08.50

7.77

Discharge.

Sec.-ft. 

6,500

2,240

2,340

o Backwater from log jam causes 0.8 foot increase in gage height.

Daily gage height, in feet, of St. Croix River near Woodland, Maine, for 1909. 

[Simeon Phinney observer.]

Day.

1... ............

2...............

5. ..............

7...............

8...............

10...............

11...............

12. ..............

13...............

14...............

15...............

16...............

17...............

18...............

19

20...............

01

22...............

23. ..............

24...............

OC

27. ..............

28............... 

29...............

30...............

31...............

Jan.

6.7

6.7

(a)

9.2

8

0

(a)

8.4

8.0

(a)

""8."6"

7.7

(»)

7.7 

"~7."6~

(a)

Feb.

7.4

7.3

7.3

(»)

7.3

7.3

(a)

7 3

7 3

(a)

7.4

7.4 

(»)

Mar.

7.3

7.3

(0)

8.2

(»)

8.1

8.1

(»)

8.2

Q O

"(»)" 

9.3

Apr.

9.1

(a)

9.1

9.1

9.0

9.0

(«)

9.0

9.1

10.0

12.3

13.2

(») 

12.9

12.2

12.5

11.0

11.0

(»)

in ^

10.2 

10.1

10.0

May.

10.0

(»)

9.9

9.8

9.8

9.7

9 7

9.6

(a)

9.5

9.5

9.4

9.2

9.1

9.0

(a)

9.0

9.0 

8.9

8.9

8.8

(a)

8.6

o a.

8.5 '"8.4

(a)

June.

8.4

8.3

8.3

S

o

8.2

16.0

8.0

8.0

7.9

7.8

(a)

7.8

7.8

7.8

7.8

""7." 9"

(a)

7.9

7.9

7.9

7.9

7 S

<»7.6

7.6 

7.6

7.6

July.

" 7.7

7.7

(a)

4.5

4.5

7.7

7.7

7.7

7.7

(a)

7.8

7.8

7.7

8.5

8.5

(a) 

8.5

8.5

8.5

8.5

Q C

(a)

8

C

8.4 

8.4 

8.5

8.5

Aug.

(a)

8.4

8.4

8.5

8.5

8.5

8

C

(»)

8.5

8.5

8.5

8.4

8.4

8.4

(a)

8.4

8.5 

8.5

8.4

8 A

(a)

8.4

8 A

8.4

8.3 

8.3 

(°)

8.3

8.3

Sept.

8.2

8.2

8.2

8.1

(a)

8.2

8.3

8.3

8.4

(a)

8.4

8.4

8.3

8.3

8.3

8.3 

(a)

8.0

8.0

7.7

7.7

7.6

(a)

13.4 

14.5 

14.8

14.6

Oct.

14.3

13.8

(a)

12.3

10.4

9.5

8.5

8.4

8.4

(a)

8.3

8.2

8.1

8.0

8.0

8.0

(a)

8.0 

8.0

' 8.0

7.9

7.9

7.9

(a)

Q A

7.9

7.9 

7.9 

8.0

8.0

(a)

Nov.

7.9

7.9

7 9

8.0

8.0

(a)

7.9

7.9

7.8

7.8

7.8

7.8

(a)

7.9

7.9

7.9

7.8 

7.8

7.8

(a)

7.9

7.9

7.9

9.7

9.6 

(a) 

8.9

8.4

Dec.

7.9

7.9

7.9

(a)

7.8

7.8

7.7

fa)

7.7

8.0

8.0

7.9

7.9

7.8 

(»)

7.9

7.8

7.8

7.9

7.8

(a)

7.8

7.8 

7.7

7.7

a Sunday.

NOTE. Ice conditions existed along the shores from Jan. 1 to latter part of March. There were no ice 

conditions in December. Gage heights were affected by backwater from a log jam, July 15 to Sept. 21. 

Paper mills shut down June 6, 13, and 20, July 4 to 6 and 13, and Sundays January, February, March, 

October, November, December.
48 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of St. Croix River near Woodland, Maine, for 1909.

Day.

1. ...........

3

4............

6............

g

10............

11............

12

13............

14............

1 1

16............

is

19

20............

21............

22............

23............

24............

25............

26............

27............

28............

29............

30............

31............

Jan.

1,050

1,050

KAA

1,050

4

7QA

4,390

4,010

4,010

3

f>Kf\

Kf\r\

3,300

3

QAA

2,980

2,660

2 fiAn

2 660

cnn

2,660

2 fifiC\

2 fiftn

2,660

2,230

2,230

500

2,230

2,230

2,090

2,090

Krtfl

Feb.

o fion

1,830

1,710

1,710

1,710

500

1,710

1,710

1,710

1,710

1,710

1,710

500

1,710

1,710

1,710

1,710

1,710

1,710

500

1,830

1,830

1,830

1,830

500

Mar.

1,710

1,710

1,710

1,710

1,710

1,710

500

2,970

2,970

2 Q7fi

2,970

2,810

cnn

2 Of f\

2,810

2,810

2,810

2,970

500

2,970

2,970

2,970

2,970

2,970

cnn

5,000 K. nnn

K Af\A

Apr.

4,750

4,590

4,590

4 490

4,390

4,390

4,390

4,390

4,390

5,570

6

KKA

12 600

15,300

14 400

10 QAft

13,200

9,030

9,030

8,600

8 1 Gfi

7,750

6,780

6,660

6,550

May.

6,550

6,450

6,320

6,090

5,860

5,860

5,640

5,530

5 49H

5,420

5,210

4,790

4

CQO

4,390

4 390

4,390

4,200

4,200

4,010

4,010

3,650

3,560

3

0OA

3,300

3 

' 300

June.

S Oflrt

3,130

3,130

2,970

2,970

480

2,660

2,580

2,510

2,370

500

2 q7fi

2,370

2 q7fl

2,440

2,510

KAfl

2,510

2,510

2,510

2,510

2,370

2,370

2,090

9 HQfi

2,090

July.

2,230

2,230

2,230

50

50

KA

2,230

2,230

500

2,370

Aug. Sept.

2,230

2,230

2,090

2,090

2,000

15,900

19,300

20,300

19,600

Oct.

18,700

17,100

14,800

12,600

7,500

5,420

3,470

3,300

3,300

500

3,130

2,970

2,810

2,660

2,660

2,660

500

2,660

2,660

2,660

2,510

2,510

2,510

500

2,660

2,510

2,510

2,510

2,660

2,660

Nov.

2,510

2,510

2,510

2,660

2,660

2,660

500

2,510

2,510

2,370

2,370

2,370

2,370

500

2,510

2,510

2,510

2,370

2,370

2,370

500

2,510

2,510

2,510

4,180

5,860

5,640

500

4,200

3,300

Dec.

2,510

2,510

2,510

2,510

500

2,370

2,370

2,370

2,230

2,230

2,230

500

2,230

2,660

2,660

2,510

2,510

2,370

500

2,510

2,370-

2,370

2,510

2,370

2,370

500

2,370

2,370

2,230

2,230

2,230

NOTE. The above daily discharges are based upon a rating curve which is well defined below discharge. 

10,000 second-feet. July 4 to 6 have been estimated as 50 second-feet; this value is very uncertain, however. Discharge assumed unaffected by ice during the winter periods.

Monthly discharge of St. Croix River near Woodland, Maine, for 1909. 

[Drainage area, 1,420 square miles.]

Month.

April...................................

May....................................

July.. ..................................

Discharge in second-feet.

Maximum.

4,790 

2,090 

5,000 

15,300 

6,550 

3,300

on o/vi

18,700 

5,860 

2,660

20,300

Minimum.

500 

500 

500 

4,390 

3,300 

480 

50

500 

500 

500

50

Mean.

2,330 

1,580 

2,570 

7,440 

4,680 

2,320 

1,960 

1,990 

4,120 

4,390 

2,580 

2,150

3,180

Per

square 

mile.

1.64 

1.11 

1.81 

5.24 

3.30 

1.63 

1.38 

1.40 

2.90 

3.09 

1.82 

1.51

2.24

Run-off 

(depth in 

inches on 

drainage 

area).

1.89 

1.16 

2.09 

5.85 

3.80 

1.82 

1.59 

1.61 

3.24 

3.56 

2.03 

1.74

30.38

Accuracy.

B. 

B. 

B. 

A. 

A. 

A. 

B. 

C. 

C. 

A. 

A. 

B.

NOTE. Discharge during the winter periods are probably slightly in excess of the true values due to 

anchor ice conditions and shore ice. Discharge estimated July 15 to Sept. 21 account of backwater from 

log jam.

Mean discharge Second-feet. 

July 15 to31, estimated........................................................................ 2,200

September 1 to 21, estimated................................................................... 1,800
NORTH ATLANTIC COAST. 49

MACJEQAS RIVER DRAINAGE 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 tidewater 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; 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.

MACHIAS RIVER AT WHITNEYVILLE, MAINE.

This station was established October 17, 1903, and was originally 

located at the bridge of the Washington County R. R., near Whitneyville, about 8 miles above the mouth of the river.

A chain gage is attached to the railroad bridge. On October 3, 

1905, a vertical-staff gage was placed on a pier of the wooden highway bridge, about one-half mile upstream from the railroad bridge. 

Published gage heights beginning with 1906 refer to the staff gage. 

This station has been maintained to obtain general information concerning the daily distribution of flow of the Machias River. A short 

distance above the station is a storage dam which causes considerable fluctuations in the gage heights at low-water periods. At the 

original location backwater from the dam at Machias, about 4 miles 

below, or from 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. Discharge measurements are made from the railroad bridge. 

90562° WSP 261 11 4
50 SURFACE WATER SUPPLY, 1909, PART I.

During the winter months the discharge is often affected by ice, 

although operation of the dam above tends to prevent the formation of 

ice except during severe winters. 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 prior to 1909 has been computed for all years since 

the establishment of the station, and republished in Water-Supply 

Paper 241. The 1903-4 values as published in Water-Supply Paper 

124 were 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, Maine, in 1909.

Date.

July 15

Oct. 25 &

Hydrographer.

.....do.....................................................

Width.

Feet. 

124.5

124

174

Area of 

section.

Sq.ft. 

1,210

618

335

Gage 

height.

Feet. 

8.40

4.03

4.45

Discharge.

Sec.-ft. 

3.840

273

891

« Partial measurement, logs preventing many observations. Logs from 600 feet below gage to dam at 

Machias. 

& From highway bridge; poor measurement.

Daily gage height, in feet, of Machias River at Whitneyville, Maine, for 1909. 

[Ira S. Albee, observer.]

Day.

1..... ..........

2...............

5...............

6...............

7...... .........

8...............

g

10...............

11...............

12...............

13... ............

14...............

15...............

16...............

17...............

18. ..............

19...............

20. ..............

21................

22. ..............

23...............

24...............

25...............

26. ..............

27...............

28. ..............

29...............

30...............

31...............

Jan.

3.5

3.5

3.5

3.5

3.5

8.0

10.0

8.0

6.2

5.4

5.1

4.9

4.8

4.7

4.6

4.5

4.4

4.3

4.2

4.2

4.2

4.1

4.1

4.15

4.0

4.0

Feb.

4.6

4.0

4.05

4.05

4.1

5.0

5.6

5.2

5.0

6.0

6.8

6.6

6.4

7.0

7.6

8.0

7.6

Mar.

7.3

7.6

7.1

7.0

6.6

6.0

5.7

5.6

5.5

5.4

5.3

5.2

5.0

4.9

4.8

4.7

4.6

4.5

4.4

4.3

A f)

4.2

4.3

4.5

4 9

5.4

8.0

12.1

12.15

11.0

Apr.

10.0

9.0

8.0

7.7

7.3

6.9

6.7

6.8

7.2

7.6

7.4

7.4

7.5

7.6

9.5

10.0

11.0

10.5

9.8

9 7

9 6

9

e

9.5

9

e

9 a

8.6

8 A

7 *,

7.7

7.8

May.

7.8

7.8

7 Q

7.9

7.8

7.8

7.9

8.0

7.4

7.0

7.0

7.2

7.3

7.4

7.4

7.0

6.5

6.3

6.2

6.2

6.15

6.1

5.5

5.1

5.0

4 9

4.5

(«)

(«)

5.5

June.

6.0

6.2

6.4

6.5

6.6

6.6

6.5

6.4

6.3

6.2

6.2

6.2

6.1

6.0

*> Q

5.8

5.8

% 8

5.8

5.6

5.3

5.0

5.0

4.9

4.8

4.7

4.6

4.5

4.4

July.

4.4

4.4

4.3

4.3

4.3

4.2

4.2

4.2

4

0

A 1 e

4.0

4.0

4.0

4.3

4.4

4

e

4.5

4.3

4 2

4.1

4.0

q Q

3

0

3.7

Aug.

3.6

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

S

ee

3.6

3.65

3 7

3 7

3

7e

3.6

3

ee

3

e

3

e

3 A

3.4

3.3

Sept.

3.3

3.25

3.25

3.1

3.1

3.0

3.0

3.0

3.0

3.0

3.0

3-1

3.1

3.2

3.3

3 A

3.5

3.6

3.6

3

e

3 4

3 A

3.4

3 A

3 A

3

e

5.6

10.0

13.5

14.7

Oct.

13.3

10.3

8.0

6.6

5.9

5.3

4.9

4.6

4.2

4.0

4.0

4.1

A q

4 q

4.3

4

oe

4 OK

4 9

4 2

4

0

4.7

4 Q

4.9

4.8

4.7

4.6

4.5

Nov.

4.3

4.2

4.8

4.9

5.0

4.9

4.8

4.8

4.7

4.6

4.5

4.5

4 9

5.6

5.8

5.9

6.0

6.0

5 Q

5.4

5 A

4.6

4.4

7.6

9.4

8.0

7.0

6.0

Dec.

5.6

5.4

5.2

5.1

5.0

5.0

5.0

5.0

5.0

4.8

4.6

4.7

4.8

4.9

5.0

5.1

5.2

5.0

4.8

4.7

4.6

4.5

4.5

4.5

4.5

4.4

4.5

4.5

4.55

4.6

a Lower gage destroyed.

NOTE. The extent and effect of ice conditions are doubtful; also the effects from logs and logjams. It 

Is probable, however, that log jams affected conditions of flow from about June 1 up to the rise of Sept. 27.
NORTH ATLANTIC COAST. 51 

Daily discharge, in second-feet, of Machias River at Whitneyville, Maine, for 1909.

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. ..............

9Q

00

2£.... ..........

30. ..............

31...............

Jan.

250

250

250

250

3,580

5,680

3,580

1,960

1,140

1,000

937

875

814

755

698

642

587

587

587

560

534

534

534

547

521

482

482

Feb.

482

482

482

482

495

508

508

521

534

802

1,070

1,280

1,490

1,420

1,350

1,280

1,210

1,140

1,070

1,800

2,470

2,290

3,190

3,190

Mar.

2,920

3,190

2,740-

2,650

1,800

1,490

1,420

1,350

1,280

1,210

1,070

1,000

937

875

814

755

698

642

587

587

642

698

1,000

3,580

8,100

8,160

6,780

Apr.

5,680

3,580

3,280

9 Q9ft

2,560

2,380

2,830

3 iQn

3,010

3 inn

3,190

5,130

K fion

6,780

6,230

5,350

5,240

5,130

5,130

5,130

4,180

3,580

3,280

3,380

May.

3,380

3,380

3,480

o oon

3,380

3,480

3,580

2

cfirt

2,830

S oon

2 g5o

o onn

1 960

1 960

1,920

1,880

1,420

1 14ft

1,070

7KK

587

860

1,140

June. July. Aug.

'

......

Sept.

1,490

9,830

11,100

Oct.

9,570

6,010

2,290

1,720

1,280

1,CCO

814

698

CQ7

534

482

482

534

642

RAf)

642

614

614

CQ7

587

CO 7

07*

1 000

007

875

814

755

Nov.

698

fi/19

587

937

1,000

1,070

1,000

Q07

007

07 C

814

755

755

1 000

1,490

1,640

1,720

1,800

1 800

1 720

1,350

814

698

fiQft

3 ion

o con

2,650

Dec.

1,490

1,350

1,210

1,070

1,070

1,070

1,070

937

Old

875

937

1 ftnn

1,070

1 140

1,210

937

875

814

7CK

755

755

7EC

698

698

755

755

784

814

NOTE. The above daily discharges are based on a rating curve well defined between discharges 77 and 

4,000 second-feet. Discharge has been interpolated for days of missing gage heights in January and 

Februaiy. No correction has been made for ice conditions; the effect from this cause is believed to be 

slight.

Monthly discharge of Machias River at Whitneyville, Maine, for 1909. 

[Drainage area, 465 square miles.]

Month.

July.....................................

Discharge in second-feet.

Maximum.

5,680 

3,580 

8,160 

6,780 

3,580

11, 100 

9,570 

5,020 

1,490

11, 100

Minimum.

250 

482 

587 

2,380

587

482 

587 

698

Mean.

1,010 

1,370 

2,030 

4,130 

2,310 

1,200 

400 

200 

1,050 

1,350 

1,430 

959

1,450

Per 

square 

mile.

2.17 

2.95 

4.37 

8.88 

4.97 

2.58 

.860 

.430 

2.32 

2.90 

3.08 

2.06

3.13

Run-off 

(deptb in 

inches on 

drainage 

area).

2.50 

3.07 

5.04 

9.91 

5.73 

2.88 

.99 

.50 

2.59 

3.34 

3.44 

2.38

42.37

Accuracy.

C. 

C. 

C. 

B. 

A. 

C. 

D. 

D. 

B. 

A. 

A. 

C.

NOTE. The discharge for June, July, August, and Sept. 1 to 26 has been estimated for effect of log jam. 

Mean discharge Sept..l to 26, 131 second-feet.
52 SURFACE WATER SUPPLY, 1909, PART I. 

UNION RIVER DRAINAGE BASIN. 

DESCRIPTION.

Union River is formed by the junction of its East and West 

branches.

The West Branch rises in the extreme northern part of Hancock 

County, in townships 39-MD and 40-MD, and flows in a general 

southerly direction for about 35 miles to its junction with the East 

Branch. In its course it passes through Brandy and Great ponds 

and receives the tributaries from, a number of other ponds, the largest 

of which is Alligator Lake. The area contains little cultivated land, 

except near the town of Amherst. From Great Pond to Mariaville 

(17 miles) the fall of the river averages 10.6 feet per mile. This fall 

per mile is exceeded at several places, where the opportunities for 

power development are excellent.

The East Branch rises in the Lead Mountain Ponds of township 

28-MD, flows southwesterly to Spectacle Pond, then northerly and 

westerly some 10 miles to its junction with the West Branch about a 

mile above Jordan's bridge, in Waltham. The territory drained is 

practically all woodland, either recently cut or covered with second 

growth. The river is made up of flat stretches and then quick falls. 

Opportunities for power development are numerous. The East 

Branch receives only two important tributaries Middle Branch, 

which rises in the town of Aurora, and Bog River, which rises in the 

town of Eastbrook.

From the junction of the two branches the river flows southward 

about 15 miles, meeting tidewater at Ellsworth. The valley in this 

distance is flat, wide, and fertile. At Ellsworth Falls there are two 

dams, with a total head of about 25 feet. At Ellsworth the new 

dam of the Bar Harbor & Union River Power Co. develops about a 

60-foot head. (See PI. III.) The tributary streams entering from 

the west are the outlet of Floods Pond, Beach Hill Stream, Green 

Lake Stream, and Branch Lake Stream; from the east Webbs Brook 

is the only important tributary.

The average annual precipitation in this basin is probably about 

48 inches. As a rule the winters are not severe, owing to the proximity of the ocean.

BIVEB AND LAKE SURVEYS IN UNION DRAINAGE BASIN.

Special river and lake surveys have been made in the Union River 

drainage basin by the United States Geological Survey in cooperation 

with the State of Maine. The resulting maps, which may be obtained 

free of charge by applying to C. C. Babb, district engineer, United 

States Geological Survey, State House, Augusta, Maine, include plan
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 261 PLATE III

POWER PLANT OF THE BAR HARBOR & UNION RIVER POWER CO., ELLSWORTH, ME.
NOETH ATLANTIC COAST. 53

and profile of Union River from Great Pond on the West Branch to 

Goodwin's bridge; the profile only of the river from Goodwin's 

bridge to tidewater at Ellsworth, the plan for this section being shown 

on the map of the Ellsworth quadrangle of the United States Geological Survey; and maps of Abraham, Scammons, and Molasses 

ponds and Webbs Pond Outlet; Alligator, Rocky, and Spectacle 

ponds; Great Pond, Green Lake Stream, and Branch Lake Stream. 

The following table gives the areas of water surface of a number 

of lakes and ponds in the Union River basin, as measured from recent 

topographic sheets, and the maps of the special lake surveys:

Lake and pond areas, Union River drainage basin.

Square miles. 

Branch Lake...................... 4. 33

Green Lake....................... 4. 43

Mountain Pond................... 1. 00

Floods Pond...................... 1.04

Beech. Hill Pond................... 2.09

Great Pond....................... 1.01

Webbs Pond....................... 1.43

Square miles. 

Abraham Pond.................... 0. 69

Scammons Pond................... 1.11

Molasses Pond.. .................... 1. 90

Alligator Pond.................... 1. 73

Rocky Pond......-....-...--.-... .96

Spectacle Pond................... 2. 74

WEST BRANCH OF UNION RIVER AT AMHERST, MAINE.

This station, which is maintained in cooperation with the State 

of Maine, was established July 25, 1909, at Summer's bridge, threefourths of a mile west of Amherst post office, on the road to Bangor, to replace the station at Goodwin's bridge, near Mariaville.

Discharge measurements are made by wading from the highway 

bridge, to which the staff gage is attached.

Conditions governing the accurate determination of flow are 

favorable. All the dams above the station are partly or totally 

destroyed, hence the flow is not affected by storage. Anchor ice 

affects the winter flow. The gage datum was unchanged during the 

year. The rating curve, though incomplete, is fairly well outlined 

for low stages. Estimates of discharge are withheld for. the present, 

however, pending the completion of the rating curve to high stages.

Discharge measurements of West Branch of Union River at Amherst, Maine, in 1909.

Date.

July 25

Aug. 2

Sept. 23 a

Oct. 24

Hydrograph er ,

Butterfleld and Brett. ......................................

G. M. Brett................................................

.... .do ....................................................

Width.

Feet. 

37

35.5

23

23

43

Area of 

section.

Sq.ft. 

90.6

80.5

14.9

U Q

137

Gage 

height.

Feet. 

5.61

5.30

4.96

6.55

Discharge.

Sec.-ft. 

74.8

40.6

18.0

18.1

246

a Made by wading below bridge.
54 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of West Branch of Union River at Amherst, Maine, for 1909.

[Floyd Sunnier, observer.]

Day.

1.. ........ 

2.......... 

3..........

4.......... 

5..........

6. ....... .. 

7..........

9.......... 

10..........

11. ......... 

12.......... 

13..........

14..........

15..........

July.

:::;::

Aug.

5.33 

5.30 

5.25

5.19 

5.15

5.11 

5.09

5.09

5.07 

5.07

5.09 

5.04 

4.98

4.95

4.88

Sept.

4.94 

4.98 

4.95

4.91 

4.88

5.00 

4.92

4.89

4.88 

4.85

4.90 

4.90 

4.88

4.88

4.88

Oct.

10.20 

9.75 

9.61

9.42 

9.15

8.67 

8.12

7.85

7.65 

7.30

7.09 

6.89 

6.79

6.61

6.49

Nov.

6.85 

6.72 

6.69

7.59 

7.55

7.45 

7.35

7.20

7.21 

7.05

6.98 

6.90 

6.87

6.78

6.70

Pec.

8.59 

8.34

7.84 

7.84

7.76 

7.59

7 80

7.59 

7.63

7.51 

9.59 

8.92

9.34

8.47

Day.

16.......... 

17. . ....... . 

18..........

19.......... 

20..........

21..........

22..........

23..........

24.......... 

25..........

26.......... 

'27..........

28....-.--..

29..........

31

July.

""- 

"s.'ei"

5.60 

5.55 

5.50

5.43

5.40

5 An

Aug.

4.90 

4.91 

5.11

5.07 

5.07

5.05 

5.00

4.99

5.05 

5.00

4.91 

4.91 

5.00

4.98

4.98

4.97

Sept.

4.88 

4.88 

4.90

4.95 

4.95

4.91 

4.91

4.91

4.99 

5.08

5.00 

6.32 

6.95

12.67

10.90

Oct.

6.75 

6.70 

6.61

6.60 

6.50

6.40 

6.45

5.45

6.50 

6.60

6.88 

6.88 

7.00

7.15

7.10

6.92

Nov.

6.65 

6.55 

6.72

6.68 

6.60

6.59 

6.58

6.57

6.55 

6.93

9.55 

9.00 

8.79

8.67

8.59

Dec.

7.34 

7.34 

7.38

7.59 

9.26

8.84 

9.26

9.26

8.84 

9.01

8.84 

8.34 

8.76

8.59

8.51

8.42

NOTE. River frozen over Dec. 6. Rise on Dec. 12 caused by ice jam.

WEST BRANCH OF UNION RIVER NEAR MARIAVILLE, MAINE.

This station was established July 7,1909, at Goodwill's bridge, 1 mile 

from Mariaville post office, on the road from Mariaville to Tilden Corner, and was maintained in cooperation with the State of Maine.

As the conditions for obtaining accurate discharge data proved 

to be unsatisfactory, the station was abandoned August 2 in favor 

of that at Amherst.

Discharge measurements of West Branch of Union River near Mariaville, Maine, in 1909.

Date.

July 7

15

20

-Aug. 2

Hydrographer.

G. M. Brett... ............................................

.....do.....................................................

G. M. Brett. ...............................................

Width.

Feet.

97

27

27.5

25

Area of 

section.

Sq.ft. 

58.6

63.3

63.7

55.2

Gage 

height.

Feet. 

3.50

3.68

3.80

3.30

Discharge.

Sec.-ft. 

67

85

94.8

47.7

Daily gage height in feet and discharge in second-feet of West Branch of Union RVC°T near

Mariaville, Maine, for 1909.

[Alton Frost, observer.]

Day.

1 

2 

3 

4 

5

6 

7 

8 

9 

10

11 

12 

13 

14 

15

July.

Gage 

height.

3.5 

3.4 

3.7 

3.6

3.6 

3.7 

3.7 

3.7 

3.7

Discharge.

66 

57 

86 

76

76 

86 

86 

86 

86

August.

Gage 

height.

3.3

Discharge.

57 

48

Day.

16 

17 

18 

19 

20

21 

22 

23 

24 

25

26 

27 

28 

29 

30 

31

July.

Gage 

height.

3.6 

4.0 

4.0 3.95" 

3.8

3.75 

3.7 

3.7 

3.72 

3.7

3.6 

3.6 

3.6 

3.5 

3.5 

3.5

Discharge.

76 

118 

118 

112 

96

91 

86 

86 

88 

86

76 

76 

76 

66 

66 

66

August.

Gage 

height.

Discharge.

NOTE. The above daily discharges are based on a rating curve which is well denned between discharges 

48 and 96 second-feet.
NORTH ATLANTIC COAST. 55

1TNION RIVER AT ELLSWORTH, MAINE.

A concrete dam about 60 feet high has been recently constructed 

at Ellsworth by the Bar Harbor & Union River Power Co. The power 

station generating electricity for use in the vicinity and at Bangor 

is located on the right bank. The equipment consists of two turbines 

24-inch and 33-inch, two runners on each wheel; an 18-inch single 

runner wheel used for the exciter; two alternating current generators, of 1,000 and 500 kilowatts, connected to the turbines, and two 

direct-current exciters of 75 kilowatts each, connected to the exciter 

wheel, only one of these being run at a time, however. The plant 

is run 24 hours a day, and there is no auxiliary steam power. The 

turbines were rated at the Holyoke testing flume. (See PI. III.)

The crest of the dam is very even. At times fiashboards are used. 

The head of water at this plant ranges from 55 to 60 feet, and the tide 

seems to affect the tail-race readings 0.7 foot. Water can pass this 

gaging station over the dam, through the sluice gates (each 5 feet 

in diameter), at the base of the dam, through the wheels, through a 

6-inch pipe reduced to 4-inch (used for cooling transformers), and 

through the waste weir and wasteway leading from the forebay.

A very complete daily record is kept at this station. The pond 

and tail gages are read four times a day at high tide aftid low tide. 

The gate openings and power readings are made hourly. A note is 

made when flashboards are put in place and of the time and amount 

of sluice-gate openings. The wasteway seldom carries any water.

A number of discharge measurements have been made at the highway bridge a short distance below the dam, and will be used in computing the daily discharge as soon as the records are available. The 

discharge measurements are referred to a reference point used to 

measure the distance to the water surface and noted in the table 

below in place of gage heights. The reference point is a white paint 

spot on the lower part of the downstream guard rail of the bridge, 15.8 

feet from the right-hand iron post.

The drainage area at Ellsworth is 537 square miles.

Discharge measurements of Union River at Ellsworth, Maine, in 1909. 

[G. M. Brett, hydrographer.J

Date.

June 28 

28 

29 

29 

July 1 

10 

17 

17 

19 

Aug. 4«

Width.

Feet. 

102.5 

105.8 

108.5 

111.0 

102.5 

99.5 

104.5 

100 

100 

97.5

Area of 

section.

Sq.ft. . 

333 

364 

616 

657 

315 

220 

363 

252 

225 

169

Discharge.

Sec.-ft. 

1,100 

1,110 

519 

579 

937 

466 

491 

594 

473 

305

Reference point to 

water surface.

Varied 

From 

Feet. 

16.19 

16.15 

14.27 

12.93

17.24 

17.13 

16.84 

17.43 

18.02

To 

Feet. 

16.39 

14.90 

12.93 

13.10

"i7."58" 

14.40 

17.26 

17.25 

17.70

Mean.

Feet. 

16.29 

15.53 

13.60 

13.02 

16.41 

17.41 

15.76 

17.05 

17.34 

17.86

Time of measurement.

3-5 p. m....... 

6-7.40 p. m.... 

7.40-8.30 p.m.. 

2.45-4.15 p. m.. 

10.30-12 a.m... 

7.45-9.15 a. m..

7.30-9 a. ml ....

Time of 

High tide.

6.45 p. m. . 

7.45 p. m. . 

7.45 p. m. .

4.45 p. m. . 

11 a. m... .

12.20 p. m.

Low tide.

12.15 p. m.

3.15 p. m.

5 p. m. 

6.15 a. m.

» Flashboards halfway across dam.
SURFACE WATER SUPPLY, 1909, PART I.

EAST BRANCH OF UNION RIVER NEAR WALTHAM, MAINE.

This station, which is located at Jones's bridge, about 3 miles from 

the Waltham post office on the road to Aurora, was established July 6, 

1909, in connection with the survey of Union River, a work cooperative with the State of Maine, and was maintained in cooperation with 

the State.

An old log-driving dam, half a mile below the station, backs water 

above the bridge when the gates are shut. These were open from the 

date of establishment until November 25, hence conditions of flow 

were constant and the effect of the dam can be disregarded. The 

station was discontinued November 30, 1909.

Discharge measurements are made from the highway bridge and 

by wading. ' The staff gage is driven into the river bottom near the 

right bank 25 feet below the bridge. A fairly good rating curve has 

been developed for low stages.

Discharge measurements of East Branch of Union River near Waltham, Maine, in 1909.

Date.

July 6

20

A -i-ipp O

30a

Oct. 23

Hydrographer.

G. M. Brett. ..............................................

.....do.....................................................

G. M. Brett ...............................................

T. W. Norcross ............................................

Width.

Feet. 

34

34

33

26.5

13.5

13.5

33.5

Area of 

section.

Sq.ft. 

55.5

55.3

 53.3

10-2

10.2

95.2

Gage 

height

Feet. 

4.82

482

487

446

401

6.16

Discharge.

Sec.-ft. 

96.1

89.1

57.8

16.8

16.8

26.9

a- Made by wading just below bridge.

Daily gage height, in feet, and discharge, in second-feet, of East Branch of Union River 

near Waltham,, Maine, for 1909.

[Theron Haslam, observer.]

Day.

1........... ........

2...................

3...................

4...................

5... ............... .

6...................

7...-.......-..-.-..

8...................

9...................

11...................

12...................

13...................

14...................

15..... ..............

16...................

17...................

18...................

19. ..................

20. ..................

July.

Gage 

height.

48 

4.8 

48 

4.8 

48

4.8 

47 

47 

47 

4.6

4.6 

4.85 

5.1 

5.05 

4.9

Discharge.

89 

89 

89 

89 

89

89

7S 

78 

78 

68

68 

94 

123 

117 

100

August.

Gage 

height.

4.5 

445 

44 

4.4 

44

435 

435 

4.3 

43 

43

43 

4.3 

42 

43 

43

43 

43 

46 

455 

445

Discharge.

58 

54 

49 

49 

49

44 

44 

40 

40 

40

40 

40 

32 

40 

40

40 

40 

68 

63 

54

September.

Gage 

height.

4.15 

4.2 

415 

4.1 

41

4.2 

42 

4.1 

41 

4.1

42 

42 

4.2 

42 

415

41 

41 

41 

41 

41

Discharga

28 

32 

28 

24 

24

32 

32 

24 

24 

24

32 

32 

32 

32

28

24 

24 

24 

24 

24

October.

Gage 

height.

11-0 

10.5 

9.5 

8.95 

8.95

8.95 

8.7 

8.15 

8.1

7.85

7.5 

7.25 

7.2 

7.1 

7.05

7.4 

6.8 

6.4 

6.2 

fi.35

Discharge.

1,360 

1,220 

958 

823 

823

823 

765 

642 

631

578

473 

433 

425 

409 

402

457 

364 

304 

274 

297

November.

Gage 

height.

6.3 

6.1 

6.0 

6.5 

7.1

6.9 

6.6 

6.38 

6.35 

6.2

6.0 

5.9 

5.8 

5.75 

5.65

5.4 

5.3 

5.65

5.8 

5. 75

Discharge.

289 

259 

244 

319 

409

379 

334 

301 

296 

274

244

229 

215 

208 

194

161 

148 

194 

215 

208
STOUTS ATLANTIC COAST.

Daily gage height, in feet, and discharge, in second-feet, of East Branch of Union River 

near Waltham, Maine, for 1909 Continued.

Day.

21...................

22. ..................

23...................

24...................

25...................

26...................

27...................

28. ..................

29...................

30. .I................

31...................

July.

Gage 

height.

48 

4.8 

4.75 

4.7 

47

465 

4.6 

46 

4.55 

45 

4.5

Discharge.

89 

89

84 

78 

78

73 

68 

68 

63 

58 

58

August.

Gage 

height.

44 

43 

43 

425 

42

4.2 

42 

42 

42 

42 

425

Discharge.

49 

40 

40 

36 

32

32

32 

32 

32 

32 

36

September.

Gage 

height.

41 

405 

40 

4.0 

415

41

5.7 

8.15 

12.0 

11.7

Discharge.

24 

20 

16 

16

28

24 

201 

642 

1,650 

1,560

1

October.

Gage 

height.

6.1 

6.0 

6.1 

6.15 

6.8

6.78 

6.85 

6.75 

6.85 

6.8 

6.6

Discharge.

259 

.244 

259 

266 

364

361 

372 

356 

372 

364 

334

November.

Gage 

height.

5.2 

5.2 

5.1 

5.1

5.2

9.1 

9.1

Discharge.

135 

135 

123 

123 

135

NOTE. Gage was under water Sept. 29 to Oct. 3. Gage heights estimated from marks made by observer. Gage heights of Nov. 26 and 27 were affected by backwater from pond below.

Daily discharges below gage height 7.5 feet are based upon a fairly well-defined rating curve. Above 

a stage of about 8 feet the daily discharge is liable to considerable error.

Monthly discharge of East Branch of Union River near Waltham, Maine, for 1909. 

[Drainage area, 123 square miles.]

Month.

July 6-31. ...............................

Nov. 1-25 ...............................

Discharge in second-feet.

Maximum.

123

68 

1,650 

1,360 

409

Minimum.

58 

32 

16 

244 

123

Mean.

82.5 

42.5 

158 

517 

231

Per 

square 

mile.

0.671 

.346 

1.28 

4.20 

1.88

Run-off 

(depth in 

inches on 

drainage 

area).

0.65 

.40 

1.43 

484 

1.75

Accuracy.

A. 

A. 

C. 

C. 

A.

WEBBS BROOK AT WALTHAM, MAINE.

Webbs Brook, the only important tributary entering Union River 

from the east, carries the. flowage from Webbs, Scammons, Abraham, 

and Molasses ponds, which represent a drainage of about 4.3 square 

miles, or about 10 per cent of the total drainage area.

This drainage basin is rather low and swampy and is well wooded 

in sections. The slope of the river is very slight. Two dams near 

Waltham are already in place, but neither of these is completely 

developed.

The station, which was maintained in cooperation with the State 

of Maine, was established July 6, 1909, at a ford locally known as 

the " Board Landing," about 1 mile upstream from the highway bridge 

at Waltham. Measurements were made by wading near this place 

and also near the highway bridge. A staff gage was located just 

below the ford.

On November 30, 1909, the station was discontinued on account 

of backwater from the dam used in storing water for log driving.
58 SURFACE WATER SUPPLY, 1909, PART I.

Discharge measurements of Webbs Brook at Waltham, Maine, in 1909.

Date.

20

A tiff 9

Sept 23o

24<J

Hydrographer.

G. M. Brett. ..............................................

G. M. Brett. . .............................................

T W^ Nofcross

Width.

Feet. 

45

19

18

16.5

16.5

21.5

Area of 

section.

Sq.ft. 

63.5

17.6

15.6

12.2

12.2

117

Gage 

height.

Feet. 

4.30

4.25

4.18

4.10

4.10

65.74

Discharge.

Sec.-ft. 

30.5

30.5

24.0

17.6

17.3

114

o Made by wading.

& Gage height unreliable, as gage was flooded out by backwater from dam used for sluicing logs.

NOTE. Measurement July 6 made at " Board Landing;" all other measurements made at the highway 

bridge.

Daily gage height, in feet, and discharge, in second-feet, of Webbs Brook at Waltham,

Maine, for 1909.

[W. R. Jordan, 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.........................................

27.........................................

28.........................................

29

30.........................................

31.........................................

July.

Gage 

height.

4.30 

4.28 

4.28 

4.30

4.25 

4.22 

4.22 

4.20 

4.20

4.20 

4.28 

4.30 

4.28 

4.25 

4.22 

4.22

4.20 

4.20

4.20 

4.20 

4.20 

4.18 

4.20 

4.20

Discharge.

33 

31 

31 

33

28 

26 

26 

24 

24

24 

31 

33 

31

28

26 

26 

25 

24 

24

24 

24 

24 

23 

24 

24

August.

Gage 

height.

4.18 

4.18 

4.20 

4.15 

4.12

4.10 

4.10 

4.05 

4.02 

4.02

4.00 

3.98 

3.95 

3.92 

3.92

3.90 

4.08 

4.08 

4.08

4.05 

4.05 

4.02 

4.05 

4.05

4.00 

3.90 

3.92 

4.00 

4.02 

4.02

Discharge.

23 

23 

24 

20

18

17 

17 

14 

13 

13

12 

11 

10

8.8 

8.8

8.4 

8.0 

16 

16 

16

14 

14 

13 

14 

14

12 

8.0 

8.8 

12 

13 

13

September.

Gage 

height.

4.05 

4.02 

4.00 

4.00 

4.00

4.00 

3.98 

3.98 

3.95 

3.95

4.00 

4.00

4.00 

4.00

4.00 

4.00 

4.00 

4.02 

4.05

4.05 

4.08 

4.10 

4.12 

4.12

Discharge.

14 

13 

12 

12 

12

12 

11 

11 

10 

10

12 

12 

12 

12 

12

12 

12 

12 

13 

14

14 

16

17 

18 

18

NOTE. Gates closed in dam below on Sept. 26. Readings after Sept. 25 are of no value. 

The above daily discharges are based on a rating curve fairly well defined above a discharge of 15 secondfeet.

Monthly discharge of Webbs Brook at Waltham, Maine, for 1909. 

[Drainage area, 50 square miles.]

Month.

July 7-31. ...............................

September 1-25 .........................

Discharge in second-feet.

Maximum.

33 

24 

18

Minimum.

23 

8.0 

10

Mean.

26.8 

14.0 

13.9

Per 

square 

mile.

0.536 

.280 

.278

Run-off 

(depth in 

inches on 

drainage 

area).

0.50 

.32 

.26

Accuracy.

B. 

B. 

B.
ATLANTIC COAST.

GREEN LAKE AT GREEN LAKE, MAINE.

Green Lake is situated in the towns of Dedham and Ellsworth, 

about half its length and half its area being in each town. It lies in a 

general northwest-southeast direction, is nearly 6J miles long, and 

broadens out about three-fourths of a mile at each end into a sort of 

basin about 1^ miles wide. Its elevation is about 156 feet above sea 

level and the top of the dam at the north side of the gates is about 

4 feet higher.

Most of the short inflowing streams drain small ponds. The stream 

entering the northwest end of the lake flows from Goose Pond, which 

has an area of 0.32 square mile, lies at an elevation of 307 feet above 

sea level, or 141 feet above the lake, and is distant from it about 3 

miles. This stream is joined on its way to the lake by several other 

streams, and also receives the high-water overflow of Phillips Lake.

Brooks from Little Rocky Pond and Duck Pond enter on the southern shore, about 1| miles from the western end of the pond and near 

each other. Little Rocky Pond covers an aera of 0.10 square mile and 

is at an elevation of 229 feet above sea level, 73 feet above the lake, 

and about half a mile from it. Duck Pond, about one-eighth mile 

from the lake, lies 170 feet above sea level, or 14 feet above the lake, 

and covers an area of 0.08 square mile.

On the northern shore three streams enter one about a mile from 

the western end; the second, the outlet of Burnt, Rocky, and Mountain ponds, about midway; and the third, the outlet of Muddy Pond, 

at Northeast Cove. Burnt Pond is 230 feet above sea level and is 

0.11 square mile in area; Rocky Pond is 206 feet above sea level and 

0.20 square mile in area. Muddy Pond is practically a marsh.

A station was established near Green Lake railroad station in the 

town of Dedham at the northwest end of the lake on July 1, 1909, to 

determine the height of the lake. The staff gage is fastened to the 

highway bridge near the railroad station. The station is maintained 

in cooperation with the State of Maine.

Daily gage height, in feet, of Green Lake at Green Lake, Maine, for 1909. 

[H. F. Lord, observer.]

Day.

1. .........

2..........

3....---... 

4.......... 

5. ...----. - 

6.......... 

7..........

8. ....... . .

9.......... 

10......--..

11.......... 

12..........

13..........

14.........

15.... ......

July.

5.6

5.5

5.6 

5.6 

5.6

5.6 

5.6

5.5 

5.5 

5.5

5.5 

5.5

5.5

5.5

5.5

Aug.

5.2

5.2

5.15 

5.15 

5.1

5.05 

5.05

5.0 

5.0 

4.9

4.7 

4.6

4.6

4.6

4.5

Sept.

3.2

3.1

3.0 

2.9 

2.8

2.8 

2.7

2.6 

2.5 

2.4

2.3 

2.1

2.1

2.0

2.0

Oct.

3.4

3.5

3.6 

3.7 

3.7

3.7 

3.8

3.8 

3.85 

3.9

3.9 

3.9

3.9

3.95

4.0

Nov.

4.7

4.7

4.8 

4.9 

4.9

5.0 f; n

5.1 

5.1 

5.15

5.2 

5.2

5.2

5.3

5.4

Dec.

7.0

7.1

7.1 

7.2 

7.3

7.4 

7.4

7.5 

7.5 

7.6

7.6

7.7

7.7

7.8

7.8

Day.

16..........

17.. ........

18.......... 

19.......... 

20..........

21 .......... 

22..........

23.......... 

24.......... 

25.......... 

26.......... 

27..........

28..........

29..........

30.......... 

31..........

July.

5.5

5.5

5.5 

5.5 

5.4

5.4 

5.4

5.4 

5.4 

5.4

5.35 

5.35

5.3

5.3

5.25 

5.25

Aug.

4.5

4.5

4.6 

4.5 

4.5

4.5

4.3 

4.2 

4.1

3.9 

3.7

3.6

3.6

3.6 

3.5

Sept.

2.0

1.9

1.8 

1.8 

1.7

1.7 

1.6

1.6 

1.55 

1.5

1.6 

1.9

2.1

2.9

3.3

Oct.

4.1

4.1

4.1 

4.1 

4.1

4.1

4.2 

4.3 

4.3

4.35 

4.4

4.5

4.6

4.7

Nov.

5.4

5 A

5.5 

5.5 

5.6

5.6

5 AC

5.7 

5.75 

5.9

6.4 

6.6

6.7

6.8

6.9

Dec.

7.85

7 Q

7.9

------

NOTE. Lake frozen over Dec. 19.
60 SURFACE WATER SUPPLY, 1909, PART I.

GREEN LAKE STREAM AT LAKEWOOD, MAINE.

This station, which is located at a highway bridge in Lakewood, 

about -one-fourth mile downstream from the dam on Green Lake, 

was established July 2, 1909.

The staff gage is fastened to the right-hand abutment of the 

bridge. Its datum has remained unchanged. A complete rating 

curve has not yet been developed.

The station is maintained in cooperation with the State of Maine.

Discharge measurements of Green Lake Stream at Lakewood, Maine, in 1909.

Date.

July 2

19

Aug. 3

Oct. 22

Hydrographer.

G. M. Brett. ...............................................

.....do.............--.......----......--.---.----------...-

G. M. Brett. ... ............................................

Width.

Feet. 

37

37

31.5

31

32

32

35

Area of 

section.

Sq.ft. 

51.7

50.1

44.5

48.7

53.3

54.2

43.5

Gage 

height.

Feet. 

2.66

2.64

2.67

2.68

2.89

2.89

2.44

Discharge.

Sec.-ft. 

49.5

43.9

48.0

48.1

70.6

74.0

20.5

Daily gage height, in feet, of Green Lake Stream at Lakewood, Maine, for 1909. 

[Martin A. Garland, observer.]

Day,

1. .........

2..........

3..........

5..........

6..........

7. . ........

8..........

9

10..........

11..........

12..........

13..........

14..........

15..........

July.

2.6

2.6

2.65.

2.65

2.65

2.65

2. 0

2. CO

2.60

2.10

2.10

2. CO

2 60

Aug.

2.68

2.68

2.68

2.68

2.68

2.68

3.20

3.18

3.18

2.65

2.65

2.65

Sept.

3.30

3.30

3.30

3.30

3.28

3.28

3.25

3.25

3.20

3.10

3.05

3.00

3.00

Oct.

2.48

2.48

2.48

2.45

2.45

2.45

2.45

2.42

2 42

Nov.

2.35

2.&

2.35

2.35

2.35

2.35

2.35

2.32

2.32

2.30

2.30

2.30

Dec.

2.35

2. 4.0 2 rO

2.45

2.40

2.50

2.60

2.65

2.85

2.90

2.95

2 98

Day.

16..........

17..........

18..........

19.... ......

20..........

21..........

99

23..........

25..........

26..........

27..........

28..........

29..........

30

31..........

July.

2.60

2.65

2.68

2.68

2.68

2.68

2.68

2.68

2.68

2.68

2.68

2.68

2.68

2.68

2.68

2.68

Aug.

2.78

2.78

2.78

2.78

2.78

2.78

3.20

3.70

3.65

3.60

2.65

2.65

2.65

3.30

Sept.

3.00

2.98

2.95

2.92

2.90

2.90

2.88

2.88

2.88

2.88

2.88

2.95

3.20

3.25

Oct.

2.42

2.42

2.40

2.40

2.40

2.40

2.45

2.45

2.45

2.45

2.45

2.42

2.40

2.38

2.35

Nov.

2.30

2.30

2.25

2.20

2.20

2.20

2.20

2.20

2.35

2.30

2.32

Dec.

3.00

3.10

3.10

3.10

3.08

3.05

3.02

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

BRANCH LAKE NEAR ELLSWORTH, MAINE.

Branch Lake lies in the town of Ellsworth, Maine, with its longer 

axis northwest-southeast. It is considered locally as consisting of 

three parts the Mill Pond and the Lower and Upper lakes. The 

Mill Pond is formed by the dam at the lower end of the lake and is 

about 0.7 mile long and one-eighth mile in average width. It is connected with the Lower Lake by a narrow channel known as the 

" Outlet." The Lower Lake is about 2^ miles long and 0.6 mile in 

average width, and is connected with the Upper Lake by a comparatively narrow passage known as the "Narrows." The Upper Lake, 2^ 

miles long, widens out above the Narrows and attains its maximum 

width nearly 2^ miles at its extreme upper end. The total area of
NORTH ATLANTIC COAST. 61

Branch Lake is 4.33 square miles. The total length of all three parts 

along what would be called the natural center line of the lake, which 

extends from the mouth of Dean Brook to the dam at the Mill Pond, 

is 5.9 miles; from the head of McGowan's Cove to the dam the distance 

is 6.9 miles.

The elevation of the lake, as determined by the United States 

Geological Survey, is 236 feet above sea level, and this height was 

assumed as the height of the water surface at the time of the Union 

River survey reconnoissance. On this assumption the top of the 

dam is 240 feet above sea level. In most places the rise of the land 

is gradual and uniform, there being no lowland except at the northwest end around Lincompaw Brook. The 240-contour on the map 

represents a level about 30 feet back from the present lake, and the 

250-foot is not far distant.

The shores are wooded to the water's edge, the growth being from 

15 to 20 years' stand and comprising both hard and soft wood.

No large streams flow into the lake. Great Brook, which enters 

on the east shore of the lower lake, is about 2 miles long. At the 

head of the lake several streams enter, none being over 4 miles long. 

The largest, Lincompaw Brook, is the outlet of Harriman Pond, a 

pond 0.10 square mile in area and lying at an elevation of 536 feet 

above sea level, or 300 feet above Branch Lake. Rocky Pond, which 

has an area of 0.25 square mile and is situated about a mile from the 

lake and 117 feet above it, sends down a stream that enters on the 

south side, near the head of the lake.

In connection with the survey of the Union River basin, which 

was carried on in cooperation with the State of Maine, a station was 

established on the lake June 29, 1909, near the intake to the wheels of 

the Branch Pond Lumber Co.'s mill.

The gage readings indicate the height of the lake. No change 

has been made in the gage datum.

Daily gage height, in feet, of Branch Lake near Ellsworth, Maine, for 1909. 

[II. B. Moor, observer.]

Day.

1....

2....

3....

5....

6....

7....

8....

9....

10....

11....

12....

13....

14....

15....

June. July.

5.85

5.8

5.75

5.7

5.7

5.7

5.65

5.6

5.6

5.6

5.55

5.5

5.48

5.45

Aug.

4.85

4.8

4.75

4.7

4.6

452

4.45

4.42

4.4

4.38

4.28

4.2

415

41

Sept.

3.6

3.6

3.55

3.55

3.6

3.5

3.4

3.35

3.35

3.35

3.3

3.25

3.2

Oct.

5.4

5.45

5.45

5.45

5.45

5.4

5.4

5.4

5.4

5.35

5.3

5.3

Nov.

5.25

5.25

5.25

5.3

5.35

5.4

5.4

5.4

5.4

5.4

5.4

5.4

5.4

5.45

5.45

Dec.

6.55

6.55

6.55

a 55

6.55

6.6

6.6

6.6

ae

6.6

6.6

6.65

Day.

16....

17....

18....

19....

20. ...

21....

22....

23....

24....

25....

26....

27....

28....

29....

30....

31....

June.

6.0

5.9

July.

5.45

5.42

5.4

5.4

5.3

5.28

5.2

5.15

5.1

5.05

5.0

495

49

485

Aug.

4.02

3.9

3.85

3.95

3.85

3.9

3.9

3.9

3.9

3.85

3.85

3.85

3.85

3.85

3.8

3.7

Sept.

3.15

3.0

2.95

3.1

3.1

3.0

3.0

2.95

2.75

2.9

2.9

3.4

475

49

5.25

Oct.

5.3

5.3

5.3

5.25

5.2

5.2

5.15

5.15

5.15

5.2

5.25

5.25

5.3

5.3

5.3

Nov.

5.4

5.45

5.5

5.5

5.45

5.45

5.4

5.4

5.55

6.2

6.35

6.5

6.55

6.55

Dec.

6.7

6.75

6.75

6.75

6.75

6.75

6.7

6.7

6.7

6.7

6.7

6.05

6.6

6.6

6.55

6.55
62 SURFACE WATEE SUPPLY, 1909, PAET I.

BRANCH LAKE STREAM NEAR ELLSWORTH, MAINE.

This station, which is located about 100 feet below the Branch 

Pond Lumber Co.'s mill, was established July 2, 1909, in connection 

with the survey of Union River, made in cooperation with the State 

of Maine. The records indicate the amount of water flowing from 

the pond.

The mill is equipped with a 3-foot and a 6-foot wheel. Ordinarily 

the 3-foot wheel is used 10 hours a day, the 6-foot wheel being used 

at irregular intervals. Water is also provided for the woolen mills 

2J miles below, the waste gates being opened during the night for a 

usual period of 10 hours. Record is made of the wheels and the 

number of hours they are run, of the gage height corresponding to 

the flow through the wheels, and also of the gage heights representing 

the water furnished to the woolen mill. In periods of low water, 

when neither mill is running, the discharge amounts only to the leakage 

through the dam and wheels.

The results are considered good.

No change was made in the datum of the gage through the year.

The daily gage heights are not a correct index of the mean daily 

flow, and hence are not published.

Discharge measurements of Branch Lake Stream near Ellsworih, Maine, in 1909.

Date.

29a

July 26

3a

Sept.22<i

22 a

Hydrographer.

G- M. Brett. ......................................

.....do............................................

.....do............................................

.....do............................................

.....do............................................

F. E. Pressey . ....................................

Width.

Feet. 

25

25

23.5

27

23

22

23

24

24

Area of 

section.

Sq.ft. 

85

85

61.8

102

75.3

57

76.9

67

67

Gage 

height.

Feet.

4.7

4.7

3.78

5.32

4.61

3.81

4.66

4.15

4.15

Discharge.

Sec.-ft. 

135

131

27.2

235

122

27.4

114

56.9

58.1

Gage 

height 

Branch 

Lake.

Feet. 

6.0

6.0

5.8

5.75

4.72

4.7

3.0

3.0

a Three-foot wheel running. & No wheels running. c Both wheels running. 

NOTE. Gagings made 100 feet below Branch Pond Lumber Co.'s mill.

Daily discharge, in second-feet, of Branch Lake Stream near Ellsworth, Maine, for 1909.

Day.

1. .........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

July.

48

48

118

10

10

48

118

48

70

48

42

80

80

80

80

Aug.

32

77

77

79

75

77

57

30

73

104

73

53

28

Sept.

51

51

33

21

48

50

68

47

45

30

6

43

46

72

Oct.

48

45

10

48

45

45

84

45

10

77

79

83t;o

45

Nov.

4Q

4Q

49

CO

52

52

27

52

74

KO

52

10

17

98

Dec.

34

68

68

62

62

62

62

62

62

62

Day.

16..........

17. .........

18..........

19..........

20. .........

21 ..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

July.

80

49

10

85

71

108

98

71

53

40

85

82

82

82

82

60

Aug.

71

99

118

71

120

4

2

23

2

2

2

6

6

25

59

55

Sept.

55

74

68

2

39

39

39

30

77

30

10

55

80

80

57

Oct.

48

24

68

55

52

88

49

42

10

49

49

49

94

49

49

Nov.

52

52

52

98

74

17

52

52

98

52

109

58

20

58

58

Dec.

62

62

62

62

62

62

122

122

62

62

62

100

100

62

62

62

NOTE. Daily discharges computed from gage heights and observer's additional daUy notes of time to 

which gage heights apply. Discharge estimated for July 1.
NOETH ATLANTIC COAST. 63

Monthly discharge of Branch Lake Stream near Ellsworth, Maine, far 1909. 

[Drainage area, 31 square miles.]

Month.

July....................................

September. ..................... ....

October. ................................

Discharge in second-feet.

Maximum.

118 

120 

80 

94 

109 

125

Minimum.

10 

2 

2 

10 

10 

34

Mean.

66.6 

53.0 

47.4 

51.4 

54.6 

69.8

Per 

square 

mile.

2.15 

1.71 

1.53 

1.66 

1.76 

2.25

Run-off 

(depth in 

inches on 

drainage 

area).

2.48 

1.97 

1.71 

1.91 

1.96 

2.59

Accuracy.

B. 

B. 

B. 

B. 

B. 

B.

PENOBSCOT RIVER DRAINAGE BASIN. 1 

DESCRIPTION.

The West or principal branch of Penobscot River rises in the 

mountainous region of Maine near the Canadian boundary and 

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

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, westward it becomes 

more broken and is generally diversified by hills, detached peaks,

i All records of discharge prior to 1910 in this basin will be republished in a Water-Supply Paper entitled 

" Water resources of the Penobscot River basin."
64 SURFACE WATER SUPPLY, 1909, PART I.

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 Co., at and near Millinocket, 

with marked effect upon the regimen of flow. On the East Branch 

Chamberlain and Allagash lakes and a number of others are capable 

of storing much of the flow. .Mattawamkeag and Piscataquis rivers 

all have good storage possibilities, and it is safe to say that eighty or 

ninety billion cubic feet of water could economically be stored in the 

various portions of the Penobscot basin. Storage on the West Branch 

of the river is very efficiently controlled by the Great Northern 

Paper Co., but in all other localities the stored water is used only 

for log driving, and a systematic regulation of stored flow would be 

of great benefit to present and future users of power.
NOETH ATLANTIC COAST. 65

Log driving is an important industry on the Penobscot, and the 

annual drive amounts to over 200,000,000 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.

RIVER AND LAKE SURVEYS IN PENOBSCOT DRAINAGE BASIN.

Surveys 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.

Allagash, 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.

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 C. C. Babb, district engineer, 

United States Geological Survey, State House, Augusta, Maine.

WEST BRANCH OF PENOBSCOT RIVER AT MILLINOCKET, MAINE.

The discharge of Penobscot River at the Millinocket mill of the 

Great Northern Paper Co. 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 4J miles below Quakish Lake. Millinocket Stream 

has only a slight fall, though the main river drops some 112 feet in 

90562° WSP 261 11 5
66 SURFACE WATER SUPPLY, 1909, PART I.

this vicinity, and by utilizing the former for a tailraee 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 14,500,000,000 

cubic feet of storage."

Records are obtained by considering the flow through the wheels, 

the 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 Friez type is installed at 

Quakish Lake dam and flow is computed by the formula Q = cbh%, 

in which c is a variable coefficient obtained (1) from the results of 

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 

$ = 3.33 &A1. 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 30,000,000,000 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 

Co. 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.
NORTH ATLANTIC COAST. 67

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 Co., 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.

Daily discharge, in second-feet, of West Branch of Penobscot River at Millinocket, Maine,

for 1909.

Day.

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.

2,005

1,957

o2,011

1,527

1,920

1,875

1,938

1,955

1,960

ol,910

1,775

1,910

1,867

1,700

1,802

ol, 730

1,412

1,568

1,486

1,020

687

635

0545

4-4-7

576

KOI

o570

Feb.

447

568

563

563

564

569

o545

486

543

537

489

533

510

o540

415

813

987

1,009

1,011

990

o890

1 040

1,360

1,358

1,302

1 400

ol,375

Mar.

1,150

1,453

1,453

1,449

1,420

1,440

ol,440

1,177

1,460

1,298

1,430

1,430

1.460

al,460

1,137

1,380

975

1,466

1,463

1,460

1,167

1,497

1,485

1,460

1,198

1,203

ol,500

892

1,455

Apr.

1,455

1,460

1,458

ol,458

1,130

1,455

1,462

1,840

1,861

1,861

ol,875

1,393

1,860

1,857

2,120

2,270

2,275

o2, 630

1,917

2,660

2,660

2,640

2,600

o2,645

1,920

6 J 380

May.

6,445

o6,400

5,350

3,060

2,700

2,700

2,720

2,730

o3,254

2,970

3,338

3,590

3,740

3,870

5,305

o!3, 430

16,230

18,070

19,075

20,200

21,000

ol6, 775

14,585

12,705

11,095

in AKf)

8,355

07,090

7,045

June.

6,740

6,760

6,780

6,770

6,760

06,730

6,005

5,895

5,890

5,850

5,060

4,355

o3,235

3,465

3,598

3,695

3,506

4,275

6,115

03, 757

3,560

3,830

3,600

3,510

3,440

03,260

2,990

3,400

July.

3,310

3,340

3,925

03,190

2,000

2,235

3,159

3,259

3,049

2,701

03,223

2,600

3,350

3,380

3,140

3,166

3,105

o2,788

3,145

3,000

3,240

3,130

o|4, 050

5,280

4,283

3,500

3,460

3,635

Aug.

03,925

2,720

3,570

3,210

2,875

2,375

2,450

02,120

1,540

2,130

1,920

2,100

2,670

2,315

o2,625

1,735

2,240

2,110

2,180

2,210

2,213

o2,220

1,870

2,065

2,200

2,175

2,150

02,230

1,300

2,195

Sept.

2,270

2,265

2,240

2,320

«2,285

1,756

1,862

2,248

2,270

2,460

2,685

o2,570

1,550

2,455

2,750

2,340

2,305

2,365

o2,480

2,120

2,445

2,260

2,245

2,240

2,245

2,015

2,278

2,265

2,255

Oct.

2,270

2,270

o|2,280

2,120

2,275

2,240

2,218

2,228

2,220

o2,220

2,090

2,220

2,220

2,230

2,275

02,340

2,250

2,275

2,275

2,275

2,255

2,270

02,275

2,395

2,275

2,260

2,275

2,275

2,260

o2,245

Nov.

2,000

2,265

2,280

2,280

2,275

2,270

o2, 275

1,950

2,280

2,275

2,230

2,280

2,220

o2, 270

2,020

2,270

2,265

2,270

2,270

2,270

o2, 270

1,985

2,270

2,200

2,190

2,240

02,245

1,960

2,275

Dec.

2,290

2,295

2,280

2,230

o2,280

2,090

2,260

2,210

2,250

2,275

2,230

o2,090

2,075

2,255

2,255

2,270

2,260

2,265

o2, 275

2,090

2,250

2,245

2,210

2,280

1,740

2,060

2,245

2,215

2,230

2.230

o Sunday.
68 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of West Branch of Penobscot River at Millinocket, Maine, for 1909. 

[Drainage area, 1,880 square miles.]

Month.

May........................ ..................

July........................................

The year .................... ..........

Discharge in second-feet.

Maximum.

2,010 

1,400 

1,500 

6,380 

21,000 

6,780 

5,280 

3,920 

2,750 

2,400 

2,280 

2,300

21,000

Minimum.

447 

415 

892 

1,130 

2,700 

2,990 

2,000 

1,300 

1,550 

2,090 

1,950 

1,570

415

Mean.

1,390 

813 

1,360 

2,440 

9,340 

4.630 

3,310 

2,320 

2,270 

2,250 

2,210 

2,190

2,880

Per 

square 

mile.

0.739 

.432 

.723 

1.30 

4.97 

2.46 

1.76 

1.23 

1.21 

1.20 

1.18 

1.16

1.53

Run-off 

(depth in 

inches on 

drainage 

area).

0.85 

.45 

.83 

1.45 

5.73 

2.74 

2.03 

1.42 

1.35 

1.38 

1.32 

1.34

20.89

PENOBSCOT RIVER AT WEST ENFIELD, MAINE.

This station, which has been maintained to obtain data regarding 

the daily distribution of 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 Co., 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. Discharge measurements are made from the 

bridge. During the winter months the discharge is affected by ice. 

Conditions for obtaining accurate discharge data during the openwater season are good, and a good rating curve has been developed 

for 1909.

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, Maine, in 1909.

Date.

May 25

Sept. 25

25

25

Oct. 1

1

2

2

7

7

9

9

28

23

Hydrographer. 

P. L. Bean... ..................... ........... . . . . . .

i

 University of Maine students, under direction of Prof. H. S.

Boardman.

Width.

Feet.

889

f 699

698

700

890

888

888

888

881

881

874

872

841

842

Area of 

section.

Sq.ft.

9,240

2,750

2,670

2,680

12,000

12,100

10,100

10,200

7,200

7,190

6,420

6,340

4,630

4,610

Gage 

height.

Feet.

10.02

2.45

2.45

2.45

13.07

13.07

11.07

11.07

7.66

7.66

6.73

6.73

4.70

4.70

Discharge.

Sec. -ft.

qq crjn OOy OUU

4,240

4,180

4,270

52,900

52,900

40,500

39,600

21,100

21,700

17,300

17,200

-10,000

10,200
NORTH ATLANTIC COAST. 69

Daily gage height, in feet, of Penobscot River at West Enfield, Maine, for 1909.

[R. J. Hanson, observer.]

Day.

1.. .............

2...............

5.... ...........

6...............

7...............

8...............

g

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

3.60

3.50

3.40

3.50

3.50

4.20

5.10

7.70

7.30

6.60

6.30

6.00

5.80

5.40

5.20

5.10

4.90

4.70

5 on

5.30

4.90

4.90

4.80

4.60

4.50

4.40

4.50

4 60

4.80

Feb.

4.90

4.60

4.50

4.70

5.40

5.10

4.90

4.70

4.70

4 sn

4.90

4.90

4 80

4.80

4.60

4.60

A fift

4.50

4.60

4 80

5.30

5.60

6.60

7.10

7.30

7.80

7.90

7.60

Mar.

7.40

7.30

7.10

7.00

6.80

6.70

6.70

6.60

fi in

6.40

6.10

6.10

5.80

5.60

5.60

5 AC

5.40

K Af\

5.30

5.30

5.40

5.60

5.80

5.70

 6.40

7.00

7.70

9.00

9.40

Apr.

9.55

9.45

9

*>E

9 31

9.70

11.50

11.70

11 90

11.25

10.35

10.80

12.55

13.60

15.20

14.35

14.00

1 A OK

14.30

14.25

14.05

13.75

13.50

12.45

12.00

11.65

11.60

11.40

May.

10.65

10.50

10.45

10.45

10.85

10.85

10.90

11.00

11.20

11.70

12.30

12.40

U QC

11.60

11.50

11.95

12.35

n oi

12.00

11.80

11.45

10.85

10.45

10.15

10.20

9.80

9 10

8.80

8.65

7.70

June.

7.50

7.25

6.90

6.65

6.30

5.70

5.60

S on

6 40

6 15

S on

5.60

5.25

4.65

4 45

4.25

4.35

1 91

6.95

6.65

5.75

5.40

5.30

5.20

4.90

4.75

4.60

4.40

4.35

4.60

July.

4.55

4.65

4.35

4.30

A on

4 40

4 ^ft

4.70

4.15

4.00

3 Qf>

4.10

4.20

3 Q1

3.80

4.20

4.20

4.10

A OK

4.20

4.00

3.95

4.20

4.35

3.90

3.55

3.45

Aug.

3.30

3.25

3.15

3.10

2.80

2.50

2.30

2.20

2.35

2.45

2.55

9 7f>

2.55

2.45

2.40

2.30

2.50

2.70

2.85

2.95

3.05

2.95

3.10

3.20

3.40

3.60

3.40

3.10

2.95

2.85

Sept.

2.80

2.90

311

3.20

3.30

3.30

3.80

3.65

3.50

3.60

3.62

3 7(1

3.70

3.70

3.68

3.68

3.60

3.52

3.38

3.05

2.58

2.50

2.40

2.40

2.40

2.60

6.50

14.35

a!6.60

Oct.

12.86

11.05

10.05

9.20

8.40

8.18

7.62

7.28

6.68

6.10

5.70

5.45

4.78

4.70

4.70

4.65

4.45

4.21

4.20

4.14

4.12

4.28

4.66

4.70

4.64

4.41

4.22

4.12

Nov.

3 OQ

3.98

4.16

5.22

5.78

5.68

5

«K

5.18

5.10

5.09

4.75

4.40

4.38

4.32

4.38

4.40

4.28

4.15

4.02

4.10

4.24

4.38

5.10

8.12

7.85

7.48

6.80

Dec.

6.30

6.00

5.88

5.78

1 74

5.72

5.78

5.62

5

JC

5.74

4.30

4.00

3.60

411

4.42

4.45

4.40

4.48

4.25

4.00

3.85

3.82

3.80

3.72

3.50

3.48

3.65

3.32

4.52

5.00

5.38

a Maximum recorded stage Sept. 30 was 17.8 feet.

NOTE. Ice conditions existed from Jan. 1 to about Apr. 23, also during the last few days of December. 

Gage heights during the ice periods are to water surface in a hole in the ice. Ice thickness January to 

March varied from 0.4 foot to 1.3 feet.

Daily discharge, in second-feet, of Penobscot River at West Enfield, Maine, for 1909.

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..........

27..........

28..........

29..........

30..........

31..........

Jan.

......

Feb. Mar. Apr. '

62,000

57,100

55,000

57, 100

56,700

56,500

55.300

56,500

48,900

46,000

43,900

43,600

42,300

May.

37,800

36,800

36,600

36,600

39,000

39,000

39,200

39,800

41,100

44,200

48,000

48,600

45,700

43,600

43,000

45,700

48,300

45,700

46,000

44,800

42,600

39,000

36,600

34,800

35,000

32, 700

28,700

27, 100

26,300

25, 700

21.500

June.

20,600

19,500

18,000

17,000

15,600

13,400

13,000

14, 100

16,000

15,000

14,100

13,000

11,800

9,880

9,270

8,680

8,980

11,800

18,200

17,000

13,500

12,300

12,000

11,600

10,700

10,200

9,720

9,120

8,980

9,720

July.

9,570

9,880

9,420

9,120

8,980

8,830

8,830

9,120

9,420

10,000

9,270

8,680

8,400

7,980

7,710

8,260

8,540

7,840

7,440

8,540

8,540

8,260

8,680

8,540

7 080

7,840

8,540

8,980

7,710

6,780

6,520

Aug.

6,140

6,020

5,890

5,770

5,650

4,970

4,350

3,970

3,790

4,060

4,260

4,450

4,760

4,450

4,260

4,160

3,970

4,350

4,760

5,080

5,300

5,540

5,300

5,650

5,890

6,390

6,910

6,390

5,650

5,300

5,080

Sept.

4,970

5,190

5,770

5,890

6,140

6,140

7,440

7,040

6,650

6,390

6,910

6,960

7,170

7,170

7,170

7,120

7,120

6,910

6,700

6,340

5,540

4,510

4,350

4,160

4,160

4,160

4,550

16, 400

61,200

76,300

Oct.

51,500

40,200

34,200

29,300

25,000

23,800

21,200

19,600

17,100

14,800

13,400

12,500

11,400

10, 300

10,000

10,000

9,880

9,880

9,270

8,770

8,570

8,540

8,370

8,320

8,770

9,910

10,000

9,840

9,150

8,600

8,320

Nov.

7,950

7,930

8,430

11,700

13,600

13,300

13,200

11,600

11,300

11,300

10,800

10,200

9,360

9,240

9,120

9,060

8,890

9,060

9,120

8,770

8,400

8,040

8,260

8,660

9,060

11,300

23,500

22,200

20,500

17,600

Dec.

15,600

14, 400

14,000

13,600

13,500

13,400

13,600

13,100

12,500

13,500

8,830

7,980

6,910

8,400

9,180

9,270

9,120

9,360

8,680

7,980

7,580

7,490

7,440

7,220

6,650

6,600

7,040

6,190

NOTE. Daily discharges tor open-water periods are based on a well-defined rating curve. The dally 

discharge, Apr. 17 to 23, has been reduced 5 per cent on account of ice.
70 SURFACE WATEE SUPPLY, 1909, PART I.

Monthly discharge of Penobscot River at West Enfield, Maine, for J909. 

[Drainage area, 6,600 square miles.] 

Month.

January. ................................

February

Discharge in second-feet.

Maximum.

March. ................................. J ........

April....................................

May.....................................

July....................................

62,000 

48,600 

20,600 

10,000 

6,910 

76,300 

51,500 

23,500 

15,600

76,300

Minimum.

21,500 

8,680 

6,520 

3,790 

4,160 

8,320 

7,930

3,790

Mean.

4,740 

3,290 

7,290 

37,000 

38,700 

13,100 

8,520 

5,110 

10,600 

15,500 

11, 400 

9,540

13,700

Per 

square 

mile.

0.718 

.498 

1.10 

5.61 

5.86 

1.98 

1.29 

.774 

1.61 

2.35 

1.73 

1.45

2.08

Run-off 

(depth in 

inches on 

drainage 

area).

0.83 

.52 

1.27 

6.26 

6.76 

2.'21 

1.49 

.89 

1.80 

2.71 

1.93 

1.67

28.34

Accuracy.

C. 

C. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

"Includes Chamberlain Lake drainage, 270 square miles.

NOTE. Estimates of discharge, January, February, and March, taken as the sum of the four stations 

above West Enfield, viz: Millinocket, Grindstone, Mattawamkeag, and Foxcroft, plus an inflow below 

these four stations and above West Enfleld. The rate of inflow per square mile was assumed to be about 

equivalent to the average rate above Foxcroft and Mattawamkeag for the period in question. Discharge 

Apr. 1 to 16, estimated 23,300 second-feet; Dec. 29 to 31, estimated 5,500 second-feet.

EAST BRANCH OF PENOBSCOT RIVER AT GRINDSTONE, MAINE.

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 daily distribution of flow of the river, was established 

October 23, 1902, at the Bangor & Aroostook Railroad bridge, half a 

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.

Discharge measurements are made from the railroad bridge. The 

discharge is affected by ice during the winter months, and in the
NOBTH ATLANTIC COAST. 71

log-driving season jams at the station and at Grindstone Falls immediately below are liable to materially vitiate the published results of 

discharge. When the flow is not affected by ice or logs 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, Maine, in 1909.

Date.

Oct. 27

Hydrographer.

T. W. Norcross. ...........................................

Width.

Feet. 

266

260

Area of 

section.

Sq.ft. 

2,380

1,800

Gage 

height.

Feet.

8.72

6.06

Discharge.

Sec.-ft. 

5,530

1,770

« Discharge reduced 20 per ceut by jam of logs on pier.

Daily gage height, in feet, of East Branch of Penobscot River at Grindstone, Maine, for

1909.

[G. H. Goddard, observer.]

Day.

2...... .........

3...............

4...... ..'.......

7...............

9...............

10...............

11...............

12.... ...........

13...............

14. ..............

16...............

17...............

18...............

19...............

20. ..............

21.,.......:.....

22...............

23...............

24. ..............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

4.6

4.6

7.1

6.1

5.8

5.5

5.4

5.3

5.3

5.3

Feb.

5.3

5.3

5.3

5.3

5.2

5.2

5.2

6 Q

6.9

6.8

Mar.

6.6

6.5

6.3

6.1

6.2

6.1

6.1

6.0

5.9

5.9

6.8

7.0

7.4

Apr.

7.1

7.1

8.0

7.8

10.5

10.1

9.3

9.2

9.5

9.8

10.4

9.85

9.75

9.6

9.2

9.0

9.0

8.6

8.2

May.

8.0

7.95

8.25

8.3

8.55

8.9

9.35

9.7

10.2

11.4

11.2

10.7

10. 25

9.75

9.5

9.25

8.95

8.8

8.4

8.15

8.15

8.4

8.3

8.15

7.7

7.6

8.0

8.3

8.2

June.

7 Q

7.9

7.8

7.9

6.1

6.6

7 3

7.75

7.65

7.7

7.35

7.2

7.7

7.7

7.65

7.6

8.0

9.1

7.55

7.1

7.0

7.0

7.1

7.0

6.9

6.8

6.7

6.7

July.

6.6

6.4

6.9

6.8

6.7

6.75

7.0

7.2

7.0

6.7

6.2

5.95

5.9

6.1

6.5

6.7

6.4

5.65

6.2

5.65

5.6

5.55

5.5

5.5

5.3

5.2

5.05

5.0

Aug.

- 4.95

4.9

4.9

4.9

4.8

4.8

4.8

4.8

4.8

4.9

4.9

4.85

4.75

4.7

4.7

4.65

4.6

5.05

5.2

5.1

5.05

5.7

6.0

6.0

6.0

5.9

5.6

Sept.

5.8

5.75

5.6

5.65

6.75

6.3

5.75

5.45

5.4

5.4

5.3

5.15

5.1

5.0

5.0

4.9

4.8

4.8

4.8

4.8

4.75

4.7

4.65

4.65

6.3

9.5

13.4

12.0

Oct.

9.5

8.35

7.65

7.35

7.4

7.55

7.7

7.85

7.85

7.65

7.45

7.3

7.05

6.75

6.5

6.35

6.15

6.05

5.9

5.75

5.7

5.7

5.85

5.9

5.9

6.05

6.1

5.95

5.75

5.65

5.6

Nov.

5.5

5.5

5.55

6.65

6.7

6.15

6.0

5.95

6.0

6.0

5.9

5.9

5.9

5.8

5.75

5.7

5.6

5.5

5.5

5.5

6.0

6.25

7.95

7.8

7.4

7.1

7.7

Dec.

fi Q

6.75

A KK

6.4

6.4

6.35

6.3

6.25

6.1

5

QC

5.«

^ Q

6.15

6.1

6.05

6.0

5.95

5.9

e OK

5.7

5.8

5.8

NOTE. Ice conditions existed Jan. 1 to Apr. 15, and Dec. 18 to 31. Anchor ice prevailed most of the 

time Dec. 1-21. Gage heights Jan. 1 to Apr. 10 and Dec. 27 to 31 are to the top of tee. Ice thickness January to April varied from .9 foot to 2.0 feet. Logs jammed on bridge pier Apr. 28 to 30.
72

Daily dii

SURFACE WATER SUPPLY, 1909, PART I.

, in second-feet, of East Branch of Penobscot River at Grindstone, Maine, 

for 1909.

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...............

27...............

28..............

29...............

30...............

31...............

Jan. Feb.

.......

.......

Mar. Apr.

12,300

11, 100

8,680

8,380

9,280

10,200

10,300

in ftfin

9

KCft

S

oon

May.

5,160

5,040

5,740

5,860

6,500

6,360

7,480

8,830

9 880

11,400

15,100

14,500

12,900

11,500

10,000

9,280

8,530

7,630

7,190

6,110

6,110

5

CAA

5,500

6,110

5,860

<; <sm

4,500

5,160

5,620

June.

4,930

4,930

4,710

4,930

4,500

1,700

2,440

3,680

4,600

4,390

4,500

3,780

3,500

4,500

4,500

4,390

4,280

5,160

8,080

4,180

3,310

3,130

3,130

3,130

2,960

2,780

2,610

2,610

2,610

July.

2,440

2,210

2,130

2,960

2; 780

2,610

2,700

3,130

3,500

3,130

2,610

1,840

1,520

1,460

1,700

2,280

2,610

2,130

1,180

1,840

1,640

1,180

1,130

1,080

1,030

1,030

898

855

775

665

Aug.

630

600

570

570

570

510

510

510

510

510

570

570

540

482

455

455

430

405

665

775

815

700

665

815

1,240

1,580

1,580

1,580

1,460

1,290

1,130

Sept.

1,130

1,340

1,290

1,130

1,180

2,700

1,980

1,520

1,290

985

940

940

855

738

700

630

630

570

510

510

510

510

482

455

430

430

1,980

9,280

21,400

17,000

Oct.

9,280

5,980

4,390

3,780

3,880

4,180

4,500

4,820

4,820

4,390

3,980

3,680

3,220

2,700

2,280

2,060

1,770

1,640

1,460

1,290

1,240

1,240

1,400

1,460

1,460

1,640

1,700

1,520

1,290

1,180

1,130

Nov.

1,030

1,030

1,080

2,520

2,610

2,210

1,770

1,580

1,520

1,580

1,580

1,460

1,460

1,460

1,340

1,290

1,240

1,130

1,030

1,030

1,030

1,030

1,030

1,580

1,910

5,040

4,710

3,880

3,310

4,500

Dec.

2,960

2,700

2,360

2,130

2,130

2,060

1,980

1,910

1,770

1,700

1,520

1,460

1,460

1,770

1,770

1,700

1,640

1,580

1,520

1, 460

1,400

a Jam of logs on pier. Coefficient of 80 per cent used.

NOTE. Daily discharges under free flow conditions are based on a rating curve well defined between 

discharges 360 and 11,000 second-feet. 

Free flow assumed Dec. 1 to 21.

Monthly discharge of East Branch of Penobscot River at Grindstone, Maine, for 1909. 

[Drainage area, 1,100 square miles.]

Month.

April...................................

July....................................

Discharge in second-feet.

Maximum.

12,300 

15,100 

8,080 

3,500 

1,580 

21,400 

9,280 

5,040 

2,960

21,400

Minimum.

4,280 

1,700 

630 

405 

430 

1,130 

1,030

Mean.

660 

440 

770 

5,070 

7,580 

3,910 

1,860 

764 

2,470 

2,880 

1,930 

1,470

2,490

Per 

square 

xnile.

0.600 

.400 

.700 

4.61 

6.89 

3.55 

1.69 

.695 

2.25 

2.62 

1.75 

1.34

2.26

Run-off 

(depth in 

inches on 

drainage 

area.)

0.69 

.42 

.81 

5.14 

7.94 

3.96 

1.95 

.80 

2.51 

3.02 

1.95 

1.54

30.73

Accuracy.

D. 

D. 

D. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

NOTE. Discharge estimated for periods of ice conditions on the basis of the discharge from adjacent 

drainages. 

Mean discharge Apr. 1 to 15, estimated 1,200 second-feet; Dec. 22 to 31, estimated 660 second-feet.

MATTAWAMKEAG RIVER AT MATTAWAMKEAG, MAINE.

Mattawamkeag River rises near the eastern boundary of Maine 

and drains a country that is generally low and swampy, although
NORTH ATLANTIC COAST. 73

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 information concerning the daily distribution of flow of the river, is located at the Maine Central Railroad 

bridge in the village of Mattawamkeag, about one-half mile from the 

mouth of the river.

The datum of the gage has remained the game during the maintenance of the station. Discharge measurements are made from the 

railroad bridge. The discharge is affected by ice during the winter 

and also occasionally affected by log jams for short periods hi 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.

The following discharge measurement was made by F. E. Pressey:

April 30, 1909; width, 403 feet; area, 2,640 square feet; gage height, 9.80 feet; 

discharge, 12,400 second-feet.

Daily gage height, in feet, of Mattawamkeag River at Mattawamkeag, Maine, for 1909.

[W. T. Mincher, observer.]

Day.

1...............

2...............

3...............

4...............

5. ..............

6...............

T. ..............

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.

4.2

7.0

6.3

6.2

Feb.

6.9

7.1

7.2

8.9

Mar.

9.1

7.8

7.4

8.4

Apr.

11.3

9.65

9.05

8.9

9.4

11.2

12.3

12.65

12.7

12.75

12.8

12.8

12.6

12.5

12.25

11.9

11.5

11.05

10.65

10.25

9.8

May.

9.45

9.35

9.1

9.1

9.35

9.5

9.6

9.45

9.45

9.7

9.8

9.95

10.2

10.2

10.2

10.2

10.15

9.85

9.75

9.45

9.2

8.6

8.2

7.95

7.8

7.55

7.0

6.65

6.45

6.3

6.3

June.

6.15

5.85

5.8

5.7

5.6

5.55

5.5

5.5

5.5

K E

5.5

5.5

4.85

455

4.5

4.5

4.4

4.5

4.65

5.05

4.8

4.7

4.6

4.55

4.4

4.3

4. 15

4.0

3.95

4.25

July.

4.6

4.6

4.6

4.5

44

43

4.3

445

47

485

5.0

5.1

4.9

49

49

4.9

49

5.0

5.0

5.1

5.2

5.3

5.3

5.0

4.9

48

4.7

455

4.4

Aug.

4.3

415

4.0

40

40

3.9

3.8

3.8

3.8

3.65

3.5

3.5

3.6

3.55

3.5

3.4

3.4

3.55

3.75

3.8

3.9

3.9

3.9

3.9

4.0

4.1

4.0

4.0

3.95

3.8

Sept.

3.8

3.8

3.75

3.6

3.65

3.8

3.8

41

42

435

41

42

43

4.45

47

49

4.9

49

4.65

45

43

42

42

4.1

4.0

4.0

4.55

6.35

9.0

10.15

Oct.

9.9

10.0

9.85

9.4

9.05

8.6

a 05

7.4

6.95

6.55

6.1

6.0

5.85

5.65

5.5

5.4

5.4

5.4

5.3

5.3

5.2

5.1

5.1

5.1

5.1

5.2

5.3

K q

5.2

5.1

K A

Nov.

485

5.1

5.45

5.75

6.05

6.4

6.5

6.45

6.2

6.3

6.1

5.7

5.45

5.55

5.8

5.7

5.7

5.7

5.7

5.6

5.5

5.4

5.3

5.8

6.8

7.9

8.25

7.95

7.55

Dec.

7.3

7.05

6.75

6.7

6.8

7.0

6.9

6.85

6.45

6.15

5.85

5.7

5.6

5.6

5.5

5.5

5.6

5.6

5.6

5.6

5.6

5.7

5.7

5.8

5.8

5.9

5.8

NOTE. Ice conditions existed Jan. 1 to Apr. 11 and about Dec. 17 to 31. Gage heights are to water 

surface during periods of ice cover except Mar. 28 and Apr. 4, which are to top of ice. Ice thickness January 

to March varied from about 1.1 feet to 1.9 feet. Anchor ice was running Dec. 1 and 12. Logs cleared the 

bridge June 13.
74 SURFACE WATER SUPPLY, 1900, PART I.

Daily discharge, in second-feet, of Mattawamkeag River at Mattawamkeag, Maine, for 1909.

Day.

1.... ............

3.........--..--.

4................

5..... ........ ...

6................

7................

8................

g

10. ...............

12................

13................

14................

15................

16................

17................

18. ...............

19

20. ...............

21................

22...............

23................

24................

25. ...............

26................

27........... . .

28................

29................

30................

31......... ...

Jan. Feb. Mar.

......

Apr.

9,880 

9,4SO 

10,800 

16,200

19,500 

20,600 

20,800 

20,900 

21,100

21,100 

20,400 

20,100 

19,*00 

18,300

17,100 

15,700 

14,500 

13,300 

11,900

May.

11,000 

10,700 

10,000 

10,000 

10,700

11,100 

11,400 

11,000 

11,000 

11,700

11,900 

12,400 

13,100 

13,100 

13,100

13,100 

13,000 

12,100 

11,800 

11,000

10,300 

8,730 

7,750 

7,160 

6,810

6,250 

5,080 

4,380 

4,000 

3,710 

3,710

June.

3,430 

2,900 

2,820 

2,660 

2,500

2,430 

2,360 

2,360 

2,360 

2,360

2,360 

2,360 

1,500 

1,160 

1,100

1,100 

1,100 

1,100 

1,260 

1,760

1,440 

1,320 

1,210 

1,160 

1,000

906

777 

660 

625 

862

July.

1,210 

1,210 

1,210 

1,100 

1,000

906 

906 

1,050 

1,320 

1,500

1,690 

1,820 

1,690 

1,560 

1,560

1,560 

1,560 

1,560 

1,690 

1,690

1,820 

1,950 

2,080 

2,080 

1,880

1,690 

1,560 

1,440 

1,320 

1,160 

1,000

Aug.

906 

777 

660 

660 

660

590 

525 

525 

525 

445

375 

375 

420 

398 

375

334 

334 

398 

498 

525

590 

590 

590 

590 

660

736 

660 

660 

625 

525 

470

Sept.

525 

525 

498 

420 

445

525 

525 

736 

818 

953

736 

818 

906 

1,050 

1,320

1,560 

1,660 

1,560 

1,260 

1,100

906 

818 

818 

736 

660

660 

1,160 

3,800 

9,750 

13,000

Oct.

12,200 

12,500 

12,100 

10,800 

9,880

8,730 

7,390 

5,920 

4,980 

4,180

3,340 

3,160 

2,900 

2,580 

2,360

2,220 

2,220 

2,220 

2,080 

2,080

1,950 

1,820 

1,820 

1,820 

1,820

1,950 

2,080 

2,080 

1,950 

1,820 

1,690

Nov.

1,500 

1,820 

2,290 

2,740 

3,250

3,900 

4,090 

4,000 

3,520 

3,710

3,340 

2,660 

2,290 

2,430 

2,820

2,660 

2,660 

2,660 

2,660 

2,500

2,360 

2,220 

2,080 

2,290 

2,820

4,680 

7,040 

7,870 

7,160 

6,250

Dee.

5,700 

5,180 

4,580 

4,480 

4,680

5,080 

4,880 

4,780 

4,000 

3,4,50

2,900 

2,660 

2,500 

2,500 

2,360

2,360

NOTE. Daily discharges for periods of free-flow conditions are based on a well-defined rating curve. 

Discharge probably affected by logging for some days previous to June 13.

Monthly discharge of Mattawamkeag River at Mattawamkeag, Maine, for 1909. 

[ Drainage area, 1,500 square miles.]

Month.

February. ..................... ...

March ................ .

April...................... ... ..

May. .............................. ...

June ............... ... .

July....................................

August. ...........................

September. ........ .......

October. ................... ...

December. ................. .

Discharge, in second-feet.

Maximum.

21,100 

13,100 

3,430 

2,080 

906 

13,000 

12,500 

7,870 

5,700

21,100

Minimum.

3,710 

625 

906 

334 

420 

1,690 

1,500

Mean.

928 

888 

1,910 

12,400 

9,710 

1,690 

1,480 

548 

1,670 

4,340 

3,410 

2,810

3,490

Per 

square 

mile.

0.619 

.592 

1.27

a 27

6.47 

1.13 

.987 

.365 

1.11 

2.89 

2.27 

1.87

2.33

Run-off 

(depth in 

inches on 

drainage 

area).

0.71 

.62 

1.46 

9.23 

7.46 

1.26 

1. 14 

.42 

1.24 

3.33 

2.53 

2. 16

31. 56

Aceu. 

racy.

D. 

D. 

D. 

C. 

A. 

B. 

A. 

A. 

A. 

A. 

A. 

B.

NOTE. Discharge during the frozen periods based on climatological data.

Discharge Apr. 1 to 11, estimated, 4,730 second-feet; Dee. 17 to 31, estimated, 1,670 second-feet.

PISCATAQTTIS BIVEB NEAR FOXCBOFT, MAINE.

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 val-
NORTH ATLANTIC COAST.

leys 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 information regarding the daily distribution of flow of the 

upper Piscataquis, is located at Low's bridge, about halfway 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. Discharge measurements are made from the bridge. 

During the whiter the discharge is affected by ice. Conditions for 

obtaining accurate discharge data are good and a good rating curve 

has been developed for medium stages. At high and low stages the 

curve is not yet accurately denned.

The following discharge measurement was made by T. W. Norcross:

October 28, 1909; width, 112 feet; area, 244 square feet; gage height, 3.14 feet; discharge, 499 second-feet.

Daily gage height, in feet, of Piscataquis River near Foxcroft, Maine, for 1909. 

[A. F. Harlow, observer.]

Day.

1...............

2...............

3...............

4...............

5... '............

0. ..............

7...............

8...............

9. ..............

10. ..............

12...............

13...............

14................

15...............

16. ..............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24. ..............

25. ..............

26. ..............

27. ..............

28. ..............

29...............

30. ..............

31...............

Jan.

2.2

2.2

2.2

2.25

2.25

3.4

5.25

4.25

4.25

3.9

3.75

3.25

3.25

3.25

3.25

3.25

3.15

3.75

3.75

3.2

3.0

3.0

9 Q<;

2.0

2.95

2.95

3.2

3.25

3.25

3.25

9 7^

Feb.

3.5

3.25

3.2

3.2

3.2

3.35

3.25

3.25

3.25

3.25

2.95

2.95

3.1

2.95

2.95

2.95

3.2

3.3

3.3

3.5

3.5

5.3

5.5

5.65

5.8

5.75

5.7

5.6

Mar.

5.0

4 95

4.7

4.7

4.7

4.7

4.5

4.5

4.4

4.4

4.4

4.25

4.25

4.25

4.25

4.0

4.0

4.1

4.1

4.1

3.8

4.05

4.05

4.05

4.05

4.15

4.75

4.8

4.8

4.85

4.6

Apr.

4.2

A nr

4.0

3.75

3.8

4.25

5.1

5.9

6.05

4.7

4.4

4.4

4.55

6.65

9.65

Q 9

7.5

6.45

6.35

7.15

7.0

6.5

6.4

6.0

5.6

5.6

5.6

5.6

5.45

4.95

May.

4.45

4

0

4.75

5.55

5.6

5.45

5.45

5

AK

5.3

5.45

5 45

6.25

6.4

6.0

5.7

5.6

5.1

4.8

4.8

3.85

3.25

3

n

2.95

2.95

2.95

2.95

2.95

2.95

2.7

2 7

June.

3.15

3 n

2 85

2.85

2.85

2.5

2.7

2.7

2.65

2.55

2.5

2.5

2.2

2.1

2.1

2.05

2.05

2.95

3.35

3.7

2.8

2.8 9 c;

2.3

2.3

2.3

2.0

2.2

2.15

2.15

July.

2.15

2

1 K

2.15

2.7

2.7

2.55

2.4

2.3

2.2

2.2

2.2

2.2

1.95

1.95

1.95

1.95

1.9

1.95

2.3

2.3

2.3

2.3

2.3

2.0

1.95

1.95

1.95

1.95

1.95

1.95

Aug.

1.55

i rr

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.2

1.7

2.05

2.25

2.15

2.2

2.2

1.8 ,

2.1

2.1

2.15

2.15

2.15

2.15

1.8

2.15

2.15

Sept.

2.25

2 OK

2.25

2.25

2.5

2.45

2.3

2.3

2.25

2.25

2.25

1.8

2.1 .

2.0

1.95

1.95

1.95

2.0

1.8

1.95

2.0

2.0

2.0

2.0

1.9

1.7

2.3

4.7

12. 75

6.1

Oct.

4.65

4.25

3.95

3.75

3.75

3.6

2.7

2.7

2.5

2.45

2.45

2.45

2.9

3.7

3.7

3.7

2.95

2.95

3.05

3.1

3.1

3.2

3.2

2 9

3.05

3.1

3.1

3.15

3.05

2.85

2.65

Nov.

2.65

2.65

2.65

3.5

3.5

3.1

2 9

3.0 

2.95

2.95

2. 95 

2.65

2.65

2.5

2.65

2.65

2.7

2.7

2.7

2.7

2.6

2.8

2.65

2.65

2.65

4.1

3.9

3.7

3.7

3.55

Dec.

3.55

3.45

3.35

3.2

3.2

3.2

3.3

3.3

3.3

3.8

4.0

3.35

3.0

2.9

3.' 05

3.05

2 9

2.9

2.9

2.85

2.8

2.8

2.8

2.8

2.55

2.5

2.65

2.65

2.65

3.0

3.0

NOTE. No tee conditions reported for 1909. On the basis of the run-off from adjacent drainages and 

climatalogical data, ice conditions probably prevailed from about Jan. 9 to the first week in April and 

about Dec 18 to 31.
76 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Piscataquis River near Foxcroft, Maine, for 1909.

Day.

1... ............

4.... ...........

6...............

7...............

9...............

10. ..............

11...............

12. ..............

13...............

14...............

15...............

16...............

17...............

18. ......... .....

19...............

20.. .............

21...............

22...............

23...............

24...............

25. ..............

26. ..............

27..... ..........

28. ..............

30...............

31...............

Jan.

100

100

100 111

709

2,710

1,460

Feb.

.......

Mar.

.......

Apr.

1,400

1 260

980

1,020

1,460

2,490

3,790

4 060

1,620

1,620

1,780

5,180

11,200

6,820

4,800

4,610

6,130

4,890

4,700

3,970

3,260

3,260

3,260

3,020

May.

1,670

1,510

2,020

3,180

3,020

3,020

3,020

2,780

3,020

3,020

4 430

4,700

3,970

3,440

3,260

2,490

2,080

2,080

1,070

604

437

405

405

405

405

405

267

267

June.

536

437

345

345

345

180

267

267

243

199

180

100

81

81

72

72

405

674

938

318

318

180

123

123

123

64

100

90

90

July.

90

on

90

267

267

199

148

123

100

100

40

100

100

58

58

58

58

51

58

123

123

123

123

64

58

58

58

58

58

58

Aug.

22

22

22

22

22

22

22

22

22

22

22

22

22

22

9

31

72

111

90

100

100

40

81

81

90

90

90

90

40

90

90

Sept.

Ill

111

111

111

180

163

123

123

111

111

111

40

81

64

58

58

58

64

40

58

64

64

64

64

51

31

123

1,960

18, 100

4,150

Oct.

1,900

1,460

1,160

980

980

858

267

267

180

163

163

163

374

938

938

938

405

405

470

502

502

569

569

374

470

502

502

536

470

345

243

Nov.

243

243

243

782

782

502

374

437

405

405

405

243

243

180

243

243

267

267

267

267

220

318

243

243

243

1,300

1,110

938

938

820

Dec.

820

746

674

569

569

569

638

638

638

1,020

1,210

674

437

374

470

470

374

.v.

 v

 <i'

,-,, * 

NOTE. The above daily discharges are based on a rating curve well defined between discharges 20 and 

3,970 second-feet. The discharge for the first few days of April may have been affected by ice.

Monthly discharge of Piscataquis River near Foxcroft, Maine, for 1909. 

[Drainage area, 286 square miles.]

Month.

April....................................

July.....................................

October. ...........................

December. ..............................

The year. ........................

Discharge in second-feet.

Maximum.

2,710

11,200 

4,700 

938 

267 

111 

18,100 

1,900 

1,300 

1,210

18,100

Minimum.

980 

267 

64 

40 

9 

31 

163 

180

9

Mean.

296 

150 

500 

3,710 

2,020 

249 

99.4 

51.7 

885 

600 

447 

449

788

Per 

square, 

mile.

1.03 

.524 

1.75 

13.0 

7.06 

.871 

.348 

.181 

3.09 

2.10 

1.56 

1.57

2.76

Run-off 

(depth in 

inches on 

drainage 

area).

1.19 

.55 

2.02 

14.50 

8.14 

.97 

.40 

.21 

3.45 

2.42 

1.74 

1.81

37.40

Accuracy.

D. 

D. 

D.. 

B.

A. 

A. 

B. 

B.

A. 

A. 

A. 

B.

NOTE. Discharge for winter months is based on the discharge from adjacent drainages and cllmatological data. Discharge Jan. 9. to 31, estimated 164 second-feet; Dec. 18 to 31 estimated 217 second-feet.

KENDTJSKEAG STREAM NEAR BANGOR, MAINE.

This station, which was established September 15, 1908, to determine the daily distribution of flow of Kenduskeag Stream, is located 

at the wooden highway bridge about 6 miles northwest of the Bangor
NOETH ATLANTIC COAST. 77

post office, and is just below Sixmile Falls, which affords the best 

unutilized power site of the lower stretch of the river.

The discharge at this point does not always represent the actual 

discharge from the original or natural drainage basin of Kenduskeag 

Stream. A number of years ago an artificial cut for use in log driving 

was made through a low divide between Souadabscook Stream and 

Black Stream, the latter a tributary of the Kenduskeag, entering it 

about 7 miles above the gaging station. During high stages in the 

Souadabscook a portion of its waters finds its way through the cut 

into Kenduskeag; at low stages in the Souadabscook all of the flow 

continues down its own channel. It is believed that all of the flow 

of Black Stream is into the Kenduskeag and none into the Souadabscook. The drainage area of Kenduskeag Stream above the mouth 

of Black Stream is 136 square miles; at the gaging station, including 

all of Black Stream but none of Souadabscook, it is 191 square miles; 

at the mouth, under the same conditions, it is 214 square miles. The 

drainage area of Black Stream itself is 40 square miles. The monthly 

discharge data show the conditions actually existing at the station. 

The estimates of discharge per square mile and depth in inches on 

the drainage area are not absolutely accurate, on account of the conditions outlined above. There is no way of determining the actual 

area of the Souadabscook that contributes to the Kenduskeag discharge.

Gage heights are furnished by Fred Cort, of Bangor. The datum 

of the chain gage attached to the highway bridge has remained the 

same during the maintenance of the station. Discharge measurements are made from the highway bridge. During the winter 

months the discharge is somewhat affected by ice. Conditions for 

obtaining accurate discharge data are good and a good rating curve 

has been developed for low and medium stages. More measurements 

are needed for high stages.

Discharge measurements of Kenduskeag Stream near Bangor, Maine, in 1908-9.

Date.

1908. 

Apr. 25 

25a

15

24

1909. 

Apr. 21

May 24

Hydrographer.

F. E. .Pressey . .............................................

.....do.....................................................

.....do.....................................................

.....do......................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

100 

105

82

37

64

42

97

87

100

93

47

Area of 

section.

Sq.ft. 

297 

274

56.3

52.4

44.1

25.1

150

52.9

448

142

34.5

Gage 

height.

Feet. 

4.13 

(«)

(«)

1.71

1.52

1.31

2.98

d2.08

5.42

2.40

1.45

Discharge.

Sec.-ft. 

656 

770

28.6

29.8

21.3

7.2

94.9

40.1

1,420

148

13.5

a Gaging made from upstream side of highway bridge at East Bangor. 

6 Distance to water surface from 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. 

<* Gage height to top of ice, 2.14 feet; average thickness of ice, 0.58 foot.
78 SURFACE WATEE SUPPLY, 1909, PART I.

Daily gage height, in feet, of Kenduslceag Stream near Bangor, Maine, for 1909.

[Fred Cort, observer.]

Day.

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..............

Jan.

2.2

2

0

2.2

2.45

6.65

..6.6

6.05

5.0

4.8

4.6

4 45

4.4

44

a 4. 4

o3.6

3.6

Feb.

3.7

4.2

6.0

6.0

Mar.

5.5

5.3

'

6.6

6 4

6.0

6.45

6.8

6.85

7.0

7.75

8.4

8 9

Apr.

8.3

8.3

6.9

6.4

6.85

7.35

8.1

8.1

7.4

7.7

8 C

9.65

10.0

9

0

7.75

6.8

6.55

5.9

5.4

5.8

5

0

4 9

A K

4.2

4.5

May.

A Q

4.95

5.2

K 0

5 ()

4.8

4

KK

4.25

4.2

4.25

4.65

4.8

4 6

4.3

3.9

3.45

3.2

3.15

3.15

3

0

3 OK

3

nc

3.0

2 6

2.6

2.55

2 Q

2.65

2.9

2.75

9 fi

June.

2.6

2.4

2.4

2.3

2.35

2.2

2.2

2.1

2.0

1.9

1 9

1.9

1.8

1 OK

1.9

1.8

2.05

2.25

2.35

2.5

2.6

2.55

2.4

2.3

2.2

2.1

2.0

2.0

1.9

1.9

July.

1.9

1.9

1.9

1 9

1.8

1.8

1.8

1.8

1.8

1.9

1.8

1.8

1.8

1 7K.

1.7

1.7

1.8

1.9

2.4

2.5

9 <\

2.35

2.25

2.05

1.9

1.85

1.75

1.75

1.75

1.75

1.65

Aug.

1.65

1.55

1.55

1 ^K.

1 ^K.

1.55

1 55

1.55

1.55

1.55

1.55

1 ^K.

1.55

1.55

1.55

1.65

1.65

1.75

1.75

1.75

1.75

1.65

1.65

1.55

1.55

1.45

1.45

1.45

1.45

1.35

Sept.

1.35

1.35

1.35

1.35

1 45

1.55

1.65

1.65

1.65

1.65

1.65

1.65

1.55

1.55

1.45

1.45

1.45

1.45

1.55

1.55

1.5

1.5

1.5

1.5

1.5

1.7

3.1

5.15

7.8

9.2

Oct.

8.2 .

5.8

4.65

4.1

3.75

3.55

3.3

3.05

2.75

2.55

2.5

2.6

2.6

2.5

2.4

2.35

2.65

2.55

2.4

2.25

2.15

2.25

2.35

2.6

2.7

3.15

3.45

3.5

3.7

3.55

3.15

Nov.

2.85

2.7

3.85

4.7

4.5

4.1

3.65

3.3

3.2

3.2

3.35

3.25

3.05

3 ()

3.0

2.9

2.95

3.3

3.3

3.2

3.05

2.85

3.0

3.0

3.35

4.8

5.6

5.3

4.9

4.55

Dec.

4.2

4.05

4.0

3.95

3.75

3.7

3.8

3.9

3.4

2.95

3.05

3.3

3.45

3.4

3.3

3.75

3.8

3.7

3.7

3.8

3.7

3.45

2.9

3.0

3.0

2.75

2.75

2.75

2.65

2.55

2.5

a Gage height to top of ice.

NOTE. Ice conditions existed from Jan. 15 to Apr. 2. Gage heights Mar. 21 to Apr. 2 were probably 

affected by backwater from ice jams below. Ice conditions during the latter part of December probably 

slight.

Daily discharge, in second-feet, of Kenduskeag Stream near Bangor, Maine, for 1908-9.

Day.

1908.0 

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..............

Jan. Feb. Mar. Apr. May. June. July. Aug.

*

Sept.

........

7

7

7

7

7

7

7

7

7

7

Oct.

7

18

22

22

15

12

12

12

18

18

30

18

12

12

12

18

18

25

22

18

18

25

25

25

25

Nov.

167

190

202

190

167

145

124

105

72

72

72

72

58

58

58

145

265

265

202

134

80

65

88

105

105

Dec.

105

105

88

105

105

124

145

145

120

100

95

90

90

90

90

80

80

80

80

60

60

60

40

40

60

«The 1908 daily discharges for periods of free flow conditions are based upon a well-defined rating curve. 

Discharge for the period of ice conditions Dec. 9 to 26,1908, estimated on basis of two measurements made 

during that period.
NORTH ATLANTIC COAST. 79

Daily discharge, in second-feet, of Kenduskeag Stream near Bangor, Maine, 

for 1908-9 Continued.

Day.

1908. 

26..............

27..............

28..............

29..............

30. .............

31..............

1909.a 

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.

105

105

105

105

105

156

2,380

2,330

1,860

1,120

1,000

895

821

797

.

Feb. Mar. Apr.

2,600

2,160

2,070

2,560

3,020

3,760

3,760

3,070

2,160

2,070

3,360

4,280

5,420

5,800

5,040

3,420

2,510

2,280

1,740

1,370

1,660

1 660

1,060

895

845

707

845

945

May.

1,000

1 080

1,240

1 240

1,120

1,000

870

729

707

729

1,000

895

7*11

426

349

334

334 *J7Q

364

306

292

inn

1 on

178

265

202

265

226

190

June.

190

145

145

124

134

105

105

88

72

58

58

58

45

52

58

45

80

114

134

167

190

178

145

124

105

88

72

72

58

58

July.

58

58

58

58

45

45

45

45

45

58

45

45

45

40

34

34

45

58

145

167

167

134

114

80

58

52

40

40

40

40

30

Aug.

30

22

22

22

22

22

22

22

22

22

22

22

22

22

22

22

30

30

40

40

40

40

30

30

22

22

15

15

15

15

9.5

Sept.

7

7

7

7

7

9.5 Q <;

9.5

9

K

15

22

30

30

30

30

on

30

22

22

15

15

15

15

22

22

18

18

18

18

18

34

320

1,210

3,460

4,920

Oct.

25

52

96

105

105

167

3,860

1 660

920

665

529

459

379

306

226

178

167

190

190

167

145

134

202

178

145

114

. 96

114

134

190

214

334

426

442

511

459

334

Nov.

145

145

145

145

134

252

214

566

945

845

665

494

379

349

349

394

364

306

292

292

265

278

379

379

349

306

252

292

292

394

1,000

1,510

1,300

1,060

870

Dec.

114

88

88

88

88

105

707

644

624

604

529

511

547

585

410

278

306

379

426

410

379

529

547

511

511

547

511

426

265

292

292

226

226

226

' 202

178

167

a The 1909 daily discharges forconditionsof free flow are based on a well-defined rating curve below 1,500 

second-feet.

Monthly discharge of Kenduskeag Stream near Bangor, Maine, for 1908-9. 

[Drainage area, 191 square miles.o]

Month.

1908.

October

1909.

July....................................

December

The vear. .........................

Discharge in second-feet.

Maximum.

7 

167 

265 

145

2

qon

5,800 

1,240 

190 

167 

40 

4,920 

3,860 

1,510 

707

5.800

Minimum.

7.0 

7 

58

707 

178 

45 

30 

9.5 

9.5 

96 

214 

167

9.5

Mean.

7.0 

32.5 

131 

90.6

538 

272 

984 

2,500 

592 

102 

63.5 

24.3 

348 

454 

521 

419

568

Per 

square 

mile.

0.037 

.170 

.686 

.474

2.82 

1.42 

5.15 

13.10 

3.10 

.534 

.333 

.127 

1.82 

2.38 

2.73 

2.19

2.97

Run-off 

(depth in 

inches on 

drainage 

area).

0.02 

.20

.77 

.55

3.25 

1.48 

5.94 

14.62 

3.57 

.60 

.38 

.15 

2.03 

2.74 

3.05 

2.52

40.33

Accuracy.

A. 

A. 

A. 

B.

C. 

D. 

D. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

« Does not include any of the Souadabscook drainage area.

NOTE. Discharge estimated for periods of ice conditions in December, 1908, and January to April, 1909, 

Discharge Jan. 15 to 31,1909, estimated 282 second-feet. Discharge Apr. 1 to 2, estimated, 2,000 second-feet.
80 SURFACE WATER SUPPLY, 1909, PART I.

KENNEBEC RIVER DRAINAGE BASIN.

DESCRIPTION. 1

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, 

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 

The Forks............

Drainage 

area 

(square 

miles).

876

395

670

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 tidewater 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

i 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.
NORTH ATLANTIC COAST. 81

sedimentary, including sandstones, conglomerates, shales, slates, and 

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 Hallo well 

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 forest 

covered, 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 ranges 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 Co. 

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. 

90562° WSP 261 11 6
82 SURFACE WATER SUPPLY, 1909, PART I.

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 40,000,000,000 

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 has always been an important river for log driving, the annual drive at present amounting to about 150,000,000 

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 Co. 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.

RIVER AND LAKE 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 tidewater 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.
NORTH ATLANTIC COAST. 83

The results of these surveys have been published on sheets, and 

may be had on application to C. C. Babb, district engineer, United 

States Geological Survey, State House, Augusta, Maine.

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 Co. This record, supplemented by gage readings 

at Greenville for a portion of the time, has been furnished for publication by the company.

Two gage datums have been used at the East Outlet: The first is 

at elevation 1,011.30 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 heights recorded occurred as follows: September

28. 1895, gage height 0.1 foot; between December 4, 1903, and April

29. 1904, no gage readings were obtained, the water being below the 

bottom of the gage; February 12 and 15, 1909, gage height 0.1 foot. 

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

December 11, 1909. ........................'.......... .April 20, 1910

Daily gage height, in feet, of Moosehead Lake at East Outlet, Maine, for 1909. 

[C. E. Wilson, observer.]

Day.

1... ............

5. ..............

6...--..--......

9

10. ..............

11...............

12. ..............

1Q

14...............

15...............

16...............

17. ..............

18. ..............

19

20. ....,,.....,..

Jan.

0 4

.45

.45

.45

.45

.4

.35

Feb.

0.5

.4

.4

.2

.15

.1

.1

.2

.35

Mar.

0.5

.5

.5

.65

.9

.9

.8

.8

.85

Apr.

0.95

1.0

1.05

1.15

1.3

1.4

1.8

2.45

May.

5.7

6.0

6.3

6.4

6.6

7.4

7.5

June.

7.6

7.4

7.35

7.25

7.1

7.05

7.05

July.

6.55

6.55

6.55

6.45

6.25

6.2

6.1

6.0

Aug.

5.25

4.95

4.75

4.75

4.65

4.55

4.3

4.25

4.1

Sept.

3.5

3.45

3.4

3.3

3.2

3.15

3.1

3.0

2.95

Oct.

3.55

3.9

4.0

4.15

4.3

4.35

4.4

4.4

4.35

Nov.

4.1

4.1

4.1

i.i

4.1

4.05

4.0

3.95

Dec.

4.35

4.35

4.35

4.4

4.45

4 4

4.45

4.55

4.45
84 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Moosehead Lake at East Outlet, Maine, for 1909 Contd.

Day.

21........ A.....

22. ..............

23.--....-.......

24. ..............

25. ..............

26. ..............

27. ..............

28. ..............

29...............

30. ..............

31...............

Jan.

.5

.5

.5

.5

Feb.

.35

.4

.4

Mar.

.8

.8

.8

.85

.9

Apr.

2.95

3.45

4.7

5.1

May.

7.5

7.55

7.8

7.6

June.

6.95

6.95

6.85

6.75

6.65

July.

5.9

5.8

5.65

5.55

5.45

Aug.

3.95

3.8

3.8

3.6

Sept.

2.75

3.25

Oct.

4.25

4.25

4.25

4.2

Nov.

3.95

3.95

4.1

4.3

Bee.

4.45

4.4

4.4

4.35

4.35

NOTE. The storage capacity of Moosehead Lake is approximately equal to a discharge of 100 secondfeet for one month for each inch of depth over the lake surface.

KENNEBEC RIVER AT THE FORKS, MAINE.

This station, which was established September 28, 1901, to determine the daily distribution of flow of the Kennebec, is located at the 

wooden highway bridge across the Kennebec at The Forks, about 

2,000 feet above the mouth of Dead River.

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, 

occurred daily, owing to regulation of flow for log driving.

The datum of the chain gage attached to the bridge has remained 

the same during the maintenance of the station. Its elevation above 

mean sea level, revised July, 1906, is 565.44 feet. Discharge measurements are made from the bridge. During the winter months 

the discharge is affected by ice. Conditions for obtaining accurate 

discharge data during conditions of free flow are fairly good except 

for occasional backwater from Dead River, and a good rating curve 

has been developed.

Data prior to 1907 have been revised and compiled in WaterSupply Paper 198.

Discharge measurements of Kennebec River at The Forks, Maine, in 1909.

Date.

May 18

Oct. 30

Hydrographer.

T. W. Norcross. . ..........................................

Width.

Feet. 

134

125

Area of 

section.

Sq.ft. 

1,470

739

Gage 

height.

Feet. 

o7.95

2.22

-UKcharge.

Sec.-ft. 

12,500

1,650

a The gage at the Dead River station was 4.20 feet; hence there was no backwater effect from this source.

Daily gage height, in feet, of Kennebec River at The Forks, Maine, for 1909. 

[W. W. Young, observer.]

Day.

1. ..............

2...............

3...............

4...............

5...............

Jan.

1.9

1.9

Feb.

3.4

3.4

Mar.

i.9

Apr.

2.7

2.7

2.7

May.

2.8

2.9

2.5

2.5

3.0

June.

5.25

5.4

5.0

6.0

4.5

July.

3.45

3.45

3.4

3.4

3.45

Aug.

2.9

2.9

2.9

2.85

2.85

Sept.

2.5

2.5

2.5

2.5

2.5

Oct.

2.8

2.5

2.4

2.45

1.2

Nov.

2.2

2.2

2.55

2.9

3.0

Dec.

1.2

1.3

1.4

1.35

1.2
NOETH ATLANTIC COAST. 85 

Daily gage height, in feet, ofKennebec River at The Forks, Maine, for 1909 Contd.

Day.

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.

1.1

1.0

1.2

2.9

1 9

3.4

3.4

Feb.

3.2

3.1

3.0

3.0

2.3

2.5

Mar.

2.1

2.2

4.0

3.8

3.7

2.6

1.8

Apr.

2.6

2.6

2.5

2.5

2.5

2.5

2.5

2.6

2.65

3.7

4.6

4.6

4.6

4.55

4.5

4.5

4.5

3.95

4.05

3.8

3.45

2.45

2.65

2.8

2.8

May.

3.15

5.2

6.05

7.05

7.55

8.65

8.1

7.45

4.75

5.5

6.25

7.75

8.1

7.95

7.8

6.6

5.85

7.0

6.1

5.9

6.1

6.45

6.05

5.8

5.9

5.5

June.

4.8

4.05

3.9

3.85

4.05

4.0

4.0

4.15

4.2

3.85

3.85

3.9

3.5

3.45

3.4

3.25

3.25

3.2

3.2

3.2

3.2

3.2

3.35

3.4

3.45

July.

3.1

3.1

3.2

3.15

3.15

3.15

3.15

3.1

3.15

3.15

3.15

3.15

3.15

3.15

3.15

3.15

3.1

3.05

3.05

3.05

2.8

2.85

2.85

2.9

3.0

2.95

Aug.

2.85

2.85

2.85

2.8

2.8

2

0

2

0

2

0

2

0

2

0

2.8

2.85

3.3

3.1

3.0

2.9

2.9

2.9

2.9

2.8

2.75

2.6

2.6

2.55

2.5

2.5

Sept.

2.5

2.4

2.45

2.3

2.3

2.2

2.2

2.3

2.3

2.3

2.4

2.3

2.3

2.3

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.45

3.05

3.8

3.2

Oct.

1.1

.95

.85

.8

.65

.5

.5

1.0

1.5

1.7

2.5

2.45

2.25

2.0

2.0

1.85

2.25

2.3

2.1

2.2

2.2

2.2

2.2

2.2

2.2

2.35

Nov.

2.4

2.2

2.2

2.2

2.05

2.0

2.1

2.1

2.1

2.0

2.0

2.0

1.9

1.8

1.8

1.8

1.8

1.8

1.8

2.25

1.9

1.6

1.5

1.2

1.2

Dec.

1.2

.9

.9

.9

1.0

1.0

1.0

1.15

1.25

1.3

1.3

1.5

1.5

1.5

1.65

2.2

2.45

2.65

2.7

2.6

2.35

2.7

2.95

3.0

3.05

3.15

NOTE. Ice conditions existed from Jan. 1 to_ about Apr. 14 and Dec. 13 to 31. Gage heights are to 

water surface except Jan. 23. which is to top of ice. Ice thickness January to March ranged from 1.1 feet 

to 2.4 feet.

The above mean daily gage heights are not true indexes of the discharge during the log-driving or ice 

periods. See footnote to daily discharge.

Daily discharge, in second-feet, of Kennebec River at The Forks, Maine, for 1909.

Day.

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...........................

Apr.

3 480

5,070

5,070

5,070

4 980

4 880

4,880

4 880

S ofin

4,060

3

(\Af\

3,100

1,800

2,200

May.

2,200

2,330

1,850

1,850

2,460

2,660

6,280

8,080

10,300

11,500

14 200

12,900

11,300

5,360

6; 900

8,520

12,000

12,900

12,100

9,300

7,640

10,200

8,190

7,750

8,190

8,960

8,080

7,540

7,750

6,900

June.

6,380

6,690

5,870

7,970

4,880

5,460

4,060

3,810

3,730

4,060

3,980

3,980

4,240

4,320

3,730

3,730

3,810

3,170

3,020

2 800

2,800

2 74Q

2,740

2,740

2,740

3,020

3,100

........

July.

3,100

3,100

3,020

3,020

3,100

3,380

3,380

3,500

3,420

3,420

3,420

3,420

3,240

3,420

3,420

3,420

3,420

3,420

3,420

3,420

3,420

3,240

3,160

3,160

2,830

2,850

2,850

2,890

3,030

3,080

Aug.

2,940

2,940

2,940

2,860

2,860

2,860

2,860

2,860

2,780

2,780

2,780

2,780

2,780

2,780

2,780

2,780

2,820

2,880

2,460

2,330

2,330

2,330

2,330

2 9flfi

2,140

1,960

1,960

1,910

1,850

1,850

Sept.

1,850

1,850

1,850

1,850

1,850

1,850

1,740

1,800

1,630

1,630

1,530

1,530

1,630

1,630

1,630

1,740

1,630

1,630

1 630

1^630

1,630

1,530

1,530

1,530

1,530

1,530

1,800

2,530

3,640

2,740

Oct.

2,200

1,850

1,740

1,800

715

'572 655

520

495

430

370

370

600

920

1,080

1,850

1,800

1,580

1,330

1,330

1,200

1,580

1,630

1,430

1,530

1,530

1,530

1,530

1,530

1,530

1,680

Nov.

1,530

1,530

1,910

2,330

2,460

1,740

1,530

1,530

1,530

1,380

1,330

1,430

1,430

1,430

1,330

1,330

1,330

1,240

1,160

1,160

1,160

1,160

1,160

1,160

1,580

1,240

995

920

715

715

Dec.

715

780

850

815

715

715

545

545

545

600

600

600

NOTE. The above daily discharges are based on a well-defined rating curve. Values for May to August 

may be much in error, however, due to errors in computed discharge caused by controlled flow for flushing 

logs down the river and backwater from log jams.

From July 6 to Aug. 17 the daily discharge was computed by applying the rating table to the several 

gage readings taken during any given day and weighing these values in accordance with the proportional 

part of the day to which each gage height is applicable.
86 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Kennebec River at The Forks, Maine, for 1909. 

[Drainage area, 1,570 square miles.]

Month.

July....................................

Discharge in second-feet.

Maximum.

5,070 

14,200 

7,970 

3,500 

2,940 

3,640 

2,200 

2,460

14,200

Minimum.

1,850 

2,740 

2,830 

1,850 

1,530 

370 

715

Mean.

476 

900 

900 

2,710 

8,020 

3,950 

3,230 

2,560 

1,800 

1,260 

1,380 

881

2,350

Per

square 

mile.

0.303 

.573 

.573 

1.73 

5.11 

2.52 

2.06 

1.63 

1.15 

.803 

.879 

.561

1.49

Run-off 

(depth in 

inches on 

drainage 

area).

0.35 

.60 

.66 

1.93 

5.' 89 

2.81 

2.38 

1.88 

1.28 

.93 

.98 

.65

20.34

Accuracy.

C. 

C. 

C. 

C. 

B. 

B. 

B. 

B. 

A. 

A. 

A. 

C.

NOTE. The relatively low accuracy for May to August is due to complications caused by controlled 

flow and logging.

The winter periods are based on the discharge at Waterville. Coefficients of reduction to obtain natural 

flow at Biagham and The Forks were assumed and applied to the Waterville discharge. To these results 

were added or subtracted the increase or decrease in discharge due to storage at Moosehead Lake.

Mean discharge Apr. 1 to 14, estimated, 1,440 second-feet; Dec. 13 to 17, estimated, 500 second-feet; Dec. 

18 to 31, estimated, 1,200 second-feet.

KENNEBEC RIVER AT BINGHAM, MAINE.

This station, which is located at the new steel highway bridge 

across Kennebec River at Bingham, was established June 21, 1907, 

to determine the daily distribution of 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 datum of the chain gage attached to the highway bridge has 

remained the same during the maintenance of the station. Discharge measurements are made from the bridge. During the winter 

months discharge is affected by ice. Conditions for obtaining accurate discharge data are good and a well-defined rating curve has been 

developed.

This station was established to replace the stations at North 

Anson, on the Kennebec, and The Forks, on Dead Eiver. 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, Maine, in 1909.

Date.

Apr. 23

May 19

Oct. 29

Hydrographer.

T. W. Norcross. . ..........................................

Width.

Feet. 

444

461

420

Area of 

section.

Sq.ft. 

3,120

3,940

1,850

Gage 

height.

Feet. 

6.03

7.87

3.07

Discharge.

Sec.-ft. 

13,200

23,200

2,430
NORTH ATLANTIC COAST. 87

Daily gage height, in feet, of Kennebec River at Bingham, Maine, for 1909. 

[C. R. Ellis, 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.. .............

27...........

28...............

29...............

30. ........... .

31...............

Jan.

3.0

3.3

3.4

s.a

3.3

3.9

42

<42

Feb.

43

42

40

41

42

5.3

5.0

Mar.

5.1

44

43

46

Apr.

A A

5.i

5.2

5.2

5.1

5.5

a 95

6.5

6.7

6.6

6.7

6.9

6.8

as

6.1

&2

5.6

5.4

43

495

5.35

485

May.

42

485

41

44

5.55

5.45

5.25

6.35

7.45

7.9

9.1

9.05

8.65

7.5

7.35

7.45

8.1

8.0

7.7

7.25

6.55

6.5

7.1

6.35

5.95

6.7

5.85

5.95

6.0

6 4

6.05

June.

5.85

5.65

5.1

485

5.2

5.2

485

4 4

46

435

40

42

425

405

3.75

40

3.8

405

425

44

43

405

4 4

425

3.9

40

3.85

3.8

3.8

3.75

July.

3.7

3.8

3.7

3.9

3.8

3.8

415

405

3.75

3.8

3.65

3.65

3.6

3.6

3.7

3.65

3.8

3.7

3.65

3.75

3.9

3.85

3.75

3.65

3.65

3.65

3.55

3.75

3.55

3.6

3.55

Aug.

3.4

3.5

3.15

3.9

3.85

3.8

3.55

3.5

3.5

3.55

3.35

3.3

3.35

3.3

3.3

3.95

3.6

3.6

3.5

3.3

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

2.9

Sept.

2.9

2.9

2.9

2.9

3.0

3.0

3.0

2.9

2.9

2.8

2.8

2.8

2.8

2.8

2.9

2.9

2.9

2.9

2.9

2.9

2.8

2.8

2.8

2.8

2.7

2.7

3.0

3.3

5.7

5.9

Oct.

5.6

5.2

45

3.9

3.4

3.0

2 7

9 R

2.5

2.5

2. 4

2.4

2.4

2.6

3.1

3.1

3.0

2.8

2.8

2.8

2.8

2.8

2.9

3.0

3.1

3.0

3.0

3.0

3.05

2.95

2.95

Nov.

2.95

2.85

2.95

3.15

3.25

3.05

2.85

2.85

2.85

2.95

2,95

2.95

2,95

2,95

2.95

2.95

3.05

3.05

3.05

2.95

2.95

2.95

2.95

2.95

3.15

3.45

3.15

2.95

2.85

3.05

Dec.

a 3. 15

0 f\K

2.95

2.85

2.75

2.75

2.55

2.35

2.55

2.65

2.95

«455

5.35

5.75

6.35

a 7. 85

a 7. 35

« ft 85

7.55

7.75

a Gage height to top of ice; all other readings during the winter periods are to water surface.

NOTE. Ice conditions existed from Jan. 1 to about Apr. 13, Nov. 26 to Dee 2, and Dec. 9 to 31. Ice thickness January to April was between 1 and 2 feet. Between Apr. 23 and Aug. 18 the opening and closing 

of gates at Moosehead and Indian lakes caused much variation in the gage heights.

Daily discharge, in second-feet, of Kennebec River at Bingham, Maine, for 1909.

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...........................

27...........................

28. ..........................

2». ..........................

30...........................

31...........................

Apr.

10,500

12,600

15,400

16,500

16,500

17,660

17,000

17,000

13,400

13,900

11,000

10,100

5,810

8,180

9,860

7,800

May.

5,480

5,160

6,150

10,800

10,300

9,420

14,600

20,700

23,400

31,200

30,800

21,000

20,100

20,700

24,600

24,000

22,200

19,500

15,700

15,400

18,700

14,600

19 «m

16,500

12,200

12,600

14,900

13,100

June.

12,200

8,790

7,800

9,210

9,210

7,800

6,150

6,860

5 980

4,850

5,480

S

RAft

5,000

4,120

4,850

4,260

5,000

5,640

6,150

5,810

5,000

6,150

5,640

4,550

4,850

4,400

4,260

4,260

4,120

July.

3,980

4 260

3^980

4,550

4,260

4,260

5,320

5,000

4,120

4 260

3,840

3,840

3,710

3,710

3,980

3,840

4,260

3,980

3,840

4,120

4,550

4,400

4,120

3,840

3,840

3,840

3,580

4,120

3,580

3,710

3.580

Aug.

3,200

3,450

2,620

4,550

4,400

 4,260

3,580

3,320

3,450

3,450

3,580

3,080

2,960

3,080

2,960

2,960

4,700

3,710

3,710

3,450

2,960

2,510

2,510

2,510

2,510

2,510

2,510

2,510

2,510

2,510

2,090

Sept.

2,090

2,090

2,090

2,090

2,300

2,300

2,300

2,090

2,090

1,890

1,890

1,890

1,890

1,890

2,090

2,090

2,090

2,090

2,090

2,090

1,890

1,890

1,890

1,890

1,700

1,700

2,300

2,960

11,400

12,400

Oct.

11,000

9,210

6,500

4,550

3,200

2,300

1,700

1,520

1,350

1,350

1,190

1,190

1,190

1,520

2,510

2,510

2,300

1,890

1,890

1,890

1,890

1,890

2,090

2,300

2,510

2,300

2,300

2,300

2,400

2,200

2,200

Nov.

2,200

1,990

2,200

2,620

2,840

2,400

1,990

1,990

1,990

2,200

2,200

2,200

2,200

2,200

2,200

2,200

2,400

2,400

2,400

2,200

2,200

2,200

2,200

2,200

Dec.

2,200

1,990

1,800

1,800

1,440

1,120

NOTE. The above daily; discharges are based on a well-defined rating curve. They may, however, be 

individually considerably in error, due to fluctuation of water surface from operations at Moosehead and 

Indian lakes and logging.
88 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Kennebec River at Bingham, Maine, for 1909. 

[Drainage area, 2,660 square miles.]

Month.

May.....................................

July.....................................

The year. .........................

Discharge in second-feet.

Maximum.

17,600 

31.200 

12,200 

5,320 

4,700 

12,400 

11,000 

2,840

31,200

Minimum.

5,160 

4,120 

3,580 

2,090 

1,700 

1,190

Mean.

1,070 

1,740 

2,000 

9,000 

16,600 

6,170 

4,070 

3,160 

2,720 

2,7£0 

2,2£0 

1,620

4,450

Per 

square 

mile.

0.402 

.654 

.752 

3.38 

6.24 

2.32 

1.53 

1.19 

1.02 

1.03 

.846 

.609

1.67

Run-off 

(depth in 

inches on 

drainage 

area).

0.46 

.68 

.87 

3.77 

7.19 

2.59 

1.76 

1.37 

1.14 

1.19 

.94 

.70

22,66

Accuracy.

C. 

C. 

C. 

C. 

B. 

B. 

B. 

B. 

A. 

A. 

B. 

C.

NOTE. The winter periods are based on the discharge at Waterville. Coefficients of reduction to obtain 

natural flow at Bingham and The Forks were assumed and applied to the Waterville discharge. To these 

results were added or subtracted the increase or decrease in discharge due to storage at Moosehead Lake.

Mean discharge Apr. 1 to 13, 3,930 second-feet; Nov. 25 to 30, 2,270 second-feet; Dec. 1 to 2,2 200 secondfeet; Dec. 9 to 17,1,000 second-feet; Dec. 18 to 31,1,900 second-feet.

KENNEBEC RIVER AT WATERVILLE, MAINE.

Observations of the flow of Kennebec River at Waterville have 

been made by the Hollingsworth & Whitney Co. 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 1909 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 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.
NORTH ATLANTIC COAST.

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 

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 24 hours of that day was 127,000 

second-feet. This was probably the greatest flood occurring in 

the last hundred years 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, Maine, for 1909.

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......

27. .....

28. .....

29......

30

31......

Jan.

990

1,010

o990

960

1,000

2,310

4,190

5,610

3,960

o2,800

2,400

2,840

2,680

2,370

2,380

1,750

a 1,260

880

1,950

1,620

1,670

1,900

1,900

a 1,660

2,830

2,740

2,550

2,470

2,320

2,320

a 610

Feb.

2,710

2,170

2,180

2,250

1,950

2,260

a 900

2,580

2,220

2,120

2,260

2,700

2,240

a 1,240

2,420

2,290

2,240'

2,010

1,810

2,260

a 1,870

5,280

6,250

6,730

6,300

7,630

7,380

a 8,080

Mar.

5,610

5,290

4,390

4,160

3,860

3,230

a 2,070

2,500

2,920

2,540

2,770

3,670

3,660

o2,070

3,620

3,310

3,310

3,030

3,340

3,050

a 2,120

2,960

2,990

3,030

2,960

3,820

6,680

a 8,050

8,800

8,080

7,540

Apr.

7,440

6,760

6,960

a 6, 600

8,490

12,600

16,000

16,500

6,770

4,720

o3,330

5,030

11,300

21,000

41,200

44,200

30,100

a26,400

29,900

24,400

23,600

23,900

25,600

20,200

017,200

15,100

12,700

9,590

13,300

10, 100

May.

11,400

a 10,900

13,200

8,630

15,100

16,400

15, 900

22,200

a 27,800

24,600

38,500

37,700

38,400

31,600

25,200

a 25,800

22, 700

30,000

29,600

22,700

24,700

17,500

a 18,000

15,800

16,800

11,200

10,500

10,000

15,900

a 21,600

18,600

June.

20,600

12,900

30,200

12,600

9,580

a 11, 500

9,660

9,660

5,370

7,310

7,350

6,720

a 7, 060

7,320

7,370

6,660

6,250

6,720

8,680

a 7, 080

6,550

6,210

5,450

6,260

6,970

4,900

a 3, 530

4,800

4,380

4,500

July.

5,400

4,480

5,130

a 4, 740

4,440

6,460

5,090

4,850

5,390

5,400

a 2, 960

4,380

4,460

3,940

3,880

4,500

5,330

a 6, 030

5,370

4,890

4,900

5,020

5,390

4,790

a 3, 730

5,370

4,440

4,290

4,320

4,070

3,670

Aug.

o2,980

3,620

2,120

2,900

3,450

3,150

3,140

63,140

2,110

3,410

3,280

3,150

3,250

3,460

a 2, 270

3,200

3,250

3,700

3,080

3,600

3,470

a 1,760

3,120

3,040

2,750

3,030

2,760

2,490

ol,460

2,710

2,720

Sept.

2,450

2,440

2,720

2,720

a 910

2,430

2,450

2,680

2,410

2,770

2,420

a 940

2,460

2,740

2,480

2,170

2,130

2,640

a 920

2,700

2,470

2,710

2,010

2,400

2,440

a900

2,740

5,710

34,300

22,600

Oct.

13,700

8,370

a 6, 160

5,350

64,640

3,930

3,160

3,280

3,160

« 1,240

2,980

2,18d

2,490

2,130

2,360

3,520

a 2, 560

3,810

3,280

2,720

2,730

3,010

3,270

o2,100

3,930

3,930

3,920

3,930

3,520

3,490

a 2, 060

Nov.

3,280

3,020

2,980

3,920

4,060

4,040

«2,770

3,940

3,950

3,680

3,640

3,350

3,520

»2,050

3,890

3,290

2,970

3,750

3,810

3,740

o2,630

3,800

3,320

3,780

2,380

4,160

4,020

o2,410

3,950

4,090

Dec.

3,390

3,900

4,400

4,440

o2,390

3,700

3,650

3,530

3,110

2,480

2,120

o920

1,710

3,020

3,880

3,470

4,690

3,630

o2,600

2,980

3,220

2,150

2,620

3,250

1,440

a3,690

3,070

3,070

2,730

2,460

2,350

o Sunday. i> No record. Discharge estimated.
90 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Kennebec River at Waterville, Maine, for 1909. 

[Drainage area, 4,270 square miles.]

Month.

March. . .......................................

April. . ........................................

May...........................................

July...........................................

October. ......................................

December. ....................................

Discharge in second-feet.

Maximum.

5,610 

7,630 

8,800 

44,200 

38,500 

30,200 

6,460 

3,700 

34,300 

13,700 

4,160 

4,690

44,200

Minimum.

610 

900 

2,070 

3,330 

8,630 

3,530 

2,960 

1,460 

900 

1,240 

2,050 

920

610

Mean.

2,160 

3,230 

4,050 

16,700 

20,900 

8,470 

4,750 

2,950 

4,130 

3,770 

3,470 

3,030

6,470

Per 

square 

mile.

0.506 

.756 

.948 

3.91 

4.89 

1.98 

1.11 

.691 

.967 

.883 

.813 

.710

1.51

Run-off 

(depth in 

inches on 

drainage 

area).

0-58 

.79 

1.09 

436 

5.64 

2,21 

1.28 

.80 

1.08 

1.02 

.91 

.82

20.58

SEBASTICOOK RIVER AT PITTSFIELD, MAINE.

Sebasticook River rises in ponds in southeastern Somerset and 

western Penobscot counties and flows in a general southwesterly 

direction 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 determine the daily distribution of flow of the river is located at the 

steel highway bridge just above the Maine Central Railroad bridge 

across the river in the town of Pittsfield, Maine.

About 800 feet upstream from the highway bridge is a dam which 

furnishes power to the Robert Dobson Co. and the Smith Woolen 

Co.; 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 Co.'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. Discharge measurements are made from the highway, bridge. Conditions are good for obtaining accurate discharge 

data, and a rating curve has been partly developed. Owing to the 

proximity of the dam above and the rapid fall of the stream, it is 

believed that the discharge at the gaging station is not materially 

affected by ice.
NOBTH ATLANTIC COAST. 91 

Discharge measurements of Sebasticook River at Pittsfield, Maine, in 1907-1909.

Date.

1907.

1908. 

July 3

23

Sept. 21

Dec. 24

1909. 

Apr. 23

Hydrographer.

.....do.....................................................

.....do.....................................................

.....do.....................................................

F. E. Pressey.... . .........................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

108

106

106

100

98.5

96

109

106

Area of 

section.

Sq.ft. 

205

175

172

140

154

102

534

195

Gage 

height.

Feet. 

3.68

3.26

3.22

3.06

2.96

2.56

6.54

3.44

Discharge.

Sec.-ft. 

486

362

322

231

224

86.7

3,860

398

Daily gage height, in feet, of Sebasticook River at Pittsfield, Maine, for 1909. 

[Easter B. Morrill, observer.]

Day.

1.... ...........

3...............

5.......-.-.--..

6.-...-.-.-.-...

7-....-.-.-.--..

9...............

10--.-.-.----.-..

11...............

13...............

14.....-.-.-..-..

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

29. ..............

30...............

31...............

Jan.

2.9

2.5

2.8

3.35

3.65

3.5

3.25

2-9

3.3

3.25

3.25

3.2

3.2

3.06

2.95

3.4

3.15

3.25

3.25

3.2

3.2

3.1

3.25

3.35

3.3

3.4

3.3

3.1

3.0

Feb.

3.3

3.25

3.15

3.3

3.3

3.2

3.05

3.1

3.1

3.1

3.15

3.1

3.2

3.0

3.05

3.2

3.15

3.2

3.2

3.3

3.4

3.6

3.65

3.95

4.1

4. 7

4.75

4 7

Mar.

4.7

4.4

4.4

4.3

4.3

4.1

3.9

3.8

3.65

3.85

3.7

3.6

3.55

3.7

3.7

3.65

3.7

3.6

3.6

3.6

3.5

3.6

3.55

3.5

3.7

3.8

3 9

4.1

4.35

4 4

Apr.

4.5

4.4

4.75

5.1

5.15

5.25

5.25

5.7

6.15

6.2

6.05

5.9

5.6

6.45

7.5

8.35

8.5

8.3

7.65

7.3

6.95

6.5

6.4

6.0

5.8

5.6

5.3

5.15

5.0

4.8

May.

4.7

4.85

4.7

4.85

4.7

4.7

4.7

4.85

4.7

4.6

4.5

4.35

4.15

3.35

2.55

3.05

2.95

3.1

3.35

3.4

3.35

3.05

3.1

3.25

3.3

3.35

3.35

3.0

2.95

3.0

June.

3.15

3.35

3.25

3.25

3.15

2.95

3.25

3.35

2.9

3.05

3.06

2.95

2.9

3.2

3.2

3.15

3.2

3.3

3.1

2.95

3.25

3.1

3.2

a 25

£2

0 1

3.0

Q q

a2

3.2

July.

3.25

3.15

3.25

3.2

3.2

3.25

3.2

3.25

3.3

3.4

3.25

3.3

3.25

3.2

3.25

3.2

3.15

2.85

3.2

3.25

a 15

3.15

3.15

3.0

2.95

3.0

3.0

3.05

a 15

3.05

3.0

Aug.

2.75

3.15

3.06

3.1

3.2

3.25

3.15

2 9

3.2

3.1

3.25

3.15

3.25

a 05

2.75

a25

3.25 a2

3.25

3.2

3.1

2 9

3.15

3.05

2.9

2.85

3.0

9 QP1

2.85

3.15

3.25

Sept.

3.25

3.2

3.15

2.9

2.65

3.05

3.1

3.1

2.95

3.0

2.8

2.65

2.95

3.15

3.05

2.95

2.95

3.0

2.85

3.1

3.15

3.1

3.1

3.06

3.0

2

CE

3.4

3 7

3.9

Oct.

3.5

3.6

3.2

3.65

3.75

3.75

3.65

3.5

3.35

3.6

3.5

3.35

3.45

3.4

3.25

3.0

3.45

3.4

3.35

3.35

3.3

q 0

3.0

3.3

3.35

3.35

q qe

a 35

3.1

2.85

Nov.

3.4

3.4

3.45

3.35

3.4

3.25

3.0

3.5

3.55

3.45

3.55

3.65

3.3

2.95

3.5

3.55

3.55

3.5

3.55

3.35

3.15

3.55

3.55

3.5

3.2

q o

as

3.85

4.0

4. 1

Dec.

4.05

4.06

4.0

3.9

3.8

3.8

3.75

3.65

3.65

3.6

3.65

3.45

3.55

3.55

3.5

3.65

3.55

3.55

3.55

3.55

3

CC

3.55

3.55

3.45

3.25

3 OK

3.45

3

e

. 3.55

3.5

3.55

NOTE. No information about ice conditions available. On account of the rapid fall and proximity of 

the power plant above, it is believed that there is no effect from ice, except possibly at rare intervals and 

for short periods.
92 SUBFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Sebasticook River at Pittsfield, Maine, for 1908-9.

Day.

1908. 

1...............

2. ..............

3...............

4.. .............

5...-....-....-.

8. ..............

9...............

10...............

11...............

12...............

13...............

14. ..............

15. ..............

16...............

17...............

18. ..............

19...............

20. ..............

21...............

22. ..............

23...............

24. ..............

25... ............

26. ..............

27..-....--...--.

28. ..............

29. ..............

30...............

31.. .............

1909. 

1...............

2...............

3...............

5...............

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.

193

97

«71

158

193

562

470

340

«193

364

340

316

316

252

a 212

415

294

340

340

316

316

«272

340

364

415

364

272

«231

Feb.

364

340

294

364

316

a 252

272

272

272

294

316

«231

252

294

316

364

0415

530

562

780

905

1,520

1,580

ol,520

Mar.

1,520

1,470

1,190

1 inn

1,090

1,090

o905

740

562

CQC

530

o500

595

595

562

595

530

o530

530

500

CQC

665

905

1 140

1,190

Apr.

1 i on

o-Z 000

2,180

2,180

2,740

3,000

5,320

6 860

7,160

«6, 770

5,580

A QQfi

4,440

3 7QA

3,650

2 940

2,060

1 880

1.640

May.

1,520

i ^">ft

1 700

1,520

1,520

1,520

1,520

1,410

1 1(\C\

1 140

950

o84

252

272

OQA

415 ion

o252

340

364

390

901

231

June.

294

340

340

294

o212

340

390

193

252

252

ol93

316

316

294

316

364

272

o212

340

272

316

316

272

o231

364

316

316

July.

212

231

231

212

193

340

294

340

o316

316

316

340

364

415

o340

316

340

316

294

ol76

316

340

294

294

231

a 212

231

231

252

294

252

231

Aug.

142

o!26

212

193

193

212

212

126

ol26

212

212

193

212

272

212

o!76

252

231

231

231

212

142

a 126

193

193

212

212

193

126

o 112

158

a 142

294

252

272

316

340

294

ol93

316

272

340

904

340

252

a 142

340

340

316

340

316

272

ol93

294

252

176

231

212

340

Sept.

176

176

176

176

Q7

097

176

176

176

176

176

97

o84

158

176

176

158

158

84

071

142

142

142

142

142

71

«60

126

142

142

340

316

294

193

oll2

252

272

272

212

231

158

a 112

212

294

252

212

212

231

a 176

272

294

272

272

252

231

415

595

1,140

740

Oct.

142

126

84

o84

158

158

176

158

158

97

a H2

193

193

176

158

142

97

a H2

142

158

158

112

84

84

a 71

126

158

158

158

126

97

470

530

"316

562

630

630

562

500

a 390

530

470

390

442

415

340

o231

442

415

390

390

364

316

o231

364

OQft

390

390

ol76

Nov.

«84

176

176

231

212

158

97

071

126

193

193

158

142

112

o60

126

158

193

193

126

112

o48

112

193

176

112

97

97

o30

112

415

415

442

390

415

340

a 231

470

500

442

500

562

364

o212

470

500

500

470

500

o294

500

500

316

665

665

o702

820

QAK

Dec.

176

142

231

193

07

«48

158

231

212

193

176

71

o48

142

193

212

193

231

158

a 126

231

231

193

193

60

112

«60

193

158

176

158

862

862

820

o665

665

630

562

562

530

562

500

500

470

562

500

500

a 500

500

500

500

500

340

a- 340

442

470

500

470

500

a Sunday.

NOTE. The above daily discharges are based on a rating curve well defined between discharges 70 and 

470 second-feet. Below these limits the discharges are approximate, the rating curve having been extended 

by study of area and velocity curves. Above 470 second-feet the rating curve is based on one measurement 

at discharge 3,860 and can be considered fairly well defined.
NORTH ATLANTIC COAST. 93

Monthly discharge of Sebasticook River at Pittsfield, Maine, for 1908-9. 

[Drainage area, 314 square miles.]

Month.

1908. 

July 27-31. ..............................

1909.

April....................................

July....................................

Discharge in second-feet.

Maximum.

231 

272 

176 

193 

231 

231

562 

1,580 

1,520 

7,160 

1,700 

390 

415 

340 

1,140 

630 

905 

862

7,160

Minimum.

193 

112 

60 

71 

30 

48

71 

231 

470 

1,190 

84 

193 

176 

142 

84 

176 

212 

340

71

Mean.

216 

189 

140 

134 

136 

159

306 

496 

771 

3,320 

829 

296 

301 

269 

297 

413 

479 

546

694

Per

square 

mile.

0.688 

.602 

.446 

.427 

.433 

.506

.975 

1.58 

2.46 

10.6 

2.64 

.943 

.959 

.857 

.946 

1.32 

1.53 

1.74

2.21

Run-off 

(depth in 

laches on 

drainage 

area).

0.13 

.69 

.50 

.49 

.48 

.58

1.12 

1.64 

2.84 

11.-89 

3.04 

1.05 

1.11 

.99 

1.06 

1.52 

1.71 

2.01

29.92

Accuracy.

A. 

A. 

A. 

A. 

A. 

B.

B. 

B. 

B. 

B. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

NOTE. The minima are low on account of storage of water at power plant above the station. 

COBBOSSEECONTEE STREAM AT GARDINER, MAINE.

Cobbosseecontee Stream drains a group of lakes lying 5 to 15 

miles west of Augusta. From the largest of these, Cobbosseecontee 

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 

in the last three-fourths of a mile of the river course.

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.

Records of flow of Cobbosseecontee River have been kept at the 

dam of the Gardiner Water Power Co. 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 1 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 hi which is placed a 39-inch Hercules wheel. In
94 SURFACE WATER SUPPLY, 1909, PART I.

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.

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 MX. 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 secona-feet.

Data prior to 1907 have been compiled in Water-Supply Paper 198.

Daily discharge, in second-feet, of Cobbosseecontee Stream at Gardiner, Maine, for 1909.

Day.

1... ............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20.......,,...,.,

Jan.

14f>

1 Af)

00

140

140

200

270

270

270

otO

180

180

180

180

180

180

«0

180

180

180

Feb.

180

180

180

IfiA

1RO

1CA

OtO

180

180

180

180

oO

1 SO

180

1 sn

180

180

180

Mar.

97 K

97 ^

97 c

97 K

97 K

aO

97 ^

97 e

97 c

97^

275

97 c

oO

275

97*

07 c

97 ^

275

275

Apr.

1,080

880

830

«870

830

ocp:

1 145

1,450

1,620

1 800

a 1,770

1,730

1 ^ion

1,030

1,450

1,950

2 Ann

1,950

1,700

May.

280

315

320

320

300

295

« 295

290

280

280

9QA

280

OOA

otO

9QA

280

280

280

June.

285

285

285

OCA

280

oO

280

280

280

280

9fiA

280

oO

270

O7A

97A

270

270

oO

July.

260

260

260

oO

10

130

260

260

260

260

oO

260

260

260

260

260

9firt

aO

260

260

Aug.

oO

260

260

260

260

260

oO

260

260

260

260

260

oO

260

260

260

260

260

Sept.

260

260

260

260

oO

260

260

260

260

260

260

oO

260

260

260

260

260

260

oO

260

Oct.

260

260

260

260

260

260

260

260

oO

260

260

260

260

00

260

260

260

Nov.

260

260

260

260

260

260

«0

260

260

260

260

260

9fifi *o

9(2A

260

260

260

260

260

Dec.

9fin

260

260

9fifi

260

260

260

260

260

oO

260

260

260

260

260

260

oO

260

n Sunday,
KOETH ATLANTIC COAST.

Daily discharge, in second-/eet^ o/ Cobbosseecontee Stream at Gardiner, Maine, 

for W09 Continued.

Day.

Zl.. .............

22...............

23...............

24... ............

25...............

26. ..............

27...............

28...............

29...............

30. ..............

31...............

Jan.

180

180

180

«0

180

180

180

180

180

aO

Feb.

«0

260

260

270

275

275 97>;

«0

Mar.

«0

275

275

275

275

280

280

630

1,140

Apr.

1,330

1,150

1,050

770

«300

290

280

280

280

May.

OCA

280

»0

280

280

280

OOft

280

280

«25

0

June.

270

270

270

270

270

270

«0

270

270

265

July.

260

260

260

260

«C

260

260

260

260

260

260

Aug.

260

GO

260

260

260

260

260

260

GO

260

260

Sept.

260

260

260

260

260

GO

260

260

260

260

Oct.

260

260

260

00

260

260

2&>

260

260

260

«0

Nov.

«0

260

260

260

260

260

260

oo

260

260

Dec.

260

260

260

260

260

oO

250

230

230

230

230

a Sunday.

Monthly discharge of Cobbosseecontee Stream at Gardiner, Maine, for 19W. 

[.Drainage area, 240 square miles.]

Month.

February, .....................................

April..........................................

May ...........................................

July...........................................

August ........................................

Discharge in second-feet.

Maximum.

270 

275 

1,140 

2,000 

320 

285 

260 

260 

260 

260 

260 

260

2,000

Minimum.

0 

0 

0 

280 

0 

0 

0 

0 

0 

0 

0 

0

0

Mean.

155 

173 

306 

1,140 

245 

238 

214 

218 

225 

218 

225 

222

298

Per 

square 

mile.

0.646 

.721 

1.28 

4.75 

1.02 

.992 

.892 

.908 

.938 

.908 

!938 

.925

1.24

Run-off 

(depth in 

inches on 

drainage 

area).

0.74 

.75 

1.48 

5.30 

1.18 

1.11 

1.03 

1.05 

1.05 

1.05 

1.05 

1.07

16.86

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 

New Hampshire, then turns abruptly and flows eastward in Maine, 

finally turning toward the south and joining the Kennebec in Merrymeeting Bay, near Brunswick, The river is about 200 miles long 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. Its 

only important tributary is Little Androscoggin River, which enters 

at Lewiston.

The lower part of the basin is hilly and partly wooded, and much 

of it is farm land; the upper part is very broken and mountainous 

and is largely in forest. The general elevation of the basin is greater 

than that of any other on the Atlantic coast, Umbagog Lake is
96 SURFACE WATER SUPPLY, 1909, PART I.

about 1,240 feet above sea level, and Rangeley Lake about 1,500 feet. 

The sources of 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 rocky where 

falls occur, and its 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, ranging 

from 43 inches near the coast to less than 35 inches in the extreme 

northern part of the basin. Winters 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 UmbagogRangeley series, which afford a combined water surface of about 80 

square miles, there is a storage of about 22,000,000,000 cubic feet. 

The drainage area at the outlet of Umbagog Lake and above the 

mouth of Magalloway River is 635 square miles; of Magalloway River 

at its mouth, 460 square miles. Under the efficient management of 

the Union Water Power Co. 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 in 

making plans for a dam on Magalloway River which will afford 

approximately 8,000,000,000 cubic feet of additional storage and very 

materially increase the low-water flow of the Androscoggin.

Androscoggin River is probably as well developed as any other river 

in the country. Of the 1,240 feet fall between Umbagog Lake and 

tide water more than 600 feet has been developed and furnishes 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 flow of the stream.

Androscoggin River is an important stream for log driving, and care 

is exercised in the amount of water used for this purpose. The regulation of the flow is under one management, and is controlled in the 

interests of both log driving and the water-power developments.

Little Androscoggin River, about 30 miles long and draining an 

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 considerable 

power is still unutilized.

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 1905, and the wettest 1893, the total flow during 

these two years being about in the ratio of 1 to 1.89.
NORTH ATLANTIC COAST. 97

RIVER AND LAKE SURVEYS IN ANDROSCOGGIN DRAINAGE BASIN.

Surveys have been made in this basin 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. 

Surveys of Umbagog, Upper and Lower Richardson, and Mooselucmaguntic lakes.

The results of these surveys may be had on application to C. C. 

Babb, district engineer, United States Geological Survey, State House, 

Augusta, Maine.

ANDROSCOGGIN RIVER AT ERROL DAM, N. H.

Errol dam controls the storage of Umbagog, the lower of the 

Rangeley series of lakes. The dam is located about 5 miles below 

the outlet of the lake and about 3.5 miles below the mouth of Magalloway River, thus making this latter stream one of the feeders of 

Umbagog Lake.

Records of the discharge through Errol dam have been maintained 

since January 1, 1905, by the Union Water Power Co., by which the 

following records have been furnished. -

The dam is a frame structure about 175 feet between abutments. 

It is designed with a number of gate openings of sufficient capacity 

to discharge the flood flow, making a spillway unnecessary.

The elevation of the sill of deep gate No. 6 and of the zero of the 

Errol dam gage is 1,231.3 feet above sea level. A "deadhead" a 

short distance above the dam at present controls the low-water flow, 

and its height, 2.66 feet, must be subtracted from the head as read 

from Errol dam gage to obtain the depth of water in Umbagog 

available for storage.

The gates of the Errol dam have not been rated as thoroughly as 

might be desired, but the records as published below approximate the 

true discharge.

Daily discharge, in second-feet, of Androscoggin River at Errol dam, N. H., for 1905-9.

Day.

1905. 

1....... ........

3..-...--.-.....

4. ..............

6. ..............

7...............

8..-..-----.....

9

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

1 847

1 847

1,566

1 171

1,593

1,593

1,593

1,593

1,593

1,593

1,605

1,605

1,605

1.621

Feb.

1,399

1 40°.

1,439

1,383

1,296

1,287

1 *tt

1 419

1^314

1.294

1 949

1,189

1,169

1.144

Mar.

1,021

i nfts

961

940

QOO

902

OAfl

842

one

791

752

70 K

718

701

684

Apr.

1,168

1 249

1,316

1,374

1,446

1 494

1,516

1 137

1,551

1 117

1,578

1 1QS

1,612

1,625

1.646

May.

4,515

4,515

4,606

5,388

5,535

5,631

6,047

5

QKQ

5,146

0 O-1Q

3 764

s! 789

June.

1,694

1,683

1,659

1,651

1,670

1,694

1 791

1,741

2 eon

2,597

2.654

July.

2

OOJ.

2 480

2,651

2 000

2

0Af)

2 314

2? 941

9 all

2,695

i Aon

1,576

1.554

Aug.

1,595

1,615

i t^^K

1,410

1 QQfi

1 373

1 348

1 348

1 333

1*313

1 295

l'277

Sept.

1,288

1,276

1,269

1 9fiQ

1 269

1*269

1,269

1,269

1 254

1,242

1 913

1.261

Oct.

1,064

1,206

1,314

1,362

1,364

1 349

l'400

i 4nn

1 400

1*440

1,414

1.414

Nov.

1,298

1 330

l'sal

1,409

1 440

1 489

1,392

1 3Q9

1 401

1*410

1,410

1.417

Dec.

1,212

1 9^

1,007

1,116

1,139

1 154 i'i6i

1,167

1 179

1,183

1 Ifi^t

1 1SW

i iaft

1.188

90562° WSP 261 11-
98 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Androscoggin River at Errol dam, N. H., 

for 1905-9 Continued.

Day.

1905. 

16..............

17..............

18..............

19..............

20..............

21..............

22. .............

23. .............

24. .............

25. .............

26. .............

27. .............

28. .............

29. .............

30. ..............

31...............

1906. 

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...............

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. ..............

Jan.

1,621

1,621

1,621

1,605

1,593

1,577

1,565

1,491

1,456

1,434

1 419

1,419

1,419

1,177

1,172

1,166

1,161

1,166

1,166

1,161

1,154

1,138

1,134

1,121

1,167

1,241

1,228

1,213

1,199

1,190

117^

1,162

1,101

1,024

1,167

1,194

1,210

1,225

1,229

1,026

1,036

1,048

1,048

1,057

1,066

1 080

1 080

1,089

1 flSQ

1,104

1,111

1,124

1,132

1,124

1,124

1,124

1,111

1,111

1,111

1,101

1,101

Feb.

1,268

1,248

1,227

1,198

1,176

1,155

1,174

1,157

1,125

1,113

1,092

1,042

1,229

1,229

1,229

1,220

1,234

1,272

1,258

1,246

1,235

1,223

1,166

1,202

1,185

1,167

1,139

1,111

1,078

1,078

1,073

1,042

1,014

983

951

920

882

. 908

1,169

1,100

1 154

l)l36

1 154

1,154

1,136

1,125

1,106

1 OQfl

1,079

1,068

1,055

1,041

1,021

1,021

1,021

1,010

996

982

963

948

937

1,129

1.082

Mar.

667

654

654

636

619

602

602

619

619

636

654

667

752

710

918

788

1,102

1,081

1,053

1,053

1,033

993

969

950

923

904

904

882

904

904

904

904

904

904

889

889

889

867

841

841

841

841

841

841

841

841

841

1,070

1,053

1,053

1 179

1 <)AQ

1,249

1 OTH

1,221

1,247

1,239

1,213

1,172

1,128

1,115

1,087

1,076

1,051

1,038

1,024

1,009

1,016

994

1,025

1,035

1.028

Apr.

1,664

1,677

1,657

1,631

1,106

1,114

1,143

1,169

1 193

1^216

628

616

3,149

3,789

841

841

841

825

794

775

7>V7

740

74O

740

740

740

757

664

443

612

1 029

1,222

1 434

1,641

2,117

2,682

2

7QQ

3,287

3,500

3,000

2,678

2,758

1,095

1,187

1,187

1,176

1,175

1,143

1,132

1,107

1,093

1,080

1,052

1,024

1,012

988

Q71

953

944

QAA

1 000

l!l88

May.

2,739

2,707

2,046

3,252

3,252

2,707

2,633

2,623

2,581

2,139

2,118

2,105

2,105

1,899

1,884

2,824

2,988

3,120

3,219

3,346

3,681

4,564

5,355

5,580

5,528

5,495

C AXJJ

5,424

K KJ\({

5,475

5,451

5

4C1

5,400

5,368

6,169

6,324

5,666

5,376

5,351

5,351

5,216

5,157

5,248

5,799

6,213

4,257

6,421

7,332

7,332

5,790

5,012

5,171

4,844

4,928

5,045

5,189

5,127

5,103

5,044

4,886

4,966

5,436

6,329

6,392

6,261

6,072

4 970

3,965

3.549

June.

2,707

2,707

2,667

2,623

2,541

2,471

2,415

2,387

2,371

2,371

2,371

2,402

2,387

2,371

5,997

5,313

4,123

3,469

3,469

4,162

4,212

4 QAQ

5,214

5,051

4,918

3,382

3,779

3,671

3,524

3,449

0 Q77

3,304

3,228

3,137

2,839

2,575

2,478

2,515

2,681

2,656

2,634

2,412

2,293

2,386

2,329

2,159

2 036

2,068

2,136

2,237

2,325

2,411

2,378

2,411

2,424

2,450

2,468

2,478

2,497

2,509

2,523

2,523

2,555

2,577

2,606

2

4BC

2,289

2.234

July.

1,543

1,348

1,338

1,331

1,314

1,306

1,296

1,288

1,218

1,212

1,200

1,272

1,254

1,240

1,232

1,288

2,282

1,974

1,833

1,817

1,702

1,628

1,616

1,564

1,442

1,429

1,425

1,415

1,410

1,410

1 450

1,532

1,518

1,504

1,494

1,494

1,504

1,511

1,511

1,511

1 ^ftJ.

1 fiftd.

1,494

1,490

1,483

1,474

1,474

2,021

2,130

2,169

2,220

2,247

2,220

2,209

2,057

2,020

1,982

1,943

1,920

1,991

1,902

1,890

1,863

1,825

1,887

1,762

1,719

1,681

1,656

1,632

1,632

1.620

Aug.

1,270

1,270

1,259

1,259

1,253

1,253

1,486

1,477

1,462

1,439

1,412

1,379

1,355

1,435

1,504

1,297

1,469'

1,469

1,461

1,455

1,447

1,447

3,447

1,440

1,422

1,408

1,298

1,252

1,261

1,253

1,245

1,245

1,240

1,240

1,240

1,240

1,240

1,286

1,326

1,316

1,289

1,289

1,311

1,311

1,277

1,269

1,775

1,789

1,800

1,800

1,775

1,765

1,738

1,712

1,633

1,497

1,507

1,474

1,443

1,433

1,414

1,396

1,413

1,442

1,431

1,432

1,506

1,483

1,468

1,497

1,485

Sept.

1,270

1,286

1,397

1,371

1,363

1,293

1,408

1,423

1,426

1,272

1,266

1,258

1,134

1,081

1,074

1,261

1,261

1,261

1,254

1,245

1,236

1,236

1,226

1,194

1,174

1,174

1,162

1,162

1,162

1,162

1,162

1,148

1 193

1 ^48

1,348

1,272

1,247

1,235

1,235

1,317

1,366

1,300

1,300

1,487

1,552

1,539

1,382

1,391

1,402

1,391

1,391

1,420

1,486

1,503

1,486

1,486

1,472

1,513

1,562

1,550

1,537

1,528

1,503

1,483

1,483

1,477

1,502

Oct.

1,392

1,381

1,381

1,381

1,381

1,381

1,381

1,371

1,371

1,363

1,352

1,337

1,327

1,316

1,316

1,310

1,324

1,324

1,324

1,379

1,415

1,313

1,313

1,324

1,278

1,294

1,358

1,413

1 497

1^506

1 *vU

1,651

1,683

1,718

1,562

1,375

1,322

1,238

1,308

1,319

1,161

1,064

1,145

1,139

996

914

862

1,197

1,251

1,298

904

921

923

944

960

982

991

2,172

3,008

2,639

2,419

2,417

2,397

2,118

1,763

1,759

1,749

1,745

1,739

1,735

1,729

Nov.

1,417

1,417

1,327

1,327

1,327

1,417

1,417

1,417

1,410

1,410

1,400

1,400

1,400

1,172

1,192

1,002

999

990

987

1,060

1,128

1,119

1,109

1,087

1,077

1 069

1,054

1 (144

1,032

1,026

1,022

1,016

1,011

1,007

822

702

937

930

924

911

908

898

2,927

2,960

3,030

4,464

5,249

6,146

7,962

8,760

8,467

7,544

6,534

4,491

3,649

3,643

3,207

2,897

2,870

2,460

1,993

1,983

1,976

1,958

1,935

1,922

Dec.

1,188

1,183

1,183

1,183

1,183

1,183

1,183

1,183

1,188

1,188

1,188

1,188

1,188

1,183

1,183

1,183

887

880

876

935

.990

976

965

961

928

910

902

874

874

924

949

949

925

925

925

925

937

937

949

949

957

965

965

978

978

997

1,013

1,789

1,850

1,874

1,845

1,799

1,837

1,835

1,785

1,734

1,704

1,508

1,464

1,494

1,508

1,556

1,764

1,757

1,749

1,749

1,740

1,729

1,721

1,711

1,688

1,725
NORTH ATLANTIC COAST. 99

Daily discharge, in second-feet, of Androscoggin River at Errol dam, N. H., 

for 1905-9 Continued.

Day.

1907. 

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... ............

1909. 

1... ............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11. ..............

12...............

13...............

14...............

15...............

1G...............

17...............

18... ............

19...............

20...............

21...............

22. ..............

23. ..............

24. ..............

25. ..............

26. ..............

27. ..............

28. ..............

29...............

30. ..............

31...............

Jan.

1,090

1 090

1^083

1,083

1,083

1 083

1 640

1^636

1,613

1 608

1,598

1,615

1 639

l'622

1,614

1,598

1,586

1 ^71

1,565

1,557

1 %t&

1,543

1,538

1,583

1,631

1,610

1,603

1 CQ4

1,593

1,587

1,578

1,578

1,568

1,570

591

591

C77

565

565

577

591

618

627

627

641

751

961

961

931

917

917

917

917-

864

833

820

806

798

798

788

774

774

774

Feb.

1,070

1,070

1,070

1,570

1,570

1,570

1,570

1,570

1,570

1,570

1,570

1,511

1,810

1,789

1,777

1,769

1,747

1,747

1,789

1,839

1,873

1 898

1,898

1 QfW

1 924

1 924

1^924

1 004

1,924

765

746

74ft

74ft

740

740

726

726

726

740

74fl

746

746

765

765

765

765

765

765

774

774

788

788

798 '806

820

849

864

Mar.

1,026

1,026

1,014

1,014

1,001

1,026

1,924

1,916

1,916

1 Qft7

1 907

1,898

i son

1,882

1,873

1,856

1,847

1,837

1,837

1,856

1,870

1,873

1,882

1 907

1,924

1,838

1,950

1 Qfi0.

1,974

1,978

1,993

2,002

2,026

2

AKft

2,235

2,487

902

902

017

931

931

947

961

961

947

947

931

917

917

902

902

880

864

864

849

833

833

820

820

806

798

798

806

806

806

806

806

Apr.

1,481

1,763

1 979

2,442

3

CftO

2

cnc

2 CCft

2,604

2 COO

2,655

2,636

2 CQfl

9 K.91

2,473

2 4P.Q

2,387

2,358

2,224

1,674

2,042

2,276

2,176

1,575

1,516

1 996

1,976

1,576

1,181

1,308

1 684

4,311

6,799

806

798

788

788

798

806

833

1,163

1,267

1,381

1,550

1,735

1,324

1,980

3,274

5,317

5,741

6,320

6,619

6,883

6,600

5,752

5,023

5,902

5,659

5,010

4,188

3,697

May.

3,477

3 01 A

2,742

6,799

7,068

7,396

7 ^SO

7 4fiO

5,656

6,665

6,935

6

0Q1

6,631

6,690

6,606

6,746

7 803

7,266

7,290

6,043

5,471

5,254

4,126

4,025

3,446

4 148

4^712

4,187

3,899

3,468

3,363

3,234

3,191

3,164

2,784

2,616

2,787

3,060

3,363

5,391

8,108

8,593

6,655

9,237

9,368

9,321

9,368

9,417

8,970

6,977

6,783

7,835

7,861

7,069

6,689

5,891

5,651

5,853

6,394

June.

2

-100

2,182

2,052

2,034

2 ftfY7

3 934

4

0C1

5,006

6 OKA

5

AKA

4,715

\ 116

3,' 782

3,109

3 nni

3,070

3,070

3,005

3,072

2,894

3,322

2,883

2,651

2,579

2,522

2,401

2,178

1 QO.4

1,641

1,483

1 479

l'467

1,452

6,693

6,684

5,802

4,897

4,558

3,970

3,750

3,733

3,503

3,244

3,230

3,258

3,258

3,195

2,846

2,703

2,484

2,372

2,344

2,309

2,269

2,226

2,135

2,051

1,940

1,852

1,800

1,719

2,029

2,213

July.

1,632

1,632

1,656

1,688

1,714

1,765

1 44K.

1 440

1,662

1 744

1,754

1,372

1 346

1,376

1,289

1,289

1,242

1,344

1 434

1*481

1 481

1^464

1,299

1,170

1,194

1,304

1,365

1,345

i qoq

1,307

1,296

1,287

2,16oJ

2,007

1,907

1,353

1,257

1,324

1,313

1,324

1,346

1,410

1,427

1,427

1,410

1,388

1,376

1,388

1,388

1,410

1,358

1,337

1,373

1,356

1,299

1,299

1,299

1,299

1,263

1,247

1,247

1,247

Aug.

1,389

1 400

1,483

1,597

1 113

1,257

1,209

1,100

1,100

1,116

1,139

1,057

1,092

1,192

1,218

1,026

832

830

1,043

1 1 CO

1,130

1,109

1,079

1,100

1,136

1,123

1,181

1 OQC

1,186

1,186

1,232

1,210

1 979

1,372

1,539

1,491

1,486

1,406

1,411

1,419

1,478

1 COC

1,475

1,495

1,508

1,268

1,314

1,331

1,356

1,340

1,340

1 ^9A

1,317

1,340

1,340

1,301

1,301

1,321

1,343

1,374

Sept.

1,522

1 *v?7

1,520

1,171

1 91°.

1,286

1,242

1,263

1,316

1,328

1,294

1 070

1,235

i IQA

1,134

1,141

1,030

1,117

1,353

1 484

1 qno

1,414

1,430

1 642

1 KQQ

1,552

1,582

1,621

1,638

1,685

1,721

1 308

l'239

1,340

1,375

1,233

1,208

1,246

1,297

1,311

1,366

1,355

1,227

1,382

1,369

1,332

1,259

1,253

1,264

1,247

1,274

1,287

1,275

1,213

1,217

1,110

1,170

742

467

971

Oct.

1,725

2 9H7

2,473

2,597

2 7fiQ

9 S4S

1 7^

1,412

1,468

1,514

1,514

1,548

1,548

1,514

1 1^4

1,568

1,568

1,596

1,568

1,568

1,537

717

1,117

077

997

1,850

1,038

1,073

946

QOQ

718

669

946

881

958

909

832

895

922

903

881

880

935

886

948

923

882

872

939

894

941

951

934

1,010

1,085

1,085

1,065

873

906

906

909

966

1,040

1,146

Nov.

1 OftS

1,888

1,861

1,839

1,814

1,141

1, 141

1,118

978

1,078

1,053

1,053

1,040

1,040

1,053

1,053

1,061

1,059

1,006

1,052

1,025

988

988

1,014

1,014

1,014

1,036

991

1 fU7

1,116

732

618

1,228

1,162

553

877

1,024

866

1,239

1,436

1,373

1,310

1,310

1,291

1,274

1,212

1,071

998

1,035

1,050

1,107

1,160

1,053

980

874

824

860

893

923

952

1,090

1,140

Dec.

1,757

1,771

1,910

2,108

2,108

2,098

809

1,070

1 049

1 049

1,070

Q7A

954

941

941

941

* 894

869

854

840

797

786

760

74fi

716

703

692

692

668

647

629

618

1,129

1,118

1,118

1,118

1,118

1,117

1,117

1,117

1,076

1,050

1,050

1,063

1,067

1,110

1,089

1,077

1,057

1,046

1,035

1,029

1,020

1,020

1,056

1,112

1,099

1,099

1,099

1,099

1,089

1,089

1,162
100 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Androscoggin River at Errol dam, New Hampshire, for 1905-1909. 

[Drainage area, 1,095 square miles.]

Month.

1905.

January....................................... 1,850

February...................................... 1,490

March......................................... 1,020

April.......................................... 3,790

May........................................... 6,050

June.......................................... 2,710

July........................................... 2,940

August........................................ 1,620

September.................................... 1,430

October....................................... 1.440

November..................................... 1,490

December..................................... 1,230

The year................................ 6,050

1906. =====

January....................................... 1,240

February...................................... 1,270

March......................................... 1,100

April.......................................... 3,500

May........................................... 6,320

June.......................................... 6,000

July........................................... 2,280

August........................................ 1,470

September.................................... 1,370

October....................................... 1,720

November..................................... 1,130

December..................................... 1,010

The year................................ 6,320

1907. 

January....................................... 1,130

February...............................-...._.. 1,150

March......................................... 1,250

April.......................................... 3,560

May........................................... 7,430

June.......................................... 2,610

July........................................... 2,250

August........................................ 1,800

September.................................... 1,560

October....................................... 3,010

November.................................... 8,760

December..................................... 2,110

The year................................ 7,430

1908. ======

January....................................... 1,640

February...................................... 1,320

March.......................................... 2,490

April.......................................... 6,800

May........................................... 7,590

June.......................................... 6,260

July........................................... 1,750

August........................................ 1.280

September.................................... 1,730

October....................................... 1,850

November..................................... 1,170

December..................................... 1,070

The year................................ 7,590

1909. =

January....................................... 961

February...................................... 864

March......................................... 961

April.......................................... 6,880

May........................................... 9,420

June.......................................... 6,690

July........................................... 2,160

August........................................ 1,540

September..................................... 1,380

October....................................... 1,150

November..................................... 1,440

December..................................... 1,160

The year................................ 9,420

Discharge in second-feet.

Maximum. Minimum.

1,420

1,040

602

616

1,880

1,650

1,200

1,250

1,070

1,060

1,170

812

602

810

880

840

443

2,820

2,290

1,410

1,240

1,150

862

702

876

443

1,030

937

994

944

2,450

2,010

1,620

1,390

1,170

904

1,810

1,460

904

1,540

1,510

1,840

1,180

3,360

1,450

1,170

830

1,030

669

618

618

565

726

798

788

2,620

1,720

1,250

1,210

467

832

553

1,020

Mean.

1,570

1,240

757

1,490

3,600

2,180

1,780

1,400

1,280

1,350

1,380

1,160

1,600

1,160

1,130

915

1,390

5,060

3,630

1,560

1,330

1,230

1,320

995

939

1,720

1,090

1.070

1,090

1,230

4,980

2,330

1,880

1,550

1,480

1,470

3,740

1,760

1,970

1,590 

],760 

1,940 

2,390 

5,930 

3,080 

1,390 

1,120 

1,360 

1,320 

1,040 

844

760

767

874

3/310

6,200

3,170

1,410

1,370

1,220

941

1,070

1,080

Per 

square 

mile.

1.44 

L14 

.69 

1.36 

3.29 

].99 

1.63 

1.27 

1.17 

1.23 

1.26 

1.06

1.06

1.03

.84

1.27

4.62

3.32

1.42

1.21

1.13

1.21

.91

.86

1.57

1.00

.97

1.00

1.12

4.54

2.13

1.72

1.41

1.35

1.34

3.42

1.61

1.80

1.46

1.60

1.77

2.18

5.41

2.81

1.27

1.02

1.24

1.20

.95

.77

1.81

.69

.70

.80

3.02

5.67

2.89

1.29

1.25

1.12

.86

.98

467 1,850

Run-off 

(depth in 

inches on 

drainage
NORTH ATLANTIC COAST. 101

ANDROSCOGGIN RIVER AT RUMFORD FALLS, MAINE.

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 Co., 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.

Daily discharge, in second-feet, of Androscoggin River at Rumford Falls, Maine, for 1909.

Day.

1............

2... .........

3............

4............

5............

6............

7............

8............

9............

10............

11............

12............

13............

14............

15. ...........

16............

17............

18............

19............

20. ...........

Jan.

931

949

o837

824

919

2,172

3,138

2,077

1,795

ol7 564

1,433

1,437

1,268

1,200

1,282

1,342

ol,245

1,062

1,247

1,182

Feb.

1,051

1,084.

1,019

1,052

1,032

1,070

ol, 172

1,359

1,377

1,294

1,305

1,246

1,237

ol, 198

1,087

1,197

1,112

1,113

1,098

1,413

Mar.

2,203

2,221

2,088

2,008

1,942

1,873

«1,836

1,744

1,767

1,722

1,706

1,740

1,692

al,662

1,546

1,685

1,518

1,479

1,472

1,489

Apr.

2,093

2,110

2,200

02,252

2,558

3,481

5,977

10,241

7,825

5,741

o5,007

4,162

5,559

16,759

23,622

20,660

16,822

o!5, 165

16, 959

20,040

May.

6,599

06,515

6,528

6,878

8,104

8,215

8,878

8,928

09,948

12, 472

14,639

14, 532

13,295

12,701

12,698

<»13,033

16,094

14,678

13,043

11,802

June.

7,268

7,331

7,612

6,417

5,788

a5,893

5,022

4,569

4,390

4,174

3,811

3,612

o3,483

3,683

3,598

3,285

3,330

4,034

3,753

03,223

July.

2,288

2,537

2,603

02,105

2,065

1,927

2,015

1,541

1,584

1,592

ol,653

1,558

1,792

1,817

1,752

1,563

1,798

02,278

1,929

1,798

Aug.

ol,575

1,440

1,616

1,465

1,637

1,683

1,751

ol.665

1,746

1,757

1,719

1,683

1,704

1,705

ol,758

1,685

1,836

1,865

1,994

1,836

Sept.

1,456

1,789

1,667

1,481

ol,262

1,309

1,611

1,688

1,459

1,488

1,640

ol,471

1,529

1,452

1,411

1,459

1,620

1,522

ol,133

1,242

Oct.

2,428

1,832

ol,746

1,875

1,847

1,559

1,562

1,581

1,576

ol,451

1,422

1,514

1,682

1,658

1,581

1,540

ol,481

1,554

1,488

1,507

Nov.

1,380

1,570

1,760

1,950

1,935

1,728

ol,622

1,558

1,710

1,762

1,627

1,507

1,663

11,540

1,565

1,626

1,568

1,678

1,608

1,559

Dec.

1,384

1,986

2,171

2,040

ol,833

1,848

1,846

1,801

1,526

1,382

1,289

ol,287

1,165

1,344

1,626

1,865

1,656

1,571

ol,517

1,501

a Sunday.
102 SURFACE WATER SUPPLY, 1909, PAET I.

Daily discharge, in second-feet, of Androscoggin River at Rumford Falls, Maine,

for 1909 Continued.

Day.

21............

22............

23............

24............

25............

26............

27. ...........

28. ...........

29. ...........

30............

31............

Jan.

1.212

1,218

1,260

al,316

1,380

1,443

1,344

1,325

1,234

1,204

ol, 133

Feb.

o4,669

3,127

2,523

2,342

2,418

2,567

02,308

Mar.

ol,392

1,365

1 448

M88

1,488

1 fifiO

2,081

2,160

Apr.

16,765

15,336

1 C OftO

14,182

9,715

8,461

8,825

8

CCO

7,819

May.

9,838

« 8, 217

7,833

8,063

8,414

7,578

7,352

9,514

o8,528

June.

2,947

3,056

2

QOO

2,843

2,697

2,643

02,278

2,048

2

100

2,032

July.

1,762

1,780

1,708

1 779

ol,750

1 700

1 797

1,613

1 480

1,533

1,635

Aug.

1,805

ol,753

1,607

1,656

1,539

1

C9O

1,486

1,508

ol,394

1,308

1,490

Sept.

1,580

1,425

1,368

1,405

1,419

ol,396

1,770

4,692

7,874

3,285

Oct.

1,448

1,495

1,588

«1,607

1,635

1,708

1,730

1,706

1,651

1,499

«1,453

Nov.

ol,582

1,648

1,818

1,762

1,698

2,748

2,518

o2. 192

2,228

2,024

Dec.

1,668

1,503

1,542

1,502

1,534

ol,347

1,575

1,589

1,488

1,438

1,408

a Sunday.

Monthly discharge of Androscoggin River at Rumford Falls, Maine, for 1909. 

[Drainage area, 2,090 square miles.]

Month.

April. . ........................................

June...........................................

July...........................................

Discharge in second-feet.

Maximum.

3,140 

4,670 

2,220 

23,600 

16,100 

7,610 

2,600 

1,990 

7,870 

2,430 

2,750 

2,170

23,600

Minimum.

824 

1,020 

1,190 

2,090 

6,520 

2,030 

1,480 

1,310 

1,130 

1,420 

1,380 

1,160

824

Mean.

1,350 

1,640 

1,750 

10,200 

10,100 

4,000 

1,830 

1,650 

1,860 

1,630 

1,770 

1,590

3,280

Per 

square 

mile.

0.646 

.785 

.837 

4.88 

4.83 

1.91 

.876 

.789 

.890 

.780 

.847 

.761

1.57

Run-off 

(depth in 

inches on 

drainage 

area).

0.74 

.82 

.96 

5.44 

5.57 

2.13 

1.01 

.91 

.99 

.90 

.94 

.88

21.29

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 436 square 

miles, and at the mouth of the river 616 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 tidewater 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
frOKTH ATLANTIC COAST. 103

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 20 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.

PRESTJMPSCOT RIVER AT OUTLET OF SEBAGO LAKE, MAINE.

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 of 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 besn 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.
104 SURFACE WATER SUPPLY, 1909, PART I.

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.

The maximum daily discharge occurred March 6, 1896, and was 

13,800 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, Maine,

for 1909.

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...............

27...............

28...............

29. ..............

30. ..............

31...............

Jan.

533

542

o342

533

533

533

533

542

525

o333

533

533

533

533

533

527

o333

533

533

533

533

533

o283

533

533

coo

525

o342

Feb.

517

530

530

530

530

530

o258

600

600

592

600

592

592

600

600

600

600

617

558

o300

542

542

442

567

542

Mar.

700

717

692

717

717

650

0375

750

767

767

717

767

667

747

692

708

658

0317

7fMl

683

650

567

408

017

ol92

500

000

Apr.

417

425

508

o267

542

533

467

408

417

400

«317

525

608

417

^00

ol83

550

550

KA<)

542

ccn

617

coo

May.

ccn " 0217

608

650

692

725

742

650

717

733

742

775

783

70&

a 358

583

650

683

683

KQO

775

750

7QQ

7cn

7OC

617

o!33

Ken

June.

700

733

725

725

708

o333

750

750

750

750

725

o375

742

750

750

750

658

"333

742

7cn

767

742

0342

7cn

750

July.

750

750

633

o42

192

700

742

750

. 733

658

o225

750

750

750

750

750

683

o342

750

750

750

7W

750

697

0325

745

7Kfl

747

738

667

Aug.

1367

752

747

753

753

752

667

0317

747

753

720

695

693

627

0330

690

693

695

700

700

650

693

690

703

703

fi47 0335

700

697

Sept.

698

692

705

640

o356

675

683

695

693

703

650

0400

692

690

700

683

698

653

o407

707

693

717

693

0400

fiQC

478

472

Oct.

675

657

o369

698

700

705

703

705

640

0312

703

703

708

687

703

648

0358

700

697

695

695

692

653

o442

718

697

708

693

700

658

0473

Nov.

717

720

723

707

713

645

ol88

712

700

712

697

712

653

0542

718

707

702

703

707

687

o508

717

708

700

692

685

657

o416

703

708

Dec.

705

707

712

658

»400

707

708

712

707

707

677

o363

720

613

612

643

653

614

o548

637

648

645

687

703

707

0439

670

672

672

668

667

a Sunday.

Monthly discharge of Presumpscot River at outlet of Sebago Lake for Maine. 

[Drainage area, 436 square miles.]

Month.

January. ................. ...

June. ........................... ...

July...........................................

August ....................

October. .................

November. ........................... ....

December. .......... ....

Discharge in second-feet.

Maximum.

542 

617 

767 

633 

783 

767 

750 

753 

733 

718 

723 

720

783

Minimum.

 283 

258 

192 

183 

133 

333 

42 

317 

356 

312 

188 

363

42

Mean.

500 

517 

606 

488 

614 

680 

649 

648 

635 

642 

662 

645

607

Per 

square 

mile.

1.15 

1.19 

1.39 

1.12 

1.41 

1.56 

1.49 

1.49 

- 1.46 

1.47 

1.52 

1.48

- 1.39

Run-off 

(depth in 

inches on 

drainage 

area).

1.33 

1.24 

1.60 

1.25 

1.63 

1.74 

1.72 

1.72 

1.63 

1.70 

1.70 

1.71

18.97
NORTH ATLANTIC COAST. 105

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.

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 on Saco River, and at Biddeford and 

Saco are the important developments of the Saco Water Power Co., 

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.

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 information concerning the daily distribution of the flow of Saco River. Since 1904 

it has been maintained by the United States Geological Survey.
106 SUEPACE WATER SUPPLY, 1909, PAKT I.

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 observations are discontinued. Conditions 

for 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 datum of the chain gage attached to the bridge has remained 

the same during the maintenance of the station. Discharge measurements are made from the bridge or by wading.

The following discharge measurement was made by wading by 

D. M. Wood:

September 7, 1909; width, 135 feet; area, 157 square feet; gage height, 3.49 feet; 

discharge, 232 second-feet.

Daily gage height, infect, ofSaco River near Center Conway, N. H.,for 1909. 

[Fred Masterton, observer.]

Day.

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...............:..............

Mar.

.......

-------

4.54

Apr.

4.34

4.35

4.37

4.55

5.17

7.08

' 8.56

6.93

6.16

5.64

5 48

5.93

10.69

12.26

9.92

8.92

8 m

8.33

8

KO

8.26

7 4.ft

7.10

6.76

- 6.43

6.75

6.33 

6.38

May.

6.12

6.30

6.13

6.50

6.98

6.78

7.62

7.18

7.14

6.65

8.06

7.82

7.29

7.17

7.92

7.27

8.82

7.60

7.20 

6.90

6.22

5.97.

5.82

5.51

5.45

6.51 

5.86

5.52

June.

5.34

5.08

4.96

4.94

4.76

5.34

4.88

4.67

4.52

4.44

4.43

4.35

4.23

4.28

4.27

4.09

4.11

5.73

5.22 

4.64

4.35

4.36

4.13

4.09

4.00

3.95

3.85

3.86

3.77 

3.74

July.

3.68

3.67

3.80

3.93

3.89

3.75

3.73

3.65

3.59

3.54

3.51

3.53

3.49

3.47

3.33

3.41

4.09

3.66

3.55 

3.49

3.48

3.45

3.43

3.64

3.85

3.63

3.49

3.44

3.35 

3.32

3.33

Aug.

3.30

3.24

3.24

3.25

3.28

3.30

3.23

3.22

3.18

3.16

3.16

3.16

3.16

3.18

3.16

3.24

3.40

3.59 

3.43

3.31

3.24

3.22

3.15

3.14

3.14

3.15

3.18

3.17 

3.16

3.14

Sept.

3.19

3.76

3.49

3.36

3.32

3.63

3.54

3.26

3.28

3.26

3.27

3.28

3.24

3.21

3.20

3.20

3.20

3.16

3.14 

3.13

3.12

3.10

3.12

3.16

3.20

3.23

3.60

5.68

5.96 

5.14

Oct.

4.46

4.18

4.57

4.16

3.93

3.79

3.70

3.64

3.58

3.54

3.50

3.55

4.00

3.78

3.70

3.73

3.63

3.61

3.57 

3.54

3.50

3.57

3.69

3.73

3.72

3.69

3.62

3.60

3.57 

3.55

3.52

Nov.

3.50

3.51

3.57

3.80

3.76

3.64

3.56

3.53

3.54

3.57

3.52

3.51

3.52

3.52

3.52

3.50

3.56

3.69

3.65 

3.59

3.52

3.54

3.60

3.64

4.07

4.98

4.28

4.04

4.14 

4.46

Dec.

4.10

4.17

3.89

3.74

3.74

3.76

3.69

3.72

3.60

4.02

4.40

4.61

4.43

------

NOTE. River frozen Jan. 1 to Mar. 30 and Dec. 11 to 31; also backwater due to ice Dec. 10 to 31.
NOETH ATLANTIC COAST. 107 

Daily discharge, in second-feet, of Saco River near Center Conway, N. H.,for 1909.

Day.

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.....................................

Apr.

581

586

641

S97

698

1,100

2,890

5,000

2,710

1,910

1,460

1,330

1,700

8,980

12,300

7,440

S,600

4,920

4,630

8,240

4,930

4,060

4,S20

3,390

2,910

2,530

2,180

2,S20

2,080

2,130

May.

1,870

2,050

1 880

2,250

2,770

2,S50

3,S80

3,010

2,960

2,410

4,210

3,860

3,140

2,990

4,000

3,120

S,430

3,S60

3,030

2,680

2,290

1,970

1,740

1,S60

1,610

1,360

1,310

1,500

2,260

1,640

1,360

June.

1,230

1,040

9S7

944

827

1,230

904

771

681

635

630

S86

525

550

54S

4S9

468

1,S30

1,140

752

586

592

477

459

420

400

360

363

329

318

July.

296

292

340

391

375

322

314

286

26S

248

238

245

232

226

184

207

4S9

289

252

232

229

220

213

282

360

278

232

216

190

182

184

Aug.

176

166

161

161

164

171

176

158

156

147

142

142

142

142

147

142

161

204

265

213

179

161

1S6

140

138

138

140

147

144

142

138

Sept.

149

325

232

193

182

278

248

166

171

166

168

171

161

154

151

151

151

142

138

136

133

129

133

142

151

158

268

1,490

1,730

1,080

Oct.

647

SOI

710

491

391

336

303

282

261

248

23S

252

420

333

303

314

278

272

258

248

23S

258

300

314

310

300

27S

268

258

2S2

242

Nov.

235

238

340

325

282

25S

245

248

258

242

238

242

242

242

23S

25S

300

286

265

242

248

268

282

450

971

550

437

482

647

Dec.

463

496

375

318

300

310

268

NOTE. The above daily discharges are based on a rating curve well denned between discharges 176 and 

5,740 second-feet.

Monthly discharge of Saco River near Center Conway, N. H.,for 1909. 

[Drainage area, 385 square miles.]

Month.

July....................................

Discharge in second-feet.

Maximum.

12,300 

5,430 

1,530 

459 

265 

1,730 

710 

971 

4%

12,300

Minimum.

581 

1,310 

318 

182 

138 

129 

235 

235

Mean.

340 

350 

700 

3,490 

2,580 

690 

267 

160 

302 

326 

327 

274

816

Per 

square 

mile.

0.883 

.909 

1.82 

9.06 

6.70 

1.79 

.694 

.416 

.784 

.847 

.849 

.712

2.12

Run-off 

(depth in 

inches on 

drainage 

area).

1.02 

.95 

2.10 

10.11 

7.72 

2.00 

.80 

.48 

.87 

.98 

.95 

.82

28.80

Accuracy.

D. 

D. 

D. 

A. 

A. 

A. 

A. 

B. 

B. 

A. 

A. 

C.

NOTE. The discharge January, February, and March, taken as 25 per cent of the discharge at West 

Buxton. These values are probably not excessive, since they show a much lower rate of run-off per square 

mile than Pemigewasset at Plymouth, with which this station usually compares very favorably. Discharge Dec. 10 to 31 based on climatological data. December compares very favorably with the December record at Plymouth and West Buxton. Mean discharge Dec. 10 to 31, 241 second-feet.
108 SUEFACE WATEE SUPPLY, 1909, PART I.

SACO RIVER AT WEST BUXTON, MAINE.

During October, 1907, a hydroelectric plant was completed at 

West Buxton, Maine, by the Portland Electric Co. 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.

Daily discharge, in second-feet, of Saco River at West Suxton, Maine, for 1909.

Day.

1.............

3.............

4.............

5.............

6.............

7.... .........

8.............

9.............

10.............

11.............

12. ............

13.............

15.............

16.............

17.............

18.............

19.............

20.............

21.............

22.............

23.............

24.............

25. ............

26.............

27.............

28.............

29.............

30. ............

31.............

Jan.

515

0379

601

707

1,092

2,190

1 941

1,901

ol,722

1 711

1,769

1,662

1,775

1,503

oi,543

1,546

1,403

1,339

1,365

1,218

1,262

1,320

1,218

1,169

1,326

1,262

1,164

ol,001

Feb.

1,345

1 119

l'l91

1,122

1,102

0923

1,307

1,001

1,045

1,071

1,062

«995

1,134

916

843

1,134

1,094

1,232

ol,203

1,874

1,932

2,143

2,677

2,693

02,588

Mar.

2,513

2,318

2

OQQ

1 994

1 884

1,848

1 CQQ

1 419

1 549

1,463

1 AK1

1,509

1 QW

1 788

2,199

2,041

ol,770

 2, 198

1,971

2,233

5

Q1 Q

7,387

6,714

6,518

6,885

Apr.

6 484

6 110

6,579

6,708

7,575

8

QAQ

9,872

10, 795

10,081

9 662

10,357

13,278

16,805

1Q AX1

17 ono

16, 817

15, 814

14 540

Oiq 4fio

10, 181

9,805

9

or;7

May.

8 QfiA

8

KAO

8,028

7 ftfiO

7

KOQ

7,176

6 990

o6,744

7,050

7

olq

7,886

8,425

07,939

8,836

8,836

8,856

8,618

«7,329

7 937

6,712

R (wo

5,624

5,804

05,452

5,536

June.

5,041

4,221

4,414

3,953

o3,481

3,893

3,345

3,126

2,790

°2 367

2,594

2,325

2,137

2,171

2,431

2,811

«2,389

2,928

2,882

2,750

2,552

2,491

2,222

ol,798

'1,896

1,777

1,621

July.

1,475

1,660

« 1,235

1 311

1,659

1,496

1 t%¥7

1,229

1,162

871

1 3dP\

996

1,013

1,013

a- 545

1,386

1,233

1,197

1,277

1,255

1,377

«982

1,168

1,291

1,211

1,087

Aug.

o891

737

1,082

917

739

814

870

a PLid

738

956

910

814

885

808

«555

773

842

842

793

803

810

« 612

863

894

851

923

774

0548

750

Sept.

730

435

650

0493

505

787

747

753

762

755

ol,146

787

264

514

463

694

663

o488

448

575

664

635

646

616

415

747

1,354

1,739

Oct.

2,197

2,159

1,698

02,119

1,918

1,751

1,734

1,591

1,407

ol,052

1,379

1,317

1,119

1,134

1,088

1,088

0949

874

1,130

1,014

976

890

1,042

0841

835

1,098

994

1,037

982

967

o815

Nov.

679

1,010

862

905

914

892

o663

849

979

929

833

851

826

0583

801

889

882

747

738

823

0454

529

927

833

1,132

, 1, 149

1,493

1,293

Dec.

1,293

1,159

1,089

1,288

0903

1,507

1,295

1,371

1,326

1,068

1,082

«613

1,116

1,260

1,354

1,253

1,253

1,221

1,366

1,215

1.138

1,204

1,093

1,052

1,193

1,045

928

913

878

o Sunday.

Monthly discharge of Saco River at West Buxton, Maine, for 1909. 

[Drainage area, 1,550 square miles.]

Month.

May...........................................

July............................................

Discharge in second-feet.

Maximum.

2,190 

2,690 

7,390 

20,800 

8,950 

5,040 

1,660 

1,080 

1,740 

2,200 

1,490 

1,510

20,800

Minimum.

379 

843 

1,190 

6,130 

5,450 

1,620 

545 

544 

264 

815 

454 

613

264

Mean.

1,340 

1,410 

2,790 

12,000 

7,490 

2,890 

1,210 

799 

686 

1,260 

874 

1,130

2,820

Per 

square 

mile.

0.865 

.910 

1.80 

7.74 

4.83 

1.86 

.781 

.515 

.443 

.813 

.564 

.729

1.82

Run-off 

(depth in 

inches on 

drainage 

area).

1.00 

.95 

2.08 

8.64 

5.57 

2.08 

.90 

.59 

.49 

.94 

.63 

.84

24.71
NOETH ATLANTIC COAST. 109 

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 flowing southwestward from Lake Winnepesaukee; the 

Pemigewasset is the outlet of Profile Lake in Franconia, N. H., 50 to 

60 miles north of Franklin, and less than 10 miles from Mount Washington. From Franklin the Merrimac flows southward for about 60 

miles, crosses into Massachusetts, and 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. Of its 5,015 square miles of drainage area, 

about 1,200 square miles are in Massachusetts, 212 square miles lying 

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 rivers. 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; at Franklin the river is at an elevation of about 270 feet. The upper portion of the basin is rough 

and mountainous and very largely in forest. Below Franklin the 

country is more uniform in topography and largely in farm land.

The main river flows in reaches of moderate slope separated by 

falls over ledge rock. It is navigable as far as Haverhill, and for 

small boats as far as Lawrence.

The mean annual rainfall in this basin is about 42 inches, ranging, 

from about 46 inches at Lowell to about 38 inches at Plymouth, but 

is probably much greater in the mountainous regions near the head 

of the Pemigewasset 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 basin of the Merrimac 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 Winnepesaukee next to Moosehead Lake the largest 

body of water in New England which has about 4 feet of available 

depth of storage, corresponding to somewhat less than 8,000,000,000 

cubic feet. Squam Lake, tributary to the Pemigewasset through 

Squam River at Ashland, is nearly 15 square miles in area. Newfound Lake, with about half the water area of Squam Lake, is also
110 SURFACE WATER SUPPLY, 1909, PART I.

tributary to the Pemigewasset. The storage on all of these lakes, 

besides numerous smaller ones, is controlled by users of water power 

on the river and greatly improves the regimen of low-water flow. 

In a general way, the most favorable opportunities for storage on the 

Merrimac are being utilized, but in the upper portions of the drainage 

basin there are still many unutilized reservoir sites.

The Merrimac is world-famous for its developed water powers. 

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 sites 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. The longest 

available run-off record of flow on the Merrimac is that at Lawrence, 

extending back to 1890; the driest year was 1893; the wettest 1890; 

the total flow during these two years was about in the ratio of 1 

to 1.93.

PEMIGEWASSET RIVER AT PLYMOUTH, N. H.

This station is located at the covered 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 daily distribution of 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 & Canals Co., 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 datum of the chain gage, which is attached to the upstream 

side of the bridge, has remained the same during the maintenance of 

the station. The datum of the staff gage belonging to the Locks & 

Canals Co., which is located about 40 feet above the bridge and on 

the same side of the river as the chain gage, is 1.1 feet higher than 

the chain-gage datum. All gage readings are reduced to chaingage datum. It is believed that there is relatively little difference 

between the relations of the two gages to the discharge. Discharge 

measurements are made from the bridge at ordinary and high stages. 

At low water the left channel is measured by wading. 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.

Prior to 1903 a record of gage heights at Plymouth was obtained 

by the Locks & Canals Co. extending back to 1886, and estimates of
NORTH ATLANTIC COAST. Ill

discharge of the river were made covering this period and published 

in Water-Supply Paper 124, pages 97-101. At the time of publishing 

these estimates of discharge it was believed that conditions of flow 

were stable. Two quite radical changes in conditions of flow have 

since occurred, one in 1905 and one in 1910, the discharges at a stage 

of 1.2 feet having varied as follows: 1904, discharge 110 second-feet; 

1905, discharge 158 second-feet; 1910, discharge 210 second-feet (provisional) . Hence these earlier estimates of discharge should be used 

with caution for low stages, although they are probably essentially 

correct for medium and high stages.

The following discharge measurement was made by D. M. Wood:

September 11, 1909: Width, 164 feet; area, 309 square feet; gage height, 1.36 feet; 

discharge, 251 second-feet.

Daily gage height, in feet, of Pemigewasset River at Plymouth, N. H.,for 1909. 

[Frank Morton, observer.]

Bay.

1...............

2...............

3...............

4...............

5...............

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.

1.85

1.75

2.2

2.1

8.25

5.95

4.1

3.1 

3.45

3.35

3

n

2.95

2.95

2.7

2.5

3 1

3.1

3.35

3.25

"3.'5"

3.7 

3.6

3.2

Feb.

3

n

2.95

2.95

2.6

2.35

2.2

3.95

3.7 

3.5

3.2

3.1

3

1

3.45

3.35

3.25

3.2 ? 1

3.25

7.1

5.5

5.35 

5.85

5.2 

4.85

Mar.

4.25

4.1

3.95

3.7

3.25

3.6 

3.6

3.5

3.35 

3.2

3.45

3.5

3.5

3.25

3.1

2.95

2.85

2.75

3.95 

4.95

4.6

4.35

Apr.

3.75

4.2

4.1

7.7

10.45

7.1 

5.25

4.95

4 7

9.95

14.95

11.85

8.85

7 dl

12.6

7.35

7.5

6.1

5.2 

4.85

5.25

5.2

4.5

May.

4.45

5.85

"6."75~

6.25

^ 9

4 95

7.6

6.2

5 95

4 1

4.45

3.85 

3.5

3.25

3.1

A £

3.7

June.

3

OC

3.0

2.85

2.75

2.6

3.35

3.1

2.7 

2.5

2.45

2.35

2.45

2.35

2.25

2.2

4.45

4.45

2.75

2.35

2.25

2.2 

2.1

2.1

1.85

1.85

July.

1.85

1.7

1.75

2.0

1 95

1.75

1.85

1.7 

1.75

1.7

1.5

1.5

1.35

1.45

1.5

1.45

1.45

1.35

1.35

1.45 

1.6

1.45

1.25

1.25

.9

Aug.

1.25

1.2

1.25

1.25

1 1

1.45

1.35 

1.35

1.5

1.25 

1.35

1.25

1.2

1.2

1.45

1.6

1.45

1.6

1.45

1.35 

1.25

1.25 

1.35

1.2

1.35

1.2

Sept.

1.45

1.5

1.6

1.7

1.6

1.5 

1.45

1.45

1.45

1.35

1.35

1.25

1.35

1.25

.8

1.2

1.2

1.35 

1.35

2.2

5.95

3.1

Oct.

2.25

2.1

2.2

2.0

1.95

1.85

1.75

1.7

1.7 

1.75

1.85

1.7

1.6

1.7

1.6

1.5

1.5

1.6

1.85

"i.'75"

1.7 

1.7

1.6

1.7

Nov.

1.5

1.45

1.6

1.85

1.75

1.7

1.7

1.6

1.6

1.6 

1.5

1.5

1.45

1.7

1.85

1.75

1.5

1.6

1.95 

1.85

3.2

2.2

2.25

Dec.

1.95

2.0

1.85

2.0

1.95

1.95

1.85

1.85 

1.75

1.75 "i.T

1.75

1.85

1.85

1.75

1.95

2.0

2.0

2.1

2.1

2.2 

2.0

"2~6~

1.95

1.85

1.85

2.7

NOTE. Gage heights reduced to chain-gage datum. Ice conditions prevailed from Jan. 1 to about 

Mar. 25, and from about Dee. 16 to 31. 

Gage heights below the Locks and Canals gage zero July 31 and Sept. 21, and estimated.
112 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge in second-feet, of Pemigewasset River at Plymouth, N. H.,for 1909.

Day.

1. ..................

2...................

4...................

5...................

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...................

Mar.

2,300

3,230

3,020

2,740

Apr.

2,460

2,040

2,090

2,330

2,570

2,460

7,780

13,500

6,680

3,820

3,630

3,440

3,140

12,400

23,400

16,500

10,100

9,700

7,310

8,200

9,260

7,130

7,400

5,020

4,390

3,760

3,320

3,820

2,900

May.

2,620

2,730

2,840

2,840

4,290

3,440

5,020

4,640

5,360

6,080

7,590

5,250

3,760

3,440

4,430

6,010

7,590

5,170

4,800

4,500

2,460

2 840

2,520

2,190

1 840

1 600

1,460

2,040

June.

1,600

1,370

1,240

1,150

1,030

1,800

1,690

1,460

1,110

9(jp

910

832

871

910

832

760

725

2,840

2,840

2,000

1,150

832

760

725

655

503

July.

*503

420

448

519

590

550

448

503

420

448

434

420

370

322

322

257

300

311

322

322

300

300

257

257

278

300

370

300

218

218

115

Aug.

166

218

200

218

218

322

300

278

257

257

322

218

257

218

209

200

200

300

370

300

370

335

300

257

218

218

257

200

228

257

200

Sept.

300

322

370

322

322

322

420

370

322

300

300

311

322

300

257

257

218

257

238

218

90

200

200

257

257

290

322

725

4,800

1,460

Oct.

760

655

750

725

590

560

560

503

448

434

420

420

448

503

420

370

395

420

370

322

322

370

503

476

448

420

420

370

370

420

371

Nov.

322

322

300

370

503

448

434

420

420

370

370

370

322

322

322

300

420

503

448

420

371

322

370

560

503

1,550

1,150

938

725

760

Dec.

560

590

503

590

575

560

560

503

503

448

448

434

420

448

NOTE. Daily discharge based on a rating curve well defined between discharges 200 and 15,000 secondfeet.

Discharge interpolated for days when the gage height is not given, except June 6 and Oct". 3, which are 

estimated on the basis of Saco River at Center Conway.

Monthly discharge of Pemigewasset River at Plymouth, N. H., for 1909. 

[Drainage area, 615 square miles.]

Month.

February. ........................

March. ...............................

July. ...................................

October. ................. .....

December. ............ .

The year. ..................

Discharge in second-feet.

Maximum.

3,440

23,400 

7,590 

2,840 

590 

370 

4,800 

760 

1,550 

590

23,400

Minimum.

2,040 

1,460 

503 

115 

166 

90 

322 

300

90

Mean.

677 

830 

1,100 

6,780 

3,750 

1,130 

360 

254 

488 

470 

486 

387

1,390

Per 

square 

mile.

1,10 

1.35

1.79 

11.0 

6.10 

1.84 

.585 

.413 

.793 

.764 

.790 

.629

2.26

Run-off, 

(depth in 

inches on 

drainage 

area).

1.27 

1.41

2.06 

12.29 

7.03 

2.05 

.67 

.48 

.88 

.88 

.88 

.73

30.63

Accuracy.

D. 

D. 

D. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

NOTE. Discharge during the frozen periods based on climatological data and the discharge at Franklin 

Junction and Center Conway. 

Mean discharge Mar. 1 to 25, estimated, 660 second-feet; Dec. 15 to 31, estimated, 284 second-feet.
NORTH ATLANTIC COAST. 113

MERRIMAC RIVER AT FRANKLIN JUNCTION, N. H.

This station, which is located at the wooden bridge near Franklin 

Junction, about 1 mile below the union of Pemigewasset and Winnepesaukee rivers, was established July 8, 1903.

Since June 30, 1907, gage heights at this point have been furnished by the Locks & Canal Co., of Lowell, Mass.

The records at this station, in conjunction with those at Garvins 

Falls and Lawrence, furnish fairly complete information regarding 

the daily distribution of flow of the main river.

There are dams on both Pemigewasset and Winnepesaukee 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 chain gage attached to the railroad bridge has 

remained the same since the establishment of the station. Discharge 

measurements are made from the bridge.

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 by D. M. Wood:

September 10, 1909; width, 213 feet; area, 756 square feet; gage height, 4.11 feet; 

discharge, 1,200 second-feet.

Daily gage height, in feet, of Merrimac River at Franklin Junction, N. H., for 1909.

[F. R. Roers, observer.]

Day.

1...............

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.

3

QC

4.52

8.88 

5.90

4.75 

4.60

4 4.1

4.38 

4.45

4.50

4.78

5.00

"1" 82"

4.75 

4.70

4.62 

4.70 

4.52 

4.48

Feb.

4.42 

4.65 

4.55 

4.52

4.50

4.55

"4." 72 ~ 

4.65

4.78

4.75 

4.88

4.68

4.48

4.48

4.55

4.52

4.68

~~7.~ is"

6.22

5.88

6.10 

6.18

6.12

Mar.

6.02 

5.72 

5.55

5.05

4.88

4.60" 

4.68

4.58

4.58

4.58

4.58

4.60

4.58

4.60

"Teo"

4.52

4.72

6.30

"6."02" 

5.95 

16.15

Apr.

6.18 

6.18 

6.40

7.85

10.35 

12.85 

8.65

"e.'es"

13.00 

17 60

15.75

12.45

10.00

13.45

10.85

8.85 

8.75

8.20

7.15

6.45 

6.80 

6.70 

6.60

May.

6.65 "e'.ho

6.10

6.15

6.40

6.45 

6.70

7.35

7.95

7 ^

6.55

6.15

f\ ^

8.15

7.35

6.90

6.90

6.45 

5.95

5.90

5.80 

5.75

5.70 

5.65 

5.55

"5." 45"

June.

5.30 

5.32 

5.20 

5.10

5.15

5.30 

5.15 

5.00

4.95

4.92

4.82

4

7C

4 68

4.60

5.05

4.85

4.90 

4.80 

4.75

4.52

4.50 

4.42

"438" 

4.38 

4.30

July.

4.25, 

4.28 

4.22

4.25

4.32 

4.28 

4.25

4.20

"4. is

4.20

4.15 

4.18

4.10

4.08

4.00

4.08

4.05 

4.00 

4.10

4.12

3.98

4.05 

4.12 

4.15 

4.10 

4.10

Aug.

"4." is"

4.10

4.08 

"4. Q5~

4.12

4.08 

4.05

4.08

4.00

3 95

4.00

4.15

4.12

4.12 

4.15

"4. is

4.15

4.15 

4.12

4.08 

4.05

"3." 92"

4.05

Sept.

4.10 

4.18 

4.15 

4.18

4.15 

4.15 

4.12

4.20

4.18

4.10

4.12

4.25

4.12

4.10

4. is

4.10 

4.10 

4.15

4.10

4.10 

4.08

4.22 

4.50 

6.65 

5.85

Oct.

5.48 

5.10

" "4." 92"

4.78

4.55

4.38 

4.25 

4.20

4.20

4.28

4.32

4.35

i 38

4.28

4.30

4.28

4.20

4.20

4.28 

4.20

4.30

4.28

4.30 

4.28 

4.30 

4.22

Nov.

4.28 

4.32 

4.32 

4.30

4.12

4.02 

4.10 

4.00

3.95

3.90

3.98

4.00 

4.08

4.00

4.02

3.95

3.88 

3.92 

3.88 

3.90

3.88

3.85

4.02 

4.10 

4.02 

3.95

Dec.

4.18 

4.18 

4.15 

4.18

4.22

4.20

"4." 12 

4.20

4.22

4.20 

4.18

4.18

"4."20

4.22

4.20

4.18

4.12

4.15

" "4." 20 

4.20

4.15

4.22 

4.65

4.88

" "4." 60 

4.35

NOTE. Ice conditions prevailed from about Jan. 1 to 4, Jan. 9 to Feb. 10, Mar. 1 to 5, and Dec. 5 to 31. 

Cage readings are stated by observer to be to top of ice.

90562° WSP 261 11 8
114 SUEFACE WATEE SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Merrimac River at Franklin Junction, N. H.,for 1909.

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

1Q

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

OQ

30...............

31...............

Jan.

1,000

1,710

9 fi£fl

3,830

Feb.

.......

2,020

2,200

1,920

1,780

1,650

1,650

1,650

1,740

1,710

4,050

6,180

3,800

4,180

4,320

4,220

3,800

Mar.

2,200

2,000

1,810 

1,920

1,780

1,780

1,920

1,780

1,810

1,840

1,780

1,810

1,780

1,810

1,810

1,810

1,810

1,710

1,840

1,980

3,260

4,540

4,290

4 040

3,920

4,270

Apr.

4,320

4,320

4,720

4,920

5,120

7 ^ftft

 jo fiftft

17,900

6,500

5,500

5,180

5,000

18,200

27,900

f)A nnn

17,100

14,500

11,900

1Q 9Afl

1 1 7ftft

9

KAA

9

qnn

8,200

7,160

6,120

4,810

5,460

5,270

5,080

May.

5,180

5,040

4,900

4,180

4,270

4,720

4,810

5,270 

5,880

6,500

7 700

6,500

4,990

4,270

4 630

6

OCfl

8,100

6,500

5,650

5,650

4,810

3 Q9ft

3,880

3,660

3,580

3,490

3,400

3

O4A

3,160

3,080

June.

2,840

2,870

2,680

2,530

2,600

3,000

2 840

2,600 

2,380

2,300

2,260

2

1 CA

2,140

2,120

2,020

1,920

1,810

2,460

2,160

2,200

2,230

2 ftQft

1,710

1,680

1,580

1,550

1,520

1,420

July.

1,360

1,400

1,320

1,330

1,350

1,360

1,400 

1,360

1,300

1,290

1,280

1,300

1,240

1,280

1,180

1,160

1,120

1,060

1,160

1,120

1,180

1,200

1,120

1,040

1,120

1,200

1 240

l',180

1,180

Aug.

1,190

1,210

1,230

1,240

1,280

1,180

1,160

1,140 

1,120

1,200

1,160

1,120

1,160

1,060

1,030

1,000

1,060

1,240

1,200

1,200

1,240

1,280

1,240

1,240

1,200

1,160

1,120

1,040

972

1,120

Sept.

1,180

1,280

1,240

1,280

1,270

1,250

1 240

1^240 

1,200

1,300

1,280

1,230

1,180

1,200

1,320

1,360

1,200

1,180

1,230

1,280

1,180

1,180

1,240

1,180

1,180

1,160

1,320

1,680

5,180

3,740

Oct.

3,' 130

2,530

2,400

2,260

2,060

1,740

1,520

1,360 

1,300

1,300

1,300

1 4nr>

1,450

1,480

1,520

1,400

1,410

1,420

1,400

1,300

1,300

1 /win

1,300

1,360

1,420

1,400

1,420

1,400

1,420

1,320

1,360

Nov.

1,400

1,450

1,450

1,420

1,310

1,200

1 080

1,180 

1,060

1,000

950

995

1,040

1,060

1,160

1,060

1,080

1,000

965

930

972

930

950

930

900

990

1,080

1,180

1,080

1,000

Dec.

1,280

1,280

1,240

1,280

NOTE. Daily discharges based on a rating curve which is fairly well defined. Discharges interpolated 

on days when the gage height was not recorded, except Apr. 10, 11, and 13, and June 6, which were estimated from the discharge at Garvins Falls.

Monthly discharge of Merrimac River at Franklin Junction, N. H., for 1909. 

[Drainage area, 1,460 square miles.]

Month.

July....................................

Discharge in second-feet.

Maximum.

9,560 

6,180

4,540 

27,900 

8,100 

3,000 

1,450 

1,280 

5,180 

3,130 

1,450 

1,280

27,900

Minimum.

1,710 

4,320 

3,080 

1,420 

1,040 

972 

1,160 

1,300 

900

Mean.

1,530 

2,350 

2,440 

10,000 

4,880 

2,170 

1,240 

1,160 

1,470 

1,570 

1,090 

1,050

2,580

Per 

square 

mile.

1.05 

1.61 

1.67 

6.85 

3.34 

1.49 

.849 

.795 

1.01 

1.08 

.747 

.719

1.77

Run-off 

(depth in 

inches on 

drainage 

area).

1.21

1.68 

1.92 

7.64 

3.85 

1.66 

.98 

.92 

1.13 

1.24 

- .83 

.83

23.89

Accuracy.

C. 

C. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

NOTE. Discharge during the frozen periods estimated on the basis of the discharge at Garvins Falls and 

climatological data. Mean discharge Jan. 1 to 4, estimated, 525 second-feet; Jan. 9 to 31, estimated, 1,270 

second-feet; Feb. 1 to 10, estimated, 1,260 second-feet; Mar. Ito5, estimated, 2,850 second-feet; Dec.5to31, 

estimated, 1,010 second-feet.

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
NORTH ATLANTIC COAST. 115

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 & Power Co., 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. TMs dam 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 

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 head gates 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 switchboard utilized for light and 

power. The Garvins Falls station is one of a system of three waterpower 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 original records for 1909 have been 

furnished by Hollis French and Alien Hubbard, consulting engineers 

for the power company. The computations of daily discharge were 

made by the United States Geological Survey. A number of currentmeter 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.
116 SURFACE WATER SUPPLY, 1909, PART I.

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 September 13 to 19, 1909, 

and averaged about 944 second-feet.

Daily discharge, in second-feet, of Merrimac River at Garvins Falls, N. H., for 1909.

Day.

1. ...... .......

2..............

5...--...-.....

6 .............

7....--...--...

8..............

9---..----..-..

10.. ............

11..............

12..............

13..... .........

14..............

15

16..............

17..............

18..............

19

20...........:..

21..............

23..............

24..............

25. .............

28.. ...........

29.............. 

30..............

31..............

Jan.

1,110

1,030 1749

1,040

1,070

1,940

8,510

7,100

4,430

03,470

2,910

2,650

2,050

1,780

1 860

1 800

ol,380

1,640

1,250

1,620

1,690

1,640

1,710

« 2, 190

1,950

1,910

1 990

2,050

1,740 

1,660

a2,480

Feb.

1,710

1,420

1,600

1,550

1,570

1,660

2,480

2,740

2,700

2 840

2,720

3,120

2,600

2 500

2,310

2,420

7 600

7,060

6,140

6,740

7,000

a5,770

Mar.

4,890

4,270

3,920

3,400

3,330

3,170

3,020

2,670

2,800

2

fron

2,700

2, -970

o2, 860

2,740

2,670

2,670

2,510

2,630

02,570

2,600

3,590

7,180

8,390

8,920 

8,830

Apr.

8,640

9,190

a g 660

9^590

11 200

15,000

20,900

16,500

"11,800

0 190

8,770

13 100 OQ 7nn

26, 100

«20, 800

16,900

18,500

14,500

12,600

"10,300

8,780

7,930

7 640

8,390 

7,930

May.

7,430

« 7, 770

8 97H

7,690

7,850

7,870

7,020

8,680

8,370

9

Af)C\

9,320

7,080

5,710

« 6, 060

7 200

9' 180

8,190

7,410

7,090

6,450

4,670

3,860

3,490

3,520

4,080

4,460

June.

3 1 fin

2 OCA

2,770

2,670

«3, 310

4,140

2,900

2 7,10

2,830

2,480

2,410

2,880

5,780

3,620

2,910

2,440

1,870

1,540

July.

1,950

1,410

1,190

al 550

1,'530

1,690

1,540

1,560

1,390

1,170

ol, 170

1,240

1,210

1,190

973

1,030

1,230

1,380

1,-320

1,180

1,180

1,160

"1,150

1,320

1,120

1,210

1,240 

1,140

1,240

Aug.

a 968

1,110

1,070

1, 030

1,080

1,220

9£9

1,300

1,130

1,140

994

885

a 662

1,140

1,320

1,010

969

979

967

al,000

al,350

1,050

1,070

1,150

1,030

1,000

a 906 

1,260

1,160

Sept.

1,270

981

1,060

1,100

ol, 140

1,030

1,060

1,450

1,220

1,240

1,110

1,070

985

1,030

992

1,080

a413

1,190

1,110

1,030

1,080

1,130

1,060

1,380

1,250

3,250 

4,430

Oct.

2,720

2,000

<»1, 720

1,650

1,720

1,470

1,400

962

1,430

1,160

1,090

1,280

1 640

1,080

i 9dn

1,160

1,120

1,280

a913

1,540

1,410

1,'250 

1,120

«832

Nov.

1,270

1,240

1 150

1,360

1,120

1,380

0812

1 ^9H

1,370

1,160

1 330

1,360

0708

1,240

1,230

1 9QH

1,310

1,340 1 non

a651

1,290

1,210

1,320

1,060

1,670

2,210

1,990 

1,810

Dec.

1,770

1,550

1,560

1,670

1,620

1,370

1,470

1,180

1,860

o904

1,510

1,400

1,250

1,430

1,390

1,340

0959

1,560

1 560

1,340

1,330

1,270

995

0772

1,400

1,310

1,190 

1,040

927

a Sunday.

Monthly discharge of Merrimac River at Garvins Falls, N. H.,for 1909. 

[Drainage area, 2,340 square miles.]

Month.

jffiy................... ................ ........

July...........................................

Discharge in second-feet.

Maximum.

8,510 

7,600 

8,920 

32,900 

9,400 

5,780 

1,950 

1,350 

4,430 

2,720 

2,210 

1,860

32,900

Minimum.

749 

1,420 

2,510 

7,640 

3,490 

1,540 

973 

662 

413 

832 

651 

772

413

Mean.

2,270 

3,450 

4,080 

14,200 

6,690 

2,880 

1,290 

1,060 

1,260 

1,340 

1,320 

1,350

3,430

Per 

square 

mile.

0.970 

1.47 

1.74 

6.07 

2.86 

1.23 

.551. 

.453 

.538 

.573 

.564 

.577

1.47

Run-off 

(depth, in 

inches on 

drainage 

area).

1.12 

1.53 

2.01 

6.77 

3.30 

1.37 

.64 

.52 

.60 

.66 

.63 

.67

19.82
NORTH ATLANTIC COAST.' 117 

MERRIMAC RIVER AT LAWRENCE, MASS.

Records of flow of the Merrimac at Lawrence have been kept for 

more than 50 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 Co.

The station is located at the dam of the Essex Co. 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 somewhat 

variable.

The drainage areas are as follows:

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 at 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 Sept. 21 to 27, 1908, and averaged 1,240 

second-feet.
118 STJRFAdE WATER SUPPLY, 1909, PART I.

Average weekly flow, in second-feet, of Merrimac River at Lawrence, Mass., for 1909. 

[Weeks arranged in order of amount of flow.]

Week ending Sunday.

26.................

Oct. 24..................

Aug. 15..................

Oct. 17..................

Aug. 8..................

29..................

1... ...............

July 18..................

July 25..................

July 11..................

26..................

July 4..................

19. ......... ........

Oct. 3..................

17..................

6..................

13..................

14..................

7..................

16..................

Apr. 11..................

Feb. 28..................

18..................

Weekly average. . . .

Merrimac 

River at 

Lawrence 

(total 

drainage 

area 

4,664 square 

miles).

1,321 

1,468 

1,472 

1,520 

1,563 

1,592 

1,623 

1,651 

1,661 

1,687 

1,725 

1.741 

1,752 

1,779 

1,789 

1,849 

1,870 

1,884 

1,888 

1,909 

2,004 

2,146 

2,150 

2,161 

2,338 

2,427 

2,598 

2,640 

2,657 

2,821 

2,933 

3,328 

3,728 

4,231 

4,259 

4,525 

5,194 

5,207 

5,238 

5,316 

5,607 

6,003 

8,011 

8,391 

9,506 

9,936 

10, 437 

/ 11,243 

11, 904 

13,536 

15,261 

18,352 

19, 737

4,709

Wasting into Merrimac from 

Nashua 

River at 

Clinton 

(drainage area, 

118 square 

miles).

3 

4 

4 

3 

2 

5 

2 

5 

5 

6 

2 

2 

2 

2 

5 

5 

5 

5 

5 

5 

2 

5 

2 

2 

5 

5 

2 

1 

5 

3 

5 

5 

5 

5 

5 

4 

5 

5 

4 

4 

5 

4 

5 

4 

5 

4 

4 

4 

4 

5 

3 

3 

4

4

Sudbury 

River at 

Bam 1 

(drainage area, 

75 square 

miles).

2 

2 

5 

2 

17 

2 

8 

3 

2 

2 

2 

33 

13 

17 

2 

3 

2 

2 

9 

2 

2 

2 

16 

19 

2 

4 

17 

38 

17 

8 

2 

2 

6 

16 

20 

48 

19 

90 

149 

97 

57 

126 

127 

63 

79 

161 

160 

89 

132 

90 

231 

116 

148

43

Lake 

Cochituate, Bannister 

Brook (drainage area, 

19 square 

miles).

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 

0 

0 

0 

0 

0 

0 

0 

0 

6 

0 

19 

46 

0 

10 

24 

36 

21 

18 

63 

22 

27 

47 

22 

88 

39 

55

10

Total 

waste 

of these 

basins 

(total drainage area, 

212 square 

miles).

5 

6 

9 

5 

19 

7 

10 

8 

7 

8 

4 

35 

15 

19 

7 

8 

7 

7 

14 

7 

4 

7 

18 

21 

7 

9 

19 

39 

22 

11 

7 

7 

11 

21 

25 

58 

24 

114 

199 

101 

72 

154 

168 

88 

102 

228 

186 

120 

183 

117 

322 

158 

207

57

Net yield of Merrimac 

River from 4,452 

square miles (mean 

discharge in secondfeet).

Per 

week.

1,316 

1,462 

1,463 

1,515 

1,544 

1,585 

1,613 

1,643 

1,654 

1,679 

1,721 

1,706 

1,737 

1,760 

1,782 

1,841 

1,863 

1,877 

1,874 

1,902 

2,000 

2,139 

2,132 

2,140 

2,331 

2,418 

2,579 

2,601 

2,635 

2,810 

2,926 

3,321 

3,717 

4,210 

4,234 

4,467 

5,170 

5,093 

5,039 

5,215 

5,535 

5,849 

7,843 

8,303 

9,404 

9,708 

10,251 

11, 123 

11,721 

13,419 

14, 939 

18, 194 

19,530

4,652

Per square 

mile.

0.296 

.328 

.329 

.340 

.347 

.356 

.362 

.369 

.372 

.377 

.387 

.383 

.390 

.395 

.400 

.414 

.418 

.422 

.421 

.427 

.449 

.480 

.479 

.481 

.524 

.543 

.579 

.584 

.592 

.631 

.657 

.746 

.835 

.946 

.951 

1.003 

1.161 

1.144 

1.132 

1.171 

1.246 

1.314 

1.762 

1.865 

2.112 

2.181 

2.303 

2.498 

2.633 

3.014 

3.353 

4.087 

4.387

1.045

NOTE. This table covers a period of 53 weeks, beginning with Dec. 27,1908, and ending Jan. 2,1910.
NOBTH ATLANTIC COAST. 119 

Daily discharge, in second-feet, of Merrimac River at Lawrence, Mass., for 1909.

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..........

27..........

28..........

29..........

30..........

31

Jan.

2,171

1,470

a 309

2,057

1,771

2,345

4,045

8,704

6,312

04,381

5,301

4,327

3,710

3,584

3,435

2,331

0609

3,106

2,633

2,527

2,575

2,595

2 038

3,952

3,340

3,182

3,186

3,275

2,223

Feb.

3,897

2,868

2,820

2,773

2,626

1,878

a 1,739

4,763

4,328

4,924

6,016

6,287

5,768

o5,125

6,153

5,369

4,627

4,154

4,363

4,335

07,666

13,970

14,370

14,500

18, 150

18,080

15,295

012,460

Mar.

11,354

9,658

8, 761

8,230

7,292

5,514

o5,266

7,023

5,608

5,141

7,821

5,573

5,335

05,517

6,696

4,650

5,932

5,682

5,199

3,788

o4,500

6,140

5,163

5,270

6,293

14,949

17,543

12,987

11,469

10, 719

Apr.

10,029

9,851

9,381

08,620

9,164

10,239

12, 774

16, 622

19,402

 15,813

«10, 740

8,831

7,370

7,945

18,503

34,505

34,929

o26,077

21,554

19,239

21,389

18,690

17, 116

16,553

013,920

12,884

11, 551

11,240

12, 112

12,400

May.

11,568

oll,570

12,9SS

12,216

11, 125

11,212

10,583

10,432

olO, 196

10,897

11,010

11,530

10,482

8,591

7,227

06,803

7,666

9,304

9,721

9,210

8,661

7,672

o6,506

7,040

6,276

5,536

5,431

5,114

4,497

o5,352

6,132

June.

5,869

4,852

4,438

2,627

o3,108

6,386

6,753

5,822

5,220

4,720

3,936

o3,518

5,117

3,779

3,674

3,665

3,626

3,716

o6,239

6,053

4,489

4,300

3,914

3,592

2,287

al,464

3,062

2,448

July.

2,666

2,746

1,664

o328

522

S,S96

2,928

2,771

2,924

2,065

0216

2,371

2,366

2,392

2,266

2,283

1,408

a 99

2,292

2,347

2,390

2,409

2,341

1,470

0116

2,388

2,450

2,421

2,322

2,160

1,252

Aug.

a 97

2,239

2,164

2,108

2,213

2,404

1,271

0121

2,198

2,200

2,092

1,988

2,025

1,179

a 126

1,903

1,827

2,120

2,327

2,132

1,121

0130

2,006

2,134

2,241

2,282

2,643

1,456

0283

1,737

1,486

Sept.

1,270

1,401

1,960

1,257

alSS

581

2,379

1,960

2,317

2,356

1,399

0150

1,839

1,893

1,998

2,210

2,213

1,337

0139

1,889

1,718

1,749

1,729

1,753

1,271

o!67

1,894

2,056

2,438

4,101

Oct.

4,857

2,746

3,676

2,313

2,151

2,056

2,221

1,507

a 101

1,914

2,046

2,159

2,040

2,124

1,668

0125

2,011

1,855

1,778

1,825

1,899

1,159

0116

2,048

2,230

2,353

2,453

2,054

1,180

0138

Nov.

2,010

2,002

2,091

2,190

2,227

1,454

0212

2,001

2,072

1,965

1,944

1,893

1,341

0143

1,750

1,731

1,859

1,870

1,882

1,124

a 90

1,830

1,897

1,993

358

2,145

1,622

ol,097

4,368

3,175

Dec.

2,832

2,610

2,777

2,028

a 393

2,682

2,671

2,657

2,442

2,606

1,738

a253

2,451

2,737

3,263

3,441

3,665

2,256

a 666

S,729

3,043

2,763

2,545

2,280

321

a 446

2,461

2,216

2,138

2,053

2,050

o Sunday. 

NOTE. Maximum and minimum appear in italics.

Monthly discharge of Merrimac River at Lawrence, Mass., for 1909.

Month.

1909.

March .......... ....

April. ...............

July.................

Mean discharge of 

Merrimac 

River at Lawrence, as 

measured 

(total 

drainage 

area= 

4,664 

square 

miles).

3,025 

7,118 

7,718 

15,315 

8.790 

4; 247 

1,999 

1,682 

1,652 

1,886 

1,745 

2,265

4,787

Amount washing into Merrimac River 

from drainage area.

Nashua 

River at 

Clinton 

(118 

square 

miles).

Sudbury 

River at 

Daml 

(75 square 

miles).

Lake 

Cochituate, Bannister 

Brook 

(19 square 

miles).

Total, 

212 square 

miles.

Second-feet.

5 

4 

4 

4 

4 

5 

5 

5 

4 

2 

3 

2

4

6 

124 

133 

120 

77 

20 

2 

2 

3 

6 

16 

21

44

0 

33 

36 

35 

22 

1 

0 

0 

0 

0 

0 

0

11

11 

161 

173 

159 

103 

26 

7 

7 

7 

8 

19 

23

59

Average yield of 

Merrimac River 

from drainage 

area of 4,452 

square miles.

Secondfeet.

3,014 

6,957 

7,545 

15,156 

8,687 

4,221 

1,992 

1,675 

1,645 

1,878 

1,726 

2,242

4,728

Secondfeet per 

square 

mile.

0.677 

1.563 

1.695 

3.404 

1.951 

.948 

.447 

.376 

.369 

.422 

.388 

.504

1.062

Run-off 

(depth in 

inches on 

drainage 

area).

0.78 

1.63 

1.95 

3.80 

2.25 

1.06 

.52 

.43 

.41 

.49 

.43 

.58

14.33

NOTE. About July 1,1909, 1 square mile of Cochituate drainage area was diverted to Charles River 

drainage area, leaving 18 square miles. Merrimac River net drainage area unaffected.
120 SURFACE WATER SUPPLY, 1909, PART I. 

SOTJHEGAN RIVER AT MERRIMAC, N. H.

Souhegan River is formed in the hills and mountains of southern 

New Hampshire, in the townships of Temple and New Ipswich, one 

branch starting from the township of Asfyby, Mass. The stream flows 

in a general northeasterly direction to Wilton, where it is joined 

by Stony Branch, then flows eastward, and joins Merrimac River 

at Merrimac, N. H. Baboosic Stream enters near its mouth.

The fall of the stream is very large, its bed and banks are rocky, 

and it affords numerous power sites. (See PI. IV, A.)

The mean annual precipitation in this basin is about 42 inches. 

Winters are rather severe. The average depth of snowfall in January and February is about 18 inches.

The gaging station, which was established July 13, 1909, in cooperation with the W. H. McElwain Co., is located about 1^ miles 

upstream from this company's dam and just above Atherton Falls. 

The slope of the river below the station is very great, falls and rips 

extending for three-fourths of a mile.

A vertical staff gage is located on the left bank about 40 feet 

above the falls. A chain gage for use during high water is attached 

to a tree a short distance upstream from the staff gage. All published readings are referred to the staff gage. Discharge measurements are made by wading or from bridges above and below the 

station. A rating curve has been developed, based on 1909 and 

1910 discharge measurements.

Discharge measurements of Souhegan River at Merrimac, N. H., in 1909.

Date.

July 13

Aug. 16

Sept. 20

20

Dec. 15«

Dec. 316

Hydrographer.

D . M. Wood. ..............................................

.....do.....................................................

.....do.....................................................

.... .do. ....................................................

D. M. Wood......... .....................................

Width.

Feet. 

31

36

28

28

75

105

Area of 

section.

Sq.ft. 

40.3

37.0

27.5

26.9

307

393

Gage 

height.

Feet. 

2.22

2.05

1.99

1.99

3.02

2.37

Discharge.

Sec.-ft. 

37.7

27.1

20.5

20.4

215

43.8

» Section 1J miles above gage. Ice conditions. 6 Section 100 feet above gage. Ice conditions. 

NOTE. Measurements made July 13 to Sept. 20 were made by wading at a section about 2,000 feet below
U. S. GEOLOGICAL SURVEY

WATER-SUPPLY PAPER 261 PLATE IV

A. SOUHEGAN RIVER AT MERRIMAC, N. H. 

Falls just below gage.

B. DEVELOPMENT ON MILLERS RIVER AT WENDELL, MASS.
NORTH ATLANTIC COAST. 121

Daily gage height, in feet, ofSouhegan River at Merrimac, N. H.,far 1909. 

[G. M. Norton, observer.]

Day.

1.. ........

2..........

4. ......... 

5..........

6.......... 

7-..."..---.

8..........

9.......... 

10..........

11.......... 

12.......... 

13..........

14.......... 

11

July.

"2.~22~

2.25 

2.20

Aug.

2.12

2.08

2.08 

2.12

2.17 

2.15 

2.10

2.06

2

10

2.10 

2.08 

2.10

2.08

Sept.

2.02

2.02 

2.02

2.04 

2.12

2.10 

2.00 

1.95

2.01 

2.02

2.02 

2.02 

2.00

2.06 

2.00

Oct.

2.60

2.59 

2.38

2.22 

2.20

2.12 

2.12 

2.12

2.10 

2.08

2.05 

2.04 

2.02

2.03 

2.02

Nov.

2.20

2.20

2.17 

2.20

2.18 

2.18 

2.19

2.16

2.11 

2.10 

2.10

2.12 

2.11

Dec.

2.50

2.50 

2.46

2.44 

2.31

2.37 

2.32 

2.54

2.38

2.37 

2.28 

2.25

2.55 

2.99

Day.

16..........

17.......... 

18..........

19.......... 

20..........

21.......... 

22.......... 

23..........

24. ......... 

25..........

26.......... 

27..........

28..........

29.......... 

30..........

O1

July.

2.20

2.25 

2.22

2.12 

2.10

2.10 

2.10 

2.25

2.25

2.10 

2.27 

2.20

2.20 

2.14

Aug.

2.07

2.11 

2.26

2.64 

2.52

2.48 

2.48 

2.30

2.28 

2.26

2.24 

2.20 

2.12

2.11 

2.10

2.05

Sept.

2.03

2.02 

2.03

2.00 

2.00

2.04 

2.04 

2.05

2.04 

2.10

2.15 

2.22 

2.42

2.88 

2.78

Oct.

2.02

2.10 

2.12

2.14 

2.16

2.14 

2.16 

2.20

2.27 

2.30

2.29 

2.25 

2.20

2.22 

2.22

2.20

Nov.

2.12

2.10 

2.12

2.07 

2.06

2.05 

2.04 

2.04

2.04 

2.04

2.15 

2.71 

2.52

2.42 

2.50

Dec.

2.88

2.76 

2.60

2.38 

2.34

2.42 

2.28 

2.42

2.44 

2.45

" ~2.~ 32 

2.38

2.31 

2.32

2.37

NOTE. Ice conditions prevailed from about Dec. 15 to 31.

Daily discharge, in second-feet, ofSouhegan River at Merrimac, N. H.,for 1909.

Day.

1. .........

3..........

4..........

5..........

7. .........

8..........

9..........

10..........

11..........

12...._....

13..........

14..........

15..........

July.

39

37

Aug.

30

97

 24

27

on

34

^9

28

oe

^1

28

97

28

97

27

Sept.

22

00

22

24

^n

9ft

21

18

22

22

22

22

21

25

21

Oct.

105

103

61

3907

30

30

30

, 28

27

24

24

22

23

22

Nov.

07

07

 ? ?

34

07

oe

oe

36

QO

- sn

29

28

28

sn

29

Dec.

83

83

75

72

50

60

52

92

61

52

60

47 -43

94

215

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27....---...

28..........

29..........

30..........

31..........

July.

37

43

39

30

28

28

28

43

36

28

45

37

32

32

Aug.

26

29

44

115

87

79

79

49

47

44

42

37

30

29

28

24

Sept.

23

22

23

21

21

24

24

24

24

28

32

39

68

155

Oct.

22

28

30

32

33

32

33

37

45

49

48

43

37

SQ

39

37

Nov.

30

28

30

26

25

24

24

24

24

24

32

134

87

68

83

Dec.

NOTE. Daily discharge based on a fairly well-defined rating curve.

Monthly discharge ofSouhegan River at Merrimac, N. H.,for 1909. 

[Drainage area, 168 square miles.]

Month.

July 13-31 ..............................

Discharge in second-feet.

Maximum.

45 

115 

187 

105 

134 

215

Minimum.

28 

24 

18 

22 

24 

43

Mean.

36.1 

39.2 

35.2 

38.4 

38.5 

69.1

Per 

square 

mile.

0.215 

.233 

.209 

.229 

.229 

.411

Run-off 

(depth in 

inches on 

drainage 

area).

0.15 

.27 

.23 

.26 

.26 

.47

Accuracy.

B. 

B. 

B. 

B. 

B. 

B.

NOTE. Discharge Dec. 15 to 31 estimated on the basis of two measurements made under ice conditions. 

Mean discharge Dec. 15 to 31 estimated 72 second-feet.
122 SUBFACE WATER SUPPLY, 1909, PABT I.

SOUTH BRANCH OF NASHUA RIVER AT CLINTON, MASS.

Nashua River is formed by the union of its North and South 

branches. The North Branch rises in the northern part of Worcester 

County and flows southeastward about 18 miles; the South Branch 

rises in the central part of the same county and pursues a circuitous 

course toward the south, east, and north. From the junction of these 

branches the Nashua takes a general northerly and easterly course, 

passing into Middlesex County and thence into New Hampshire, 

joining the Merrimac at Nashua. For 3 or 4 miles above its mouth 

the fall of the stream is rapid, its bed is rocky, and its banks are high; 

above that point its fall is less for a distance of 8 or 10 miles, but the 

banks are still high enough to confine the river except in high freshets. 

From Groton to the junction of the branches the stream is very sluggish, its bed and banks are sandy and gravelly, and considerable 

areas of meadow land bordering the streams are at times inundated.

The South Branch of Nashua River has been measured at Clinton 

by the engineers of the Metropolitan Water and Sewerage Board since 

July, 1896. The results of these measurements have been furnished 

by Dexter Brackett, chief engineer.

A large reservoir, storing about 8,500,000,000 cubic feet, has been 

constructed at Clinton, Mass., and water stored since 1903. Beginning with 1897, the estimates have been corrected for gain and loss of 

storage in reservoirs and mill ponds in the drainage basin, so that the 

results show the natural flow of the stream.

The accompanying tables give data on discharge and precipitation 

for 1909, also the average for the years 1897-1909, inclusive, precipitation averages being based on records at several stations in the 

Nashua drainage basin:

Yield and rainfall in South Branch of Nashua River basin at Clinton, Mass., for 1909. 

[Drainage area, 118.19 square miles.]

Month.

1909.

April......................................

July......................................

Total 

yield, in 

million 

gallons.

2,168.6 

8,459.5 

7,801.3 

8,588.0 

4,441.2 

2,239.8 

854.0 

708.7 

735.9 

329.0 

1, 286. 7 

1,967.9

39,580.6

Average yield per 

square mile.

Million 

gallons 

per day.

0.592 

2.556 

2.129 

2.422 

1.212 

.632 

.233 

.193 

.208 

.090 

.363 

.537

.918

Secondfeet.

0.916 

3.955 

3.294 

3.748 

1.876 

.977 

.361 

.299 

.321 

.139 

.561 

.831

1.420

Rainfall, 

in inches.

3.523 

6.100 

4.378 

5.705 

2.648 

3.028 

4.253 

3.588 

3.903 

1.703 

1.683 

3.995

44.507

Rainfall 

collected, 

in inches.

1.056 

4.118 

3.798 

4.181 

2.162 

1.091 

.416 

.345 

.358 

.160 

.627 

.958

19. 270

Per cent 

collected.

30.0 

67.5 

86.8 

73.3 

81.7 

36.0 

9.8 

9.6 

9.2 

9.4 

37.2 

24.0

43.3
HORTH ATLANTIC COAST. 123

Summary of yield and rainfall in South Branch of Nashua River basin at Clinton, Mass.,

for 1897-1909.

Month.

1897-1909.

March. ...................... . . . ....

May.......................................

July.......................................

Total 

yield^, to 

million 

gallons.

56.984.2 

63,160.4 

133,258.4 

105,786.9 

59,332.9 

38,894.5 

22, 412. 9 

21,714.2 

19,403.4 

27, 258. 5 

39,376.2 

63,891.4

651,473.9

Average yield per 

square mile.

Million 

gallons 

per day.

1.196 

1.460

2.798 

2.295 

1.246 

.844 

.471. 

.456 

.421 

.572 

.854 

1.341

1.161

Secondfeet.

1.851 

2.258 

4.328 

3.551 

1.927 

1.306 

.728 

.705 

.651 

.885 

1.322 

2.075

1.797

Rainfall, 

to inches.®

3.645 

3.907 

4.490 

4.054 

3.535 

4.142 

4.426 

4.256 

4.015 

3.485 

3.337 

4.499

47. 791

Rainfall 

collected, 

in inches.®

2.134 

2.365 

4.990 

3.962 

2.222 

1.457 

.839 

.813 

.727 

1.021 

1.475 

2.393

24. 398

Per cent 

collected.

68.6 

60.5 

111.2 

97.7 

62.9 

35.2 

19.0 

19.1 

18.1 

29.3 

44.2 

- 53.2

51.1

a Average of totals per calendar month 1897-1909.

Yield in South Branch of Nashua River basin at Clinton, Mass., for 1897-1909.

[Drainage area, 119 square miles to 1907; 118.19 square miles after 1907.]

[Second-feet per square mile.]

Year.

 

1897.....

1898.....

1899.....

1900.....

1901.....

1902.....

1903.....

1904.....

1905.....

1906.....

1907.....

1908.....

1909.....

Jan. "

1.232

2.418

3.236

1.232

.803

2.579

1.957

1.020

1.959

1.751

2.257

2.689

.916

Feb.

1.440

2.530

1.687

6.271

.551

2.168

3.300

1.434

.700

1.588

1.070

2.685

3.955

Mar.

4.270

4.778

4.295

5.759

4.205

6.176

5.297

4.653

4.648

2.878

2.626

3.391

3.294

Apr.

2.525

3.137

5.224

2.444

7.711

3.341

3.463

4.617

2.502

3.263

2.221

1.964

3.748

May.

1.800

2.151

1.334

2.139

4.222

1.595

.880

2.317

.688

2.371

1.494

2.188

1.876

June.

1.828

1.281

.869

.894

1.525

.635

3.297

1.179

.838

1.831

1.196

.624

.977

July.

2.231

.514

.548

336

.738

.452

.966

.769

.565

1.127

.518

.341

.361

Aug.

1.386

2.049

.365

.304

.792

.459

.734

.549

.497

.915

.135

.685

.299

Sept.

0.588

1.045

.387

.197

.495

.372

.580

.764

1.900

.428

1.254

.136

.321

Oct.

0.377

2.334

.379

.437

1.001

1.471

1.065

.538

.567

.820

2.138

.245

.139

Nov.

1.984

3.358

.665

1.354

.799

.982

.981

.530

.684

1.160

3.930

.194

.561

Dec.

3.521

3.189

.555

2.429

5.002

2.859

1.476

.680

1.575

1.229

3.035

.599

.831

Mean.

1.938

2.400

1.626

1.956

2.332

1.930

1.988

1.550

1.432

1.613

1.825

1.311

1.420

STJDBTTRY RIVER AT PRAMINGHAM AND LAKE COCHITTTATE AT

COCHITTJATE, 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, and enters 

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.
124 SURFACE WATER SUPPLY, 1909, PART I.

Sudbury Kiver 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 1909, 

also the average for 35 years for Sudbury River and for 47 years for 

Lake Cochituate. (See also footnote, p. 295.)

Yield and rainfall in Sudbury River basin, at Framingham, Mass., for 1909, and summaries for 1875-1909.

[Drainage area, 75.2 square miles.]

Month.

1909.

March............... .

May....................................

July....................................

September ..............................

December. ..............................

1875-1909.

March. ........................ ... ..

June. ...................................

Jufy. ...................................

Total 

yield, in 

million 

gallons.

914.7 

4, 814. 0 

4, 042. 2 

3,881.9 

2, 339. 9 

640.2 

- 282.2 

- 104.2 

336.2 

- 119.7 

185.6 

612.6

17,161.2

99, 567. 3 

130,881.1 

233, 462. 9 

161, 325. 2 

89, 834. 4 

40,671.9 

14, 559. 4 

20, 915. 1 

20, 343. 9 

38, 181. 6 

65, 349. 3 

84, 966. 0

1,000,058.1

Average yield per 

square mile.

Million 

gallons 

per day.

0.392 

2.286 

1.734 

1.721 

"1. 004 

.239 

- .121 

- .045 

.149 

- .051 

.082 

.263

.625

1.220 

1.762 

2.861 

2.043 

1.101 

.515 

.178 

.256 

.258 

.468 

.828 

1.041

1.040

Secondfeet.

0.607 

3.537 

2.683 

2.662 

1.553 

.370 

- .187 

 .069 

.231 

- .079 

.127 

.407

.967

1.888 

2.725 

4.426 

3.161 

1.703 

.797 

.276 

.397 

.399 

.724 

1.280 

1.611

1.610

Rainfall, 

in inches."

3.975 

5.795 

4.255 

4.668 

2.425 

2.808 

1.' 595 

2.933 

4.743 

1.120 

3.383 

4.050

41. 750

4.137 

4.222 

4.493 

3.537 

3.396 

3.105 

3.604 

3.885 

3.550 

3.987 

3.827 

3.846

45.589

Rainfall 

collected, 

ininches.o

0.700 

3.684 

3.093 

2.970 

1.791 

.413 

 .216 

 .080 

.257 

- .092 

.142 

.469

13. 131

2.177 

2.862 

5.104 

3.527 

1.964 

.889 

.318 

.457 

.445 

.835 

1.429 

1.857

21.864

Per cent 

collected.

17.6 

63.6 

72.7 

63.6 

73.8 

14.7 

-13.5 

- 2.7 

5.4 

- 8.2 

4.2 

11.6

31.5

52.6 

67.8 

113.6 

99.7 

57.8 

28.6 

8.8 

11.8 

12.5 

20.9 

37.3 

48.3

.48.0

a For 1909, total for month; 1875 to 1909, average of totals per calendar month.

Yield, in second-feet per square mile, of Sudbury River basin at Framingham, Mass., for

1875 to 1909.

[Drainage area, 75.2 square miles.]

Year.

1875. . 

1876. . 

1877. . 

1878. . 

1879. .

Jan.

0.159 

.995 

1,019 

2.800 

1.083

Feb.

2.315 

2.116 

1.469 

3.814 

2.647

Mar.

2.482 

6.862 

7.448 

5.426 

3.605

Apr.

4.718 

5.094 

3.703 

2.516 

4.821

May.

1.838 

1.761 

2.153 

2.158 

1.723

June.

1.346 

.343 

.924 

.782 

.640

July.

0.497 

.283 

.312 

.199 

.243

Aug.

0.612 

.627 

.187 

.736 

.611

Sept.

0.321

.285 

.092 

.249 

.218

Oct.

1.000 

.361 

.977 

.799 

.109

Nov.

2.015 

1.683 

2:193 

2.619 

.318

Dec.

0.903 

.702 

1.995 

4.916 

.716

Mean.

1.504 

1.756 

1.878 

2.246 

1.383
3STOETH ATLANTIC COAST. 125

Yield, in second-feet per square mile, ofSudbury River basin at Framingham, Mass., for

1875 to 1909 Continued.

Year.

1880....

1881 ....

1882....

1883....

1884....

1885....

1886....

1887....

1888....

1889....

1890. . . .

1891 ....

1892. . . .

1893....

1894. . . .

1895....

1896....

1897....

1898....

1899....

1900....

1901 ....

1902....

1903....

1904....

1905....

1906....

1907....

1908....

1909....

Jan.

1.733

.642

1.920

.518

1.540

1.910

2.260

4.006

1.629

4.305

1.941

4.669

2.893

.671

1.072

1.600

1.677

1.3Q7

2.535

3.541

1.229

.676

2.728

2.685

.738

2.182

1.745

2.091

2.978

.607

Feb.

2.765

2.392

3.718

1.598

4.397

2.095

7.428

4.377

3.011

1.850

2.366

5.393

1.459

2.386

1.533

.837

4.140

1.651

4.676

2.137

5.880

.464

2.590

3.526

1.365

.510

1.610

.965

2.377

3.537

Mar.

2.126

6.195

4.392

2.492

5.857

2.433

3.185

4.437

5.009

2.071

5.636

6.891

3.025

5.021

3.463

3.728

5.933

3.968

4.029

6.507

5.653

4.262

6.497

5.344

4.640

3.864

3.727

2.565

3.492

2.683

Apr.

1.808

2.392

1.342

2.088

4.415

2.808

3.013

4.053

4.093

2.182

2.900

3.709

1,348

3.288

2.538

3.892

2.312

2.344

2.830

3.900

2.088

6.504

2.916

3.498

5.096

2.543

3.015

2.487

1.729

2.662

May.

.796

1.493

1.998

1.450

1.594

2.067

1.114

1.561

2.526

1.361

2.114

.901

1.947

4.461

1.299

.984

.557

1.416

1.927

.790

2.031

4.570

1.149

.542

2.699

.460

1.639

1.374

1.618

1.553

June.

.271

2.070

.818

.464

.644

.659

.314

.640

.652

1.011

.878

.639

.662

.680

.648

.269

.617

1.488

.820

.102

.489

1.165

.469

3.075

.648

.723

1.093

1.178

.301

.370

July.

.273

.428

.133

.178

.346

.096

.179

.178

.182

.980

.166

.231

.331

.244

.249

.357

.147

1.018

.357

.030

-.028

.473

.101

.689

.096

.275

.615

.014

-.022

-.187

Aug.

.184

.229

.086

.122

.397

.372

.146

.331

.587

2.216

.204

.252

.433

.280

.324

.354

.088

.914

1.712

-.054

-.052

.655

.208

.475

.262

.177

.279

-.161

.157

-.069

Sept.

.124

.305

.474

.141

.068

.187

.182

.172

1.786

1.274

.708

.314

.355

.167

.231

.138

.600

.282

.571

.145

.101

.473

.276

.201

.614

1.928

.030

.837

-.127

.231

Oct.

.157

.287

.463

.288

.129

.519

.225

.294

3.093

1.903

3.515

.325

.195

.343

.579

2.134

.916

.145

1.795

.179

.287

.637

.782

.761

.295

.245

.466

1.146

.072

-.079

Nov.

.318

.611

.324

.317

.271

1.822

1.041

.570

4.267

3.003

1.879

.472

1.079

.493

1.293

4.296

1.020

1.407

3.073

.474

1.026

.734

.688

.561

.447

.431

.747

3.092

.110

.127

Dec.

.271

1.199

.487

.299

1.431

1.816

1.578

.995

4.708

3.467

1.541

.842

.750

1.252

1.108

2.757

1.017

2.451

2.783

.340

1.696

4.170

2.753

.901

.417

1.373

1.019

3.143

.210

.407

Mean.

.895

1.515

1.334

.824

1.747

1.393

1.682

1.785

2.626

2.140

1.989

2.034

1.209

1.604

1.192

1.782

1.576

1.533

2.244

1.506

1.674

2.076

1.764

1.841

1.441

1.230

1.331

1.562

1.074

.967

Yield and rainfall in Lake Cochituate basin at Cochituate, Mass., for 1909, and summaries for 1863 to 1909.

[Drainage area, 18.87 square miles.]

Month.

1909.

May......................................

July......................................

1863-1909.

April. ....................................

May......................................

July......................................

Total 

yield in 

million 

gallons.

239.5 

1,089.8 

803.4 

784.9 

460.5 

218.7 

68.3 

163.4 

240.8 

53.8 

136.3 

210.8

4, 470. 2

30, 463. 1 

38, 741. 7 

59,903.3 

45, 004. 5 

26, 656. 0 

12, 306. 4 

7,841.0 

11,199.5 

11,369.7 

15, 302. 0 

21, 115. 4 

25, 746. 0

305,648.6

Average yield per 

square mile.

Million 

gallons 

per day.

0.409 

2.063 

1.373 

1.387 

.787 

.386 

.117 

.279 

.425 

.092 

.241 

.360

.649

1.108 

1.547 

2.179 

1.692 

.970 

.463 

.285 

.407 

.427 

.557 

.794 

.936

.944

Secondfeet.

0.633 

3.191 

2.125 

2.145 

1.218 

.598 

.181 

.432 

.658 

.142 

.373 

.558

1.004

1.714 

2.394 

3.371 

2.617 

1.500 

.716 

.441 

.630 

.661 

.861 

1.228 

1.449

1.460

Rainfall, 

in 

inches."

4.34 

5.66 

3.98 

4.50 

2.05 

3.09 

1.73 

2.84 

4.33 

1.06 

3.76 

4.10

41.44

3.925 

3.960 

4.386 

3.629 

3.689 

3.026 

 3.978 

4.220 

3.613 

4.192 

4.043 

3.578

46.239

Rainfall 

collected, 

in 

inches."

0.73 

3.32 

2.45 

2.39 

1.40 

.67 

.21 

.50 

.74 

.16 

.42 

.64

13.63

1.98 

2.51 

3.88 

2.92 

1.73 

.80 

.51 

.73 

.74 

.99 

1.37 

1.67

19.83

Per cent 

collected.

16.8 

58.7 

61.5 

53.2 

68.5 

21.6 

12.0 

17.5 

17.0 

15.5 

11.1 

15.7

32.9

50.4 

63.5 

88.6 

80.5 

46.9 

26.4 

12.8 

17.2 

20.4 

23.7 

33.9 

46.7

42.9

a For 1909, total for month; 1863 to 1909, average of totals per calendar month.
126 SURFACE WATER SUPPLY, 1909, PART I.'

Yield, in second-feet per square mile, of Lake Cochituate basin at Cochituate, Mass., for

1863 to 1909.

[Drainage area, 18.87 square miles.] 

[Corrected for water drawn from Dudley Pond.]

Year.

1863....

1864....

1865....

1866....

1867....

1868....

1869....

1870. . . .

1871 ....

1872....

1873 ....

1874....

1875....

1876....

1877....

1878....

1879....

1880....

1881 ....

1882....

1883....

1884....

1885....

1886....

1887....

1888....

1889....

1890....

1891 ....

1892....

1893 ....

1894....

1895....

1896....

1897....

1898....

1899....

1900....

1901 ....

1902....

1903....

1904....

1905....

1906....

1907....

1908....

1909....

Jan.

1.661

2.088

1.784

.641

.951

1.072

1.581

4.107

.892

.957

2.682

2.709

.115

.942

1.040

2.816

1.118

1.276

1.035

1.595

.730

1.593

1.645

1.980

3.524

.984

3.905

1.665

5.428

2.628

.555

1.053

1.368

1.494

1.421

1.971

2.991

1.060

.840

2.071

2.184

.910

1.824

1.363

1.645

2.049

.633

Feb.

2.992

1.445

1.690

2.726

5.028

1.035

1.791

3.790

2.195

.827

1.511

2.104

2.807

1.656

1.318

3.813

2.234

2.078

2.140

2.885

1.526

2.656

1.919

7.615

4.168

2.568

1.778

1.955

6.360

1.446

2.450

1.607

.721

3.419

1.588

3.894

2.223

4.136

.629

1.934

2.734

1.167

.422

1.226

.903

2.412

3.191

Mar.

3.221

3.550

4.041

1.544

3.014

3.339

2.888

2.926

2.199

1.172

3.378

1.597

2.308

4.507

5.907

4.684

2.860

1.553

4.905

3.185

1.769

4.053

1.916

3.046

4.080

4.129

1.809

5.092

6.965

2.618

3.577

2-210

3.032

4.791

2.792

2.700

5.505

4.020

3.845

6.022

4.311

4.108

3.127

3.017

2.061

2.946

2.125

Apr.

3.955

2.374

2.421

1.452

2.567

3.131

2.227

6.152

1.412

2.655

5.458

2.859

2.823

3.766

2.907

2.559

4.019

1.405

1.607

.836

1.487

3.581

2.114

2.261

3.011

3.090

1.947

1.999

3.865

.808

2.177

1.927

2.997

1.805

1.659

2.414

2.545

1.454

4.649

2.741

3.106

4.695

2.064

2.388

1.964

T. 525

2.145

May.

1.252

1.400

4.121

1.123

1.891

5.358

1.882

1.440

1.733

.951

2.311

2.410

1.209

1.236

1.765

1.439

1.218

.382

1.093

1.345

1.091

1.203

1.401

.943

1.171

2.056

1.038

1.608

.764

1.758

1.585

.789

.841

.541

1.207

1.615

.599

1.641

3.704

.955

.689

2.032

.531

1.395

1.238

1.331

1.218

June.

0.595

.436

.298

.974

.594

1.430

.939

.870

.782

1.331

.406

1.753

1.327

.453

.823

.693

.689

.051

1.170

.556

.060

.603

.383

.172

.735

.478

1.055

1.261

.690

.442

.671

.403

.364

.639

1.067

.700

.102

.455

1.019

.319

2.132

.489

.643

.772

.902

.315

.598

July.

2.553

.357

.396

1.092

.486

.395

.642

.464

.373

.124

.535

.821

.220

.735

.560

.406

.283

.283

.139

.052

.015

.227

.000

.217

.625

.407

1.413

.284

.432

.286

.330

.325

.486

.325

.653

.321

.028

.293

.792

.398

.553

.059

.180

.640

.108

.245

.181

Aug.

1.334

.585

.414

.554

1.820

.985

.513

.347

.604

1.146

1.215

.800

.538

.254

.568

.725

.820

.202

.074

.062

.063

.530

.291

.117

1.149

.815

2.973

.402

.626

.483

.669

.359

.429

.410

.542

1.129

.079

.558

1.101

.604

.408

.398

.571

.490

.252

.184

.432

Sept.

0.886

.440

.397

1.181

.279

1.633

.995

.575

.255

1.522

.700

.477

.534

.519

.362

.259

.546

.217

.206

.865

.392

.120

.227

266

.574

2.072

1.604

1.255

.682

.543

.378

.407

.621

.923

.410

.278

.449

.640

1.012

.688

.130

.901

1.647

.429

.952

-.030

.658

Oct.

1.135

1.228

.603

.813

.912

.822

2.024

.831

.532

1.462

1.768

.454

1.037

.313

.973

.637

.519

.240

.159

.731

.381

.294

.684

.360

.428

2.229

1.655

2.953

.681

.495

'.923

.571

1.711

1.113

.375

1.393

.543

.689

1.083

.814

.886

.364

.685

.738

.988

.108

.142

Nov.

2.365

1.112

.917

.872

.991

1.781

1.167

.716

1.105

1.791

1.663

.521

1.760

1.664

2.414

1.854

.647

.594

.753

.520

.359

.557

1.838

1.075

.622

3.775

2.642

1.333

.743

.977

.749

.827

3.145

1.250

1.510

2.073

.446

1.087

1.034

.710

.534

.758

.878

.722

2.361

.123

.373

Dec.

1.899

1.020

.983

1.346

.975

1.017

2.743

.677

1.025

1.048

2.328

.441

1.058

.855

1.704

3.501

.904

.512

1.220

.796

.813

1.575

1.422

1.817

.835

4.732

2.830

1.833

1.093

.728

1.283

.992

2.083

1.131

1.870

2.377

.352

1.502

3.675

2.052

.815

.698

1.398

.705

2.492

.387

.558

Mean.

1.980

1.338

1.509

1.181

1.603

1.836

1.618

1.891

1.086

1.245

2.000

1.407

1.296

1.405

1.699

1.940

1.312

.727

1.204

1.109

.719

1.411

1.147

1.615

1.729

2.275

2.059

1.806

2.337

1.104

1.272

.951

1.486

1.480

1.256

1.725

1.319

1.445

1.959

1.612

1.531

1.379

1.169

1.157

1.322

.964

1.004

TATJNTON RIVER DRAINAGE BASIN.

DESCRIPTION.

The headwaters of Taunton River rise in the swamps and small 

ponds of Plymouth and Bristol counties, in the eastern part of Massachusetts. The main river is formed in the eastern part of the township of Bridgewater, by the union of Matfield and Town rivers.

Matfield River rises near Holbrook and flows in a general southerly 

direction, receiving the drainage of several swamps and ponds in its 

course. Near East Bridgewater it is joined by Beaver Brook, which
NOBTH ATLANTIC COAST. 127

rises in the townships of Whitman and Abington, and near Elmwood 

it receives Satucket River, which drains several large swamps and 

ponds of East Bridgewater, Whitman, Abington, Halifax, and Hanson. The river then flows in a generally southeasterly course to its 

junction with Town River. Town River rises in Stoughton and 

Easton, flows southward into a swamp of about 7,000 acres, known 

as Great Cedar Swamp, and from this natural reservoir passes eastward through Bridgewater to its junction with Matfield River at 

Paper Mil village.

The principal tributaries of Taunton River are Wenatuxet, Namasket, Mill, and Threemile rivers, the last two entering below tidewater. 

Wenatuxet River rises in several small ponds in Plympton and 

Carver and flows in a general westerly course, receiving Raven Brook 

and Bartletts Brook from the south. Namasket River enters the 

Taunton near Titicut. In its drainage area Assawompsett and 

Long ponds. Mill River rises in Foxboro, Mansfield, and Easton, 

flows southward into Great Cedar Swamp, and joins the Taunton in 

the city of Taunton. Threemile River rises in Foxboro and flows 

southeastward, joining the Taunton at North Dighton. The Taunton 

is tidal up to East Taunton, where there is about 2^ feet of rise and 

fall, and it is navigable to Weir village.

On account of the large number of small ponds and swamps 

throughout the drainage the run-off through the year is fairly uniform, except in the Matfield drainage basin. There are several power 

plants on the main river and on the branches.

The average rainfall in this region is about 46 inches. On account 

of the proximity of this basin to the ocean the winters are not severe.

The country as a whole is very flat, swamps are numerous, and not 

much rock is found. The western portion of the drainage area is 

clay bottom and the eastern is sandy but fairly fertile. Nearly all 

the timber has been removed.

MATFIELD RIVER AT ELMWOOD, MASS.

This station, which is located at the stone arch bridge at Bedford 

Street, near the village of Elmwood, in the southern part of the town 

of East Bridgewater, was established September 29, 1909, in cooperation with the State of Massachusetts, for the purpose of determining the amount of water available for a canal (surveys for which have 

been made by the United States Army engineers) and to aid in an 

inquiry as to the pollution of Taunton River by sewage.

Above the station is a small unused mill dam. Below, at Paper 

Mill village, Bridgewater, there is a dam which materially affects 

the flow at times by creating backwater. In using the records from 

this station for any day account should be taken of the conditions 

at this dam.
128 SURFACE WATER' SUPPLY, 1909, PART I.

A staff gage is set in the river about 30 feet above the bridge and 

a chain gage is located on the bridge.

Measurements are made at medium and high water from the bridge 

and at low water by wading. During ordinary winters ice does not 

affect the flow. A fairly good rating curve, has been developed but 

is withheld for the present, together with the daily gage readings, 

pending confirmation of data.

Discharge measurements of Matfield River at Elmwood, Mass., in 1909.

Date.

1909.

Oct. 1

1

21

Nov. 11

11

15

29

Dec 1

1

17

Hydrographer.

P. M. Churchill.. . .........................................

D. M. Wood. ..............................................

B. J. Coffin. ...............................................

D. M. Wood. .../..........................................

P. M. Churchill.. . .........................................

.....do.....................................................

B. J. Coffin. ...............................................

P. M. Churchill.. . .........................................

B. J. Coffin. ...............................................

P. M. Churchill. . ..........................................

Width.

Feet. 

19

19.5

19.5

13

9

9

21

25

27.5

27.5

26

Area of 

section.

Sg.-ft. 

21.5

13.8

14.4

3.6

11.8

12.6

13.6

39.9

36.0

35.8

47.5

Gage 

height.

Feet. 

1.50

1.12

1.12

.70

.93

.92

2.26

1 98

2.00

2.53

Discharge.

Sec.-ft. 

34.4

11.3

11.9

6.0

5.7

6.1

6.4

44.6

33.4

33.1

61.7

NOTE. Gage heights Sept. 29 and Oct. 1 obtained from corresponding staff gage readings by means 

of curve of relation. Measurements Dec. 1 made from bridge; all others by wading.

SATUCKET RIVER NEAR ELMWOOD, MASS.

This station, which is located at a bridge owned by the Carver 

Cotton Gin Co., about 200 feet downstream from their dam, was 

established September 29, 1909, in cooperation with the State of 

Massachusetts. In conjunction with the station on the Matfield, 

records are being obtained for use in the investigation of water supply, water power, and the pollution of the streams in this locality.

Water power is used at this place for only a portion of the year. 

When the wheels are running it is necessary to make special computations of the flow.

On account of the large number of swamps and ponds in this drainage the flow is more evenly distributed throughout the year than on 

the Matfield.

A staff gage was at first used at this station. This gage was soon 

replaced by a chain gage, which was set at a different datum. Discharge measurements are made from the bridge on which the gage 

is placed, and at low water by wading below the station. The rating 

curve is not yet fully developed. Ice does not usually interfere 

with the flow. The daily gage readings are withheld pending the 

confirmation of data.
1STOKTH ATLANTIC COAST. 129

Discharge measurements of Satucket River at Elmwood, Mass., in 1909.

Date.

1909. 

Sept. 29 «

Oct. la

16

Oct. 21 a

Nov. 11 6

116

Nov. 29 a

Dec. 1

Do..

Dec. 17 a,

Ilydrographer.

P. M. Churchill.. . .........................................

D. M. Wood. ..............................................

.....do.....................................................

.....do.....................................................

P. M. Churchill. ...........................................

.....do.....................................................

.....do.............................................. ......

R. J. Coffin............................... ... ....... ....

.....do. ............................. ......................

Width.

Feet. 

20

21

24.5

20

19

21

26

27.3

27.3

26.8

Area of 

section.

Sq.ft. 

16.5

16.7

16.6

12.4

14.4

12.3

46.8

43.4

43.3

41.2

Gage 

height.

Feet. 

1.51

1.21

1.21

1.09

1.17

1.17

2.55

2.30

2.32

2.39

Discharge.

Sec. -ft. 

27.8

14.9

12.8

5.7

9.3

6.8

67.6

73.1

74.4

74.3

oMade by wading. 6 Made by wading; accuracy questionable.

TENMILE RIVER DRAINAGE BASIN.

DESCRIPTION.

Tenmile River rises near North Attleboro, Mass., and flows in a 

general southerly direction to Lebanon Mills, where it is met by 

another branch which rises near Attleboro. The river then flows 

southward, following very closely the Rhode Island and Massachusetts boundary line. Near East Providence Center, R. I., it 

makes an abrupt turn to the west, and enters Seekonk River, the 

head of Narragansett Bay. As the basin contains many small ponds, 

the flow of the river is fairly uniform through the year. Practically 

all 6f the fall is already developed.

The basin is in general rather flat. The timber is practically 

removed. The soil is mainly clay and sand.

The average rainfall of this region is about 46 inches. The basin 

is so near the coast that winters are rather mild.

TENMILE RIVER NEAR RUMFORD, R. I.

This station, which is located at a wooden highway bridge just 

below the outlet of Central Pond and is near the town of Rumford, 

R. I., was established August 12, 1909, in cooperation with the 

Natural Resources Survey of the State of Rhode Island.

A staff gage was nailed to a supporting pile under the bridge. 

During the low-water period, when no water is going over the Central Pond dam, the flow at the gaging station is controlled by gates 

at the dam. About a mile below the station is the filtration plant 

of the East Providence Water Co. As the dam at this place at times 

causes backwater at the gage, an auxiliary gage has been placed 

near the gates of the Central Pond dam.

Discharge measurements are made from the highway bridge or by 

wading. The natural conditions governing measurements are poor, 

and hence the station was discontinued December 31, 1909. 

90562° WSP 261 11 9
130 SURFACE WATER SUPPLY, 1909, PART I.

Owing to the difficulties caused by the relocation of the gage and 

to backwater effects it has been impossible to make satisfactory estimates of daily discharge.

Discharge measurements of Tenmile River at Rumford, R. I., in 1909.

Date.

Aug. 12

Sept. 3

21

24

Nov. 18

Hydrographer.

D. M. Wood. . .............................................

.....do.....................................................

.....do......................................................

.....do.....................................................

Width.

Feet. 

25

21

6.5

26

Area of 

section.

Sq.ft. 

18.3

12.7

2.7

23.4

Gage 

height.

Feet. 

1.42

1.30

1.10

ol.26

el. 64

Discharge.

Sec.-ft. 

10.9

11.2

6.5

64.2

31.5

« Upper gage, 5.92 feet. & Discharge estimated. 

NOTE. Gage heights refer to lower gage.

Upper gage, 6.18 feet.

Daily gage height, in feet, of Tenmile River at Rumford, R. I., for 1909. 

[S. F. Dunlap, observer.]

Day.

1.......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13....... 

14.......

15.......

Aug.

1.42 "'i.'so'

1.35

Sept.

1.60

1.40

1.32

Oct.

5.92

5.90

5.90

5.92

5.92

6.11

6.27

6.03

" 5 90

Nov.

6.14

6.17

6.30

6.30

6.30

Dec.

6.30

Date.

16.......

17.......

18.......

19.......

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

28. ......

9O

30.......

31.......

Aug.

1.42

1.52

1.76

1.86

1.72

1.52

1.42

1.52

1.53

1.42

1.20

1.26

1 99

1.20

1.80

Sept.

1.18

1.27

1.32

6.08

"~6.'24"

6.21

Oct.

5.90

5.90

5.90

5.90

6.05

5.90 

6.10

6.20

Nov.

6.03

5.90

6.03

Dec.

6.30

NOTE. All readings to Sept. 24 refer to lower staff gage at bridge, 

to upper staff gage at the Central Pond gates.

Readings beginning Sept. 27 refer

BLACKSTONE RIVER DRAINAGE BASIN.

DESCRIPTION.

Blackstone River rises in Worcester County, near the city of 

Worcester, Mass., where it is formed by the run-off from several ponds. 

It flows in a general southeasterly direction, receiving from the west 

Singleton Brook, Cold Spring Brook, Mumford River, and Branch 

River, and from the east Quinsigamond River (the outlet of Quinsigamond Lake), West River, Mill River, and Abbot River, and 

empties into Seekonk River, the head of Narragansett Bay, below 

Pawtucket, R. I.

The Blackstone has always been important as a water-power 

stream and has been very fully utilized. The basin contains no large 

lakes, but its many small ponds and reservoirs are used for storage. 

The flow of the river is thus made fairly constant. The tributaries^ 

though small, are also well developed for power.

The average rainfall on this drainage basin is about 45 inches.
NORTH ATLANTIC COAST. 131

BRANCH RIVER AT BRANCH VILLAGE, R. I.

Branch River rises near the western boundary of the State of 

Rhode Island, flows easterly and northeasterly through several small 

ponds and receives the drainage from other ponds and swamps, and 

enters Blackstone River near Blackstone, Mass.

The gaging station, which is located at Branch village just below 

the mill of James Pitts & Son, three-fourths of a mile from Forestdale 

and about 2 miles from Woonsocket, was established in cooperation 

with the State of Rhode Island in its survey of the natural resources 

of the State.

A staff gage is bolted to a ledge outcrop about 500 feet below the 

dam and mill. A chain gage is attached to a tree on top of the 

ledge. Discharge measurements are made by wading at low and 

medium stages and from the bridge above the dam or from a boat at 

high stages. The conditions are fairly favorable for accurate measurements. The flow is affected by the mill control directly above the 

station and by similar control farther up the river. The storage 

above the Pitts mill is small, and water goes over the dam for a large 

portion of the time. During the winter ice affects the flow only in 

severe weather.

A fairly good discharge curve has been developed from 1909 and 

1910 measurements. The daily gage heights are not published, as 

they are not a true index of the discharge for 24-hour periods.

Discharge measurements of Branch River at Branch village, R. I., in 1909.

Date.

Nov. 26

Hydrographer.

D. M. Wood. ..............................................

.....do.....................................................

.....do.....................................................

T. W. Norcross. . ..........................................

Width.

Feet. 

100

27.5

30

92

Area of 

section.

Sq.ft. 

83.6.

16.6

22.7

83.3

Gage 

height.

Feet. 

2.10

.81

.76

2.16

Discharge.

Sec.-ft. 

193

9.9

5.5

182

NOTE. Measurements made by wading. Gage heights refer to the staff gage. 

Daily discharge, in second-feet, of Branch River at Branch village, R. I., for 1909.

Date.

1. ..............

2...............

4...............

5...............

6. ..............

7. ..............

8. ..............

9. ..............

10...............

11...............

12. ..............

13. ..............

14. ..............

15. ..............

Sept.

156

146

26

08

61

84

80

53

34

08

61

80

80

Oct.

97

37

84

102

97

88

88

31

06

108

96

Qfl

97

85

Nov.

53

56

70

81

54

15

08

Q9

92

37

90

QQ

26

«4

90

Dec.

97

90

77

15

a3

83

83

90

90

90

20

7Q

101

103

Date.

16. ..............

17. ..............

18. ..............

19...............

20. ..............

21...............

22. ..............

23...............

24...............

25. ..............

26...............

27. ..............

28. ..............

29. ..............

30. ..............

31...............

Sept.

70

80

26

08

61

80

80

91

70

26

08

61

72

80

96

Oct.

24

08

86

90

90

94

50

28

a8

42

54

26

71

65

16

06

Nov.

93

37

86

91

21

04

84

94

105

11

90

7

06

85

88

Dec.

10,

13

3

a

1

9!

8

9

8

2

«2(

10

10

11

10

10

a Sunday.

NOTE. Daily discharges were obtained by weighting discharges obtained from gage heights observed 

when mill was running and not running.
132 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Branch River at Branch village, R. I., for 1909. 

[Drainage area, 93 square miles.]

Month.

Discharge in second-feet.

Maximum.

156 

108 

105 

136

Minimum.

8 

4 

4 

3

Mean.

62.0 

60.3 

59.1 

73.8

Per 

square 

mile.

0.667 

.648 

.635 

.794

Run-off 

(depth in 

inches on 

drainage 

area).

0.72 

.75 

.71 

.92

Accuracy.

B. 

B. 

B. 

B.

PAWTTJXET RIVER DRAINAGE BASIN. 

DESCRIPTION.

Pawtuxet River is formed near Richmond, R. I., by the union of 

Ponagansett and Moswansicut rivers. Ponagansett River rises in 

Ponagansett reservoir, in the town of Foster, R. I., and flows in a 

general southeasterly direction, receiving the drainage from several 

small ponds and swamps. Moswansicut River rises in a pond of the 

same name near North Scituate, R. I., and flows southward, receiving 

near its source several small brooks coming from the northwest. 

Pine Swamp reservoir and Quonopaug Brook also drain into this river. 

Below the junction of the two branches the river flows to the east and 

south to Riverpoint, where it is joined by the southwest branch of 

Pawtuxet River. This river drains a region of ponds and swamps, 

the largest of which is Flat River reservoir.

The Pawtuxet then flows to the northeast, receiving the Pocasset 

River from the north, and enters Narragansett Bay at Pawtuxet.

PAWTUXET RIVER AT HARRIS, R. I.

This station, which is located at the highway bridge near the Harris 

railroad station, was established August 12, 1909, and is maintained 

in cooperation with Natural Resources Survey of the State of Rhode 

Island.

The station is located between two mills, each about 2,000 feet 

distant. When the lower mill is not running backwater exists at the 

bridge. The rating curve is applicable for periods when both mills 

are running. When both are stopped the rating curve is applicable 

only for periods when the water is flowing over the lower dam.

The flow through the wheels at the mill above the station does not 

vary materially through the day except at times of extreme low 

water, when the amount of water is insufficient to run the mill for the 

entire day. Except for the difficulties caused by the mills the conditions for obtaining accurate discharge data are good. Careful observations of the many important conditions are made by the observer. 

The daily gage heights are not published because they do not truly 

indicate the discharge for 24-hour periods. Discharge measurements
NORTH ATLANTIC COAST. 133

are made from the highway bridge, where the conditions are good. 

No change has been made in the datum of the chain gage located on 

the bridge.

Discharge measurements of Pawtuxet River at Harris, R. /., in 1909.

Date.

Aug. 11

31

Sept. 23

23

Nov. 27

27

Hydrographer.

D. M. Wood. ..................... \........................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

75.5

74.5

75.5

Area of 

section.

Sq.ft. 

135

108

127

Gage 

height.

Feet. 

1.78

1.23

1.58

1.30

1.15

1.77

Discharge.

Sec.-ft. 

135

14.2

74 9

o2

a 0

0 Discharge estimated; mills not running. 

Daily discharge, in second-feet, of Pawtuxet River at Harris, R. I., for 1909.

Day.

1.......

2.......

3.......

4.......

5.......

6.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

Aug.

70

68

40

oO

Sept.

23

13

9

0

oo

4

4

4

16

31

14

«0

21

28

Oct.

54

26

oo

25

0

17

25

21

12

oQ

26

26

21

18

23

Nov.

13

25

21

25

40

19

oO

Af\

40

23

25

12

oo

9

Dec.

55

30

24

30

05

46

143

95

96

79

26

oo

20

230

200

Day.

17.......

18.......

19.......

20.......

21.......

22.......

23.......

24. ......

25.......

26.......

27.......

28.......

29.......

30.......

31.......

Aug.

68

85

160

45

40

25

oo

2

11

18

0

17

g

oO

8

14

Sept.

24

20

14

26

24

19

20

17

30

oQ

10

21

94

78

Oct.

0

20

22

14

16

27

13

a 0

26

18

21

23

11

17

"0

Nov.

23

43

20

28

23

oO

31

24

28

7

102

30

a 12

76

95

Dec.

166

85

34

olO

129

105

90

94

96

0

a22

114

60

100

97

96

NOTE. Daily discharges were obtained by special computations by weighting the discharges for hours 

when mills were running and when not running.

Monthly discharge of Pawtuxet River at Harris, R. I., for 1909. 

[Drainage area, 103 square miles.]

Month.

Aug. 12-31 ..............................

Discharge, in second-feet.

Maximum.

160 

94 

54 

102 

230

Minimum.

0 

0 

0 

0 

0

Mean.

34.0 

18.9 

16.8 

28.0 

76.7

Per 

square 

mile.

0.330 

.183 

.163 

.272 

.745

Run-off 

(depth in 

inches on 

drainage 

area).

0.25 

.20 

.19 

.30 

.86

Accuracy.

op pop

PAWCATUCK RIVER DRAINAGE BASIN. 

DESCRIPTION.

Pawcatuck River is formed near Wood River Junction, R. I., by 

the union of Wood and Charles rivers. Wood River rises in swampy 

land in Sterling, Conn., flows generally southeast to Mount Tom,
134 SURFACE WATE& SUPPLY, 1909, PART I.

R. I., where it is joined by Flat River, which rises in swamps at West 

Greenwich, R. I. Wood River then flows southward to its junction 

with Charles River. The Charles is formed by the outflow from 

Great Swamp and from Wordens Pond, flows westward, and receives 

the drainage of several small swamps and ponds. The Pawcatuck 

follows a winding course, in general westerly for about 8 miles, then 

turns to the south, and enters the ocean at Little Narragansett Bay. 

The slope of the river is in general small, but several of the small 

power sites on Wood River are undeveloped. The natural storage 

on this drainage is good.

WOOD RIVER AT HOPE VALLEY, R. I.

This station, which is located just below the dam of the Taylor 

Manufacturing Co. and about half a mile below Hope Valley, was 

established August 13, 1909, in cooperation with the State of Rhode 

Island, to obtain data regarding the flow of streams in this section 

in connection with the investigation of the natural resources of the 

State.

The low-water portion of the staff gage is bolted to a bowlder in 

the middle of the river a little below the outlet of the tailraces. The 

high-water portion is on the left bank nearly opposite the low-water 

portion. At low and moderately low water measurements are made 

by wading about one-fourth mile downstream, where the conditions 

are favorable for obtaining accurate data. At medium and high 

stages measurements must be made from the highway bridge just 

above the gage and from the bridge over the tailrace. The sections 

at these two places are not very good and the distribution of velocity 

is unfavorable for accurate results. The flow during the day is 

rather uniform, except as governed by the wheels at the Taylor 

plant.

The datum at the gage has remained the same during the maintenance of the station. During the winter months the discharge is 

somewhat affected by ice. A good rating curve has been developed 

from 1909 and 1910 discharge measurements.

Discharge measurements of Wood River at Hope Valley, R. I., in 1909.

Date.

Aug. 13

Sept. 1

Do..

Sept. 22

Nov. 19

ITydrographer.

D. M. Wood. ..............................................

.....do.....................................................

.....do. ..............................:.....................

.... .do. ....................................................

Width.

Feet. 

50

40

38

42

55

Area of 

section.

Sq.ft. 

24.5

23.7

16.0

29.6

47.9

Gage 

height.

Feet. 

1.07

1.02

.77

1.15

1.38

Discharge.

Sec.-ft. 

44.3

39.4

17.5

59.2

98.7

NOTE. All measurements by wading except that of August 13, which was made by floats.
NORTH ATLANTIC COAST. 135

Daily gage height, in feet, and discharge, in second-feet, of Wood River, at Hope Valley,

R. I., for 1909.

[C. S. Taylor, observer.]

Day.

1. ..................

2...........-.-.-.-.

3...--..-.--........

4...................

5. ..................

6. ..................

7...................

8. ..................

9...................

10. ..................

11...................

12...................

13....------.........

14...................

15...................

16. ..................

17...................

18...................

19...................

21...................

22. ..................

23...................

24. ..................

25. ..................

26. ..................

27...................

28...................

29. ..................

30. ..................

31...................

August.

Gage 

height.

1.07

1.20 

1.16 

1.16 

1.15

.92 

1.15 

1.16 

1.10 

1.13

1.23 

1.19 

1.15 

.91 

1.06 

1.12

Discharge.

45 

50 

55

60 

64 

58 

58 

56

29 

56 

58 

49 

54

69 

62 

56

28 

44 

52

September.

Gage

1.05 

1.10 

1.18 

1.18

.92

1.16 

1.14 

1.16 

1.14 

1.19

1.16 

.88 

1.14 

1.14 

1.14

1.16 

1.15 

1.16 

1.12 

.96

1.16 

1.20 

1.19 

1.20 

1.06

1.00 

1.12 

1.15 

1.22 

1.26

Discharge.

43 

49 

61 

61 

29

58 

55 

58 

55 

62

58 

25 

55 

55 

55

58 

56 

58 

52 

33

58 

64 

62 

64 

44

37

52 

56 

68 

75

October.

Gage 

height

1.19 

1.18 

1.05 

1.25 

1.26

1.26 

1.24 

1.18 

1.02 

1.22

1.25 

1.27 

1.24 

1.26 

1.23

1.19 

1.05 

1.24 

1.25 

1.24

1.24 

1.25 

1.22

1.24

1.25 

1.26 

1.24 

1.23 

1.24 

1.00

Discharge.

62 

61 

43 

73

75

75 

71 

61 

39 

68

73

77 

71 

75 

69

62 

43 

71 

73 

71

71 

73

68 

70 

71

73 

75 

71 

69 

71 

37

November.

Gage 

height.

1.26 

1.26 

1.26 

1.26 

1.24

1.27 

1.10 

1.25 

1.25 

1.27

1.28 

1.28 

1.26 

1.10 

1.25

1.31

1.28 

1.28 

1.28 

1.15

1.00 

1.24 

1.29 

1.30

1.30 

1.30

1.35 

1.35

Discharge.

75 

75 

75 

75 

71

77 

49 

73 

73

77

78 

78 

75 

49 

73

84 

78 

78 

78 

56

49 

71 

80 

82 

82

82 

82 

88 

93 

93

December.

height.

1.26 

1.26

1.20

1.35 

1.35 

1.21 

1.20 

1.26

1.21

1.26 

1.50 

1.61

1.46 

1.41 

1.35

1.30

1.34 

1.30 

1.30 

1.28

1.20 

1.25 

1.28 

1.38 

1.28

Discharge.

75

75 

70 

64 

78

93 

93 

66 

64

75

66 

70 

75 

128 

159

118

106 

93 

88 

82

91 

82 

82 

78 

74

68 

64 

73

78 

100 

78

NOTE. The daily discharge is based on a well-defined rating curve. Discharge on days of missing gage 

heights interpolated.

Monthly discharge of Wood River at Hope Valley, R. I., for 1909. 

[Drainage area, 72 square miles.]

Month.

Aug. 13-31 ..............................

Discharge in second-feet.

Maximum.

69 

75 

75 

93 

159

Minimum.

28 

25 

37 

49 

64

Mean.

52.8 

53.9 

66.5 

75.0 

84.1

Per 

square 

mile.

0.733 

.749 

.924 

1.04 

1.17

Run-oft 

(depth in 

inches on 

drainage 

area).

0.52 

' .84 

1.07 

1.16 

1.35

Accuracy.

A. 

A. 

A. 

A. 

A.

CONNECTICUT RIVER DRAINAGE BASIN. 

DESCRIPTION.

Connecticut River rises in the Connecticut Lakes in northern New 

Hampshire, flows in a southerly direction between New Hampshire 

and Vermont and across Massachusetts and Connecticut to Long
136 SURFACE WATER SUPPLY, 1909, PART I.

Island Sound. It is the largest river in New England except the St. 

John, is about 345 miles long and drains an area of 11,085 square 

miles, of which about 155 square miles lie in the Province of Quebec.

The river has many important tributaries, among which are Passumpsic, Ammonoosuc, Wells, White, Mascoma, Ottaqueechee, Sugar, 

West, and Ashuelot rivers, which join north of the Massachusetts 

line; Millers, Deerfield, Chicopee, and Westfield rivers, which enter 

in the State of Massachusetts; and Farmington River, which enters 

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 

undulating ridges, here and there rising to mountain height, and is 

for the most part forested. In central and southern New Hampshire 

and Vermont the country is hilly, and most of the tributary streams 

have a good fall but more of the area is in cultivation. Deerfield and 

Westfield rivers, rising in the Berkshires, in Massachusetts, are 

quick-spilling streams, with steep slopes and narrow valleys, largely 

wooded; Millers and Chicopee rivers on the east drain a natter 

country with numerous ponds and reservoirs. In Connecticut the 

river valley is generally broad and the country rolling, its soil 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 

Valley, 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, ranging 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. Snow accumulates to considerable depths. The river is navigable to Hartford and, by smaller 

boats, as far as Holyoke.

The natural facilities for storage on 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 need of systematic effort in this 

direction as the low-water flow on the Connecticut could be much 

improved by utilizing some of these storage sites, especially in the 

upper portions of the basin.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 261 PLATE V

HYDROELECTRIC PLANT OF CONNECTICUT RIVER TRANSMISSION CO. AT VERNON, VT.
- NOBTH ATLANTIC COAST. 137

The Connecticut and its tributaries are very important for water 

power. On the main river large power plants are in operation at 

Wilder, Bellows Falls, Turners Falls, and Holyoke. In 1909 a hydroelectric power station on the Connecticut at Hinsdale, N. H., was 

completed. This plant furnishes power for Fitchburg and Worcester. 

Many power sites in this basin are still undeveloped. (See PI. V.)

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 records of the station at Sunderland are available 

for purposes of comparison. 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.

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 information regarding the daily distribution of flow 

of the upper 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 from this 

dam reaches probably within a few miles of Orford. Upstream the 

nearest dam is at East Ryegate, Vt., about 20 miles distant.

The chain gage is attached to the bridge, from which discharge 

measurements are made. Its datum has remained the same during 

the maintenance of the station. During the winter months the discharge is affected by ice, but numerous discharge measurements 

under ice cover have been made, and fairly good rating curves have 

been 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 1906.

During 1906 the 1905 rating curve is assumed to apply. Measurements made during 1908 to 1911 indicate considerable change in 

conditions of flow and new location for high-water portions of the 

curve, necessitating a new rating curve, which is used for 1908-9. 

For 1907 the curve is assumed parallel to the later curve and 0.3 

foot lower in gage heights,

Discharge measurements of Connecticut River at Orford, N. H., in 1909.

Date.

Feb. 9<*

July 19

Sept. 9

Oct. 26

Dec. 18c

Hydrographer.

D. M. Wood. ..............................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

270

271

268

277

275

Area of 

section.

Sq.ft. 

2,200

1,460

1,430

1,590

1,570

Gauge 

height.

Feet. 

68.90

4.48

4.53

5.18

5.10

Discharge.

Sec.-ft. 

4,140

1,800

1,800

2,340

1,640

a Measurement made under ice cover. Average thickness of ice, 1.5 feet.

6 Gage height to water surface in a hole in the ace.

c Ice cover above and below bridge; open at gage. Shore ice at gaging section.
138 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Connecticut River at Orford, N. H., for 1909. 

[F. H. Gardner, observer.]

Day.

1.. .............

2...............

3...............

4... ............

5...............

6...............

1.. .............

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.

4.1

4.0

5.2

10.0

9.8

9.0

8.6

7.7

6.6

6.1

5.6

5.5

5.7

6.0

6.0

7 9

8.0

7.3

Feb.

7.2

7.1

7.3

7.4

8.8

8.4

7.7

7.1

6.7

6.6

10.0 

11.9

11.0

11 9

12.0

11.9

11.2

Mar.

Q 8

9.0

8.5

8.3

7.9

7.6

7.8

7.5

7.4

7.3

""7."6"

6.6

8.2

9.7

9.8

9.9

Apr.

10.2

10.6

11.2

12.3

13.9

16.1

18.0

21.2

21.6

19.0

18.8

18.7

18.2

27.0

30.3

30.25

29.1

27.1

OK fi

25.3 

23.9

21.9

19 8

17.2

15.5

14.3

13.3

13.5

13.4

May.

13.1

12.9

12.4

12.3

12.7

13.0

13.0

15.0

15.7

16.8

18.4

17.7

17.0

15.3

15.2

15.8

16.3

16.8

16 4

15.2 

14.8

12.0

11.7

10.2

9.9

9 4

9.0

10.4

12.3

11.0

June.

9.4

8.8

8.2

7.6

7.2

7.9

8.5

8.1

7.5

6.9

6.3

6.1

6.0

5.7

6.3

6.0

5.9

6.9

6.6

6.8

6.6 

6.2

6.0

6.1

5.9

5.9

4.8

4.7

4 4

4.2

July.

4.1

4.3

4.3

4.2

4.0

4.5

5.2

5.0

4.7

4.2

4.4

4.1

3.8.

3.8

3.5

3.5

3.5

4.0

4.7

4.4

4.3 

4.2

4.0

3 Q

3.7

4.0 3 <;

3.4

3.2

3.1

3.1

Aug.

3.0

3.0

2.8

2.7

2.8

2.8

3.0

2.9

3.0

2.5

2.8

2.5

2.6

2.7

2.6

2.8

2.7

2.7

2.6

9 7

2.9 

3.0

3.2

3.4

3.4

3.3

0 1

3.0

3.1

3.3

3.2

Sept.

3.0

3.3

3.0

3.1

3.1

3.3

3.7

4.2

4.5

4.3

4.2

3.9

3.7

4.0

4.0

3.9

3.7

3.4

3.5

3.5 

3.6

3.6

3.5

3.8

3.7

3.6

3.7

6.2

8.0

Oct.

8.5

8.7

6.1

6.1

6.7

6.5

6.4

5.2

5.0

4.5

4.0

4.2

4.0

4.0

4.0

4.1

3.8

4.0

4.0

4.3

4.2 

4.3

4.3

4.5

4.9

5.0

5.7

5.1

4.5

4.5

Nov.

4.3

4.4

4.4

4.5

4.7

4.9

5.4

5.0

5.0

4.8

5.0

5.3

5.1

5.0

4.9

5.0

5.0

4.8

4.8

4.8

. 4.9 

5.0

5.0

4.6

5.6

6.2

6.5

6.7

6.5

6.2

Dec.

6.5

6.8

6.7

6.5

6.2

5.6

5.4

5.3

5.1

5.2

5.0

4.9

4.8

4 7

5.2

5.0

4.8

5.2

4.8

4.8

4.8 

4.7

4.6

4.5

4.3

4.2

4.2

4.4

5.0

4.5

4.0

NOTE. Ice conditions prevailed from Jan. 1 to Apr. 2 and from Dec. 15 to 31. Gage heights during 

these periods are to water surface, except Dec. 30 and 31, which are to the top of the ice.

Daily discharge, in second-feet, of Connecticut River at Orford, N. H.,for 1907-1909.a

Day.

1907. 

1. ........

2.........

3.........

4. ........

6.........

7.. ...... .

8.........

g

10. ........

11.........

12.........

13.........

14.........

15.........

16.........

17.........

18.........

19... .......

20.........

21.........

22. ........

23.........

24.........

25.........

26.........

27.........

28.........

29. ........

30.........

31.........

Jan.

1,500

1,500

1,500

2,000

2,800

3,550

3,500

3,500

3,200

2,900

2,300

2,040

2,000

1,900

1,800

1,700

1,600

1,500

1,400

1,400

1,450

1,450

1,450

1,470

1,490

1,510

1,500

1,480

1,460

1,440

Feb.

1,420

1,400

1,380

1,320

1,300

1,250

1,180

1,100

980

1 000

1,000

1,010

1,030

1,050

1,070

1,050

1,080

1,100

1,090

1,200

1,320

1,440

1,440

1,420

1,400

1,380

Mar.

1,360

1,340

1,320

1,320

1,320

1,320

1,320

1,320

1,320

1,310

1,300

1,290

1 OQft

1,270

1,260

1,600

1,600

1 800

2,050

2,300

2,500

2,700

3,800

6,000

15,000

20 OCO

27' 000

Apr.

91 Qflrt

16,600

15,000

13,000

13,000

12,100

11,600

9 77H

8,880

8,740

8,020

8,300

8,740

8,740

8,600

8,020

7 fifio

7,320

7,460

oc ofin

31,700

32,300

May.

39,000

40,600

36,300

24,200

19,100

17,600

14,000

15, 500

16,100

15,900

14 200

11,600

1 9 ^ftfl

12,600

14 400

16, 600

13 500

9,620

8,160

7,600

6,230

5 840

6,230

5 960 e'loo

5 840

5,320

June.

5,320

4,720

4,600

4,960

5,200

5,080

4 840

4,260

4 030

3,810

3,810

3 17H

2,790

2,610

2,790

3,170

8,600

10,100

8,450

5,080

3

O1fl

3,590

3 480

4,600

6 con

July.

6,900

9,770

9,320

9,470

8,300

7,460

5,450

4,600

A Ann

4 260

4,260

4,030

4 380

4 600

4,720

5,450

3 Q9T1

3,170

2,880

2,520

2,430

2,270

2

QCfi

2,520

2 7nfl

2,520

2 700

2,970

3,380

4,260

4 

' 490

Aug.

4,600

6,100

6,230

5,580

4,960

4,600

4,380

4,030

3,590

2,880

2 7nn

2 inn

2,110

1,950

1 740

1,460

1,400

1,280

1,280

1,220

1,160

1,160

1,100

1,100

1,050

1 280

1,340

Sept.

1,340

1,400

1,400

1,400

1,950

4,260

5,080

3,920

3 "80

2 7QO

3,280

2 43H

3,700

4 840

4

naf\

3,280

2,970

2,110

2,610

2,030

1,530

1*530

2 190

2,880

3,810

3,380

3,070

7 1 Srt

Oct.

10,700

11,200

10,400

8,600

7,880

7,180

6,500

11,300

1O OAA

n fifio

13,300

10 OAA

11 600

9,620

7 7df\

6,500

5,840

6 640

5,450

4 OQA

4 140

3 Q9O,

3 7ftft

3

CQA

3.810

14,400

18,700

15,300

Nov.

9 180

10,100

11,800

12,800

14,200

15,900

14 800

10, 700

8,020

7,180

6,500

5,840

5,320

5,080

5,080

4 840

4,600

4,380

4 490

4 380

4,490

4,260

3,920

3,810

Dec.

3,200

3,000

3,000

2,800

2

KAA

2,200

2,000

2,000

2 A/U1

2,500

21,300

26,500

19 100

9 770

7,880

7,180

6,500

6,100

6 900

7 880

8,160

1 9 sfin

18,000

16,300

15,200

11,800

10, 700

10,100

9,920

a Gage heights for 1907-8 were published in Water-Supply Paper 241.

NOTE. Daily discharges for 1907 under open-channel conditions based on a rating curve parallel to 

the 1908-9 curve and assumed to represent conditions of flow between 1906 and 1908. It can probably 

be considered fairly representative of conditions during 1907. During the frozen periods, Jan. 1 to Mar. 

30 and Dec. 1 to 10,1907, the daily discharges are based on two ice measurements made during 1907, and 

approximate ice rating curves. They are only approximate.
ATLANTIC COAST.

Daily discharge, in second feet, of Connecticut River'at Orford, N. JET.,/or 1907-1909.

Day.

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.

9,320

8,740

8,300

7,500

7 000

6,500

6,000

6,000

5,550

5,100

4,060

4,000

3,900

3,800

3,700

3,600

3,480

3,360

3,250

3,200

3,100

2,800

2,600

2

JQA

2,450

2,400

2,350

Feb.

2,350

9 QRA

2,320

2,340

2,360

2,380

2,400

2,420

2,430

2 4.ftft

2,400'

2,400

2,450

3 000

12,000

10 Ann

13,000

9,000

7,800

7 000

6,200

5,500

4,620

4,400

4,100

A Oftft

Q Qftft

3,500

3,100

Mar.

2,790

2,770

2,560

2,340

2,300

2,260

2,260

2,260

2,200

2,200

2

KAfi

3,000

3,6CO

4,500

5,500

6,600

6,000

5,500

5,300

5,000

4,700

4,500

4,300

6,900

10,000

U AAA

23,400

9fi &nn

30,600

20,700

Apr.

16,400

13,500

11 000

8,880

6 QAfi

7,040

7,880

10,100

9,920

9,320

13.000

12,300

10,400

10,700

10,800

10,200

9,620

9 470

9,320

9,470

9,920

11,000

19,700

22,100

36,700

May.

35,400

23,800

20,900

18,200

13,300

12,000

13, 200

15,200

18,200

16,800

14,200

15,300

13,200

10,700 8,eoo

8, ICO

8,160

7,880

6,900

6,640

6,230

5,700

5,450

5,700

5,580

6,230

5,960

June.

6,230

10,800

8,-lCO

6,900

5,080

4 260

3,810

3,170

2,870

2.780

2,680

2,220

5,320

11,500

8,160

5,700

4,260

3,170

2,780

2,680

2,220

2,050

1,890

1,740

1,660

1,520

July.

1,810

1,740

1.740

1,970

1,890

1,740

1,G 0

1,590

1,6CO

1,590

1 460

1,320

1,140

1 9Fft

1,260

1,220

1,390

1,6 0

2,310

2,220

1,740

1,590

1,390

1,200

1,140

1,200

1,2.0

1,200

Aug.

1,200

1,200

1,200

880

1,200

1,200

3,810

3,590

3,480

2,680

2,220

1,890

1,660

1,590

1,520

1 460

l',460

1,520

1,660

2,050

2,050

1,890

1,660

1,460

1,200

1,200

1,200

1,090

£80

880

Sept.

780

830

830

980

880

730

640

780

CCA

640

685

528

550

640

595

595

505

385

595

425

550

595

465

288

550

595

Oct.

550

640

730

880

780

980

880

v*n

730

730

830

930

980

880

830

685

595

595

640

595

640

640

595

685

595

730

730

685

Nov.

640

685

730

830

7sn

640

685

730

685

730

>7OA

780

1,040

1,210

1,200

1 9Pft

1,2CO

780

930

880

780

830

930

1 040

1,320

1,740

2,780

2,140

Dec.

2,050

1 SQft

1,740

1 74ft

980

1,140

1 °.QO.

1,590

I QQA

1,260

1,200

1,260

1,390

1,240

1,120

1,000

1,000

1 040

1,000

950

QAfi

780

860

860

860

S7O.

890

950

NOTE. Daily discharges for open-channel conditions 1908-9 based on a well-defined rating curve. Daily 

discharges during the periods of ice conditions, Jan. 4 to Mar. 27 and Dec. 16-31,1908, based on two ice 

measurements made during 1908, approximate ice-rating curves, and climatalogical data. The daily 

discharges during the periods of ice conditions are only approximate.

Daily discharge, in second-feet, of Connecticut River at Orford, N. H.,for 1907-1909.

Day.

1909. 

1.........

3.........

4.........

5.........

6.........

7.........

y

10.........

11.........

12.........

13.........

14.........

16.........

J7.r . ......

19.........

20.........

21.........

22.........

23.........

24.........

25.........

26.........

27.........

28.........

29......... 

30.........

31.........

Jan.

1,030

1,030

1,020

1 330

1^640

3,820

6,000

5,720

4,850

4 480

4,100

3,570

3,000

2,430

2,270

2,100

1 900

l',690

1,660

1,700

1,770

1 940

2^010

2,010

2,010

3,440

3,570 

3,230

2,890

Feb.

2,840

2,780

2,740

2,710

2,740

2,760

2,800

2

QQA

4,140

3,990

3,830

3,670

3,360

3,040

2

01 A

2,580

2,410

2,240

2,170

2,100

5,000

7,120

6,110

7,120

7,320

6,910

6,500

.......

Mar.

5,740

4,560

4,150

3,920

3,690

3,640

3,520

3,240

3,150

3

AAA

3,160

3,260

3,040

2

QOA

2,920

2,860

2

QAA

2,720

2,630

2,480

2,320

3,000

3,680

4,430

5,200

5,400

5

QAA

6,300

Apr.

7 ftftfi

8,200

9,920

11 600

14 400

18,500

22,300

29, 100

29, 900

24, 400

24,000

23,800

22,700

24,400

49, 700

4Q Ann

46, 800

42,200

38, 100

35,000

30,600

26,100

20,700

17,400

15,200

13,300

13, 700

May.

10 AAfi

11,800

12,800

12,800

15,200

16, 400

17,800

19,900

21, 700

20,300

17 000

16, 800

18, 000

19, 900

19, 100

16,800

16, 100

11,200

10,700

8,450

8,020

7,320

6,770

8,740 

11 600

9^620

June.

*7 oofi

6,500

5,700

4 960

4', 490

5,320

6,100

4,840

4,140

3,480

3,170

2,870

3,480

3,170

3,070

4,140

3,810

4,030

3,810

3,380

3,170

3,280

3,070

3,070

2,050

1,970

1,740 

1,590

July.

1,520

1,660

1,660

1,590

1,460

1,810

2,400

2,220

1,970

1,590

1,740

1,520

1,320

1,320

1,140

1,140

1,460

1,970

1,740

1,660

1,590

1,460

1,390

1,260

1,460

1,140

1,090

980 

930

930

Aug.

880

780

730

780

780

880

830

880

640

780

640

685

730

780

730

730

685

730

830

880

980

1,090

1,090

1,040

930

880

930 

1,040

980

Sept.

1,040

880

930

930

1,040

1,260

1,590

1,810

1,660

1,590

1,390

1,260

1,460

1,460

1,390

1,260

1,090

1,140

1,200

1,140

1,200

1,200

1,140

1,320

1,260

1,200

1,260

3,380 

5,450

Oct.

6,100

6,360

3,280

3,280

3,920

3,700

3,590

2,400

2,220

1,810

1,460

1,590

1,460

1,460

1,460

1,520

1,320

1,460

1,460

1,660

1,590

1,660

1,660

1,740

1,810

2,140

2,220

2,870

2,310 

1,810

1,810

Nov.

1,660

1,740

1,740

1,810

1,970

2,140

2,580

2,220

2,220

2,050

2,220

2,490

2,310

2,220

2,140

2,220

2,220

2,050

2,050

2,050

2,140

2,220

2,220

1,890

2,780

3,380

3,700

3,920

3,700 

3,380

Dec.

3 *7nn

4,030

3,920

3 7nn

3,380

2,780

2,580

2,490

2,310

2,400

2,220

2,140

2,050

1,970

1,990

1,870

1,640

1,520

1,520

1,520

1,470

1,410

1,360

1,240

1,190

1,190

1,210

1,310 

1,260

1,020

NOTE. Daily discharges for open-channel conditions 1908-9 based on a well-defined rating curve. Daily 

discharges during the periods of ice conditions Jan. 1 to Apr. 2 and Dec. 15-31, 1909, based on two Ice 

measurements made during 1909, approximate ice rating curves, and climatological data. The daDy 

discharges during the periods of ice conditions are only approximate.
140 SUBFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Connecticut River at Orford, N. H., for 1907-1909. 

[Drainage area, 3,300 square miles.]

Month.

1907.

July....................................

The year. .........................

1908.

July.....................................

1909.

July....................................

Discharge in second-feet.

Maximum.

3,550 

1,440 

27,000 

32,600 

40,600 

10, 100 

9,770 

6,230 

7,180 

18. 700 

15^900 

26,500

40,600

9,320 

18,000 

30,600 

36, 700 

35,400 

11,500 

2,310 

3,810 

980 

1,040 

2,780 

2,050

36,700

6', 000 

7,320 

6,300 

49, 700 

23, 200 

7,320 

2,400 

1,090 

5,450 

6,360 

3,920 

4,030

49. 700

Minimum.

1.400 

980 

1,240 

 7,320 

5,320 

2,520 

2,270 

1,050 

1,340 

3,590 

3,480 

2,000

980

2,350 

2,320 

2,200 

6,900 

5,200 

1,520 

980 

880 

288 

550 

640 

698

288

1,020 

2,100 

2,320 

7,000 

6,770 

1,590 

930 

640 

880 

1,320 

1,660 

1,020

640

Mean.

1,960 

1,190 

3,970 

14,400 

15,900 

4,690 

4,600 

2,600 

3.010 

8,940 

7,810 

9,320

6,570

4,410 

4,830 

7,580 

12,800 

12, 700 

4,450 

1,540 

1,690 

627 

747 

1,040 

1,200

4,470

2,690 

4,000 

3,620 

25,400 

14,400 

3,890 

1,490 

836 

1,460 

2,360 

2,380 

2,070

5,370

Per 

square 

mile.

0.594 

.361 

1.20 

4.36 

4.82 

1.42 

1.39 

.788 

.912 

2.71 

2.37 

2.82

1.99

1.34 

1.46 

2.30 

3.88 

3.85 

1.35 

.467 

.512 

.190 

.226 

.315 

.364

1.36

.815 

1.21 

1.10 

7.70 

4.36 

1.18 

.452 

.253 

.442 

.715 

.721 

.627

1.63

Run-off 

(depth in 

inches on 

drainage 

area).

0.68 

.38 

1.38 

4.86 

5.56 

1.58 

1.60 

.91 

1.02 

3.12 

2.64 

3.25

26.98

1.54 

1.56 

2.65 

4.33 

4.44 

1.51 

.54 

.59 

.21 

.26 

.35 

.42

18.40

.94 

1.26 

1.27 

8.59 

5.03 

1.32 

.52 

.29 

.49 

.82 

.80 

.72

22.05

Accuracy.

C. 

C. 

C. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B. 

C.

C. 

C. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

C. 

C. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

CONNECTICUT RIVER AT SUNDERLAND, MASS.

This station, which is located at a five-span steel highway bridge 

at Sunderland, about 18 miles above the Holyoke dam and 5 miles 

below that at Turners Falls, was established March 31, 1904, to obtain 

information regarding the daily distribution of 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 Eiver enters the Connecticut a short distance below 

Turners Falls, about 4 miles above the station.
NORTH ATLANTIC COAST. 141

The chain gage attached to the bridge is read twice daily. Its 

datum, has remained the same during the maintenance of the station 

Discharge measurements are made from the bridge. 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 the condition of the bed of the river, 

and a fairly good rating curve has been developed.

 Discharge measurements of Connecticut River at Sunderlani, Mass., in 1909.

Date.

Feb. lie

Mar. 3d

Oct. 13

Hydrographer.

.....do.....................................................

.....do...................'...................-..............

.....do.....................................................

.....do........-...-.-----.....-.---......----.....--.......

.....do.....................................................

Width.

Feet. 

742

754

761

729

596

620

690

Area of 

section.

Sq. ft. 

5,280

7,010

8,050

4,890

1,940

2,250

3,210

Gage 

height.

Feet.

67.77

& 10.30

6 11. 00

6.88

2.53

3.02

4.45

Discharge.

Sec.-ft. 

4,430

11,400

15,300

13,300

2,940

3,660

4,430

° Measurement made under ice cover; also some anchor ice at section. Average thickness of ice 0.55 foot. 

Ice covered with 0.2 foot of snow saturated with water. Water surface even with top surface of ice.

6 Gage height to water surface in a hole in the ice.

c Measurement made under ice cover; no anchor ice. Average thickness of ice 0.8 foot. Water surface 

0.15 foot below top of ice.

d Measurement made under complete ice cover. Partially estimated owing to dangerous condition of 

ice. Average thickness of ice 0.2 foot. Water surface even with top surface of ice.

e Partial ice cover.

Daily gage height, in feet, of Connecticut River at Sunderland, Mass., for 1909.

[V. Lawer, 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...............

27...............

28...............

29...............

30. ..............

31...............

Jan.

2.9

2.9

2.55

2.7

2.95

8.98

13.55

14.0

13.75

12.9

12.5

11.8

10.7

9.3

8.1

7.85

7.7

7.75

8.6

9.3

8.35

Feb.

8.0

7.2

9.0

10.05

10 3

10.0

8.6

10.9

13.8

14.0

13.8

16.2

15.1

14.2

13.6

Mar.

12.0

10.3

9.1

8.4

8.6

8.45

8.15

7.8

7.2

6.65

6.2

5.75

5.3

5.05

4.95

5.08

5.82

8.8

8.35

8.42

8.68

8.62

8.7

Apr.

8.92

9.25

9.7

9.95

11.0

13.5

17.6

22.8

22.85

19.9

16.6

14.52

13.58 is. as

26.2

27.7

26.45

25.15

23.92

23.3

22.05

20.2

19.55

18.05

16.0

14.5

13.38

12.7

12.6

12.1

May.

12.2

12.8

12.6

12.12

12.0

11.65

11.72

12.28

12.45

12.2

12.05

12.42

12.55

12.45

11.8

10.95

10.65

11.3

12.2

12.35

11.9

11.22

10.25

9.5

8.92

8.48

7.38

7.48

8.0

7.95

June.

7.85

7.75

7 08

6.55

6.1

6.92

9.05

8.92

7.02

6.4

6.52

5.6

5.58

5.55

4.75

4.45

6.45

6.6

5.72

6.48

5.78

4.62

4.52

4.48

4.35

3.32

3.0

3.8

3.82

July.

2.9

2.65

2.62

2.58

2.98

3.25

3.35

3.32

3.20

3.05

3.05

3.08

2.8

2.7

2.52

2.6

2.65

2.55

2.38

2.2

2.1

2.2

2.3

3.22

3.85

2.8

2.25

2.1

2.22

2.38

2.38

Aug.

2.08

2.22

2 08

1.98

2.18

2.22

2.28

2.22

2.4

2.1

2.15

1.95

2.55

2.8

2.4

2.28

3.0

3.9

3.98

3.38

2.9

2.6

2.68

2.45

2.5

2.35

2.25

2.4

1.85

2.25

2.5

Sept.

2.22

2.1

2.15

2.1

1.4

1.85

1.85

1.95

1.95

2.0

2.3

2.25

2.65

2.55

2.42

2.25

2.15

2.02

1.45

2.1

2.12

2.22

1.98

1.9

1.7

1.18

1.5

2.88

4.1

4.6

Oct.

5.35

5.45

4.7

4.5

4.1

3.9

4.0

3.88

3.62

2.6

2.8

3.15

3.02

2.95

2.9

2.72

1.95

2.5

2.85

2.75

2.7

2.78

. 2.78

2.45

3.02

3.52

3.88

3.42

3.35

3.15

2.7£

Nov.

3.0

3.15

3.05

3.05

2.9

2.78

2.32

2.9

3.3

3.28

3.15

3.2

3.15

2.8

3.1

3.18

3.0

3.0

3.2

3.08

2.1

2.75

3.05

3.05

3.18

3.3

3.8

3.95

4.25

4.35

Dec.

4.05

3.75

3.55

3.55

3.5

3.7

3.68

3.55

3.5

3.42

3.3

3.32

3.55

4.6

4.3

3.85

3.68

3.65

3.45

3.85

4.35

4.3

4.1

4.18

3.58

5.4

5.9

5.55

NOTE. Ice conditions prevailed from Jan. 1 to Mar. 16 and from about Dec. 20 to 31. 

have been slight ice effect during the first part of December.

There may also
142 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Connecticut River at Sunderland, Mass., for 1909.

Day.

1.. ......

2.. ......

3........

4........

5........

6........

7........

8........

9........

10........

11........

12........

13........

14........

15........

16........

17........

18........

n.. ......

20........

21........

22........

23........

24........

25........

26.:......

27........

28........

29........

30........

31........

Jan.

2,300

2,300

1,900

2,100

2,300

6,200

11,600

12,200

11,800

10,800

10,300

9,400

8,100

7,300

6,500

6,000

5,400

4,700

4,500

4,500

4,400

4,400

4,500

4,800

5,200

5,600

5,600

5,200

4,900

4,800

Feb.'

4,700

4,600

4,100

3,900

3,900

5,600

7,200

10,000

11,500

11,200

11,000

10,400

9,800

9,200

8,600

12,200

14,000

20,000

on nnn

25,000

oq Ann

Mar.

20,000

18,000

15,500

16,000

16,500

14,000

13,000

13,000

12,000

14,000

16,000

16,000

17,000

17,700

16,700

15,500

14,400

11,200

9,900

8,660

8,020

8,100

10,100

19,900

10 qnn

19,500

19,600

Apr.

21,600

24,200

28,300

38,500

56,600

80,500

80 700

67^100

42,900

38,800

60 000

97,300 Qi qnn

85,600

82,800

68,500

49,400

38,000

35,100

34,700

32,700

May.

qq inn

34 700

32,800

32,300

31,200

33,400

qo cnn

34 000

34^500

34,100

31,500

28,100

on cnn

qq inn

25 400

99 ^nn

20,400

18,800

15,000

15,400

17,100

16,900

June.

16,600

14,000

19 3nn

1 3 fyin

13,800

n oon

9,470

9

qqn

6 600

19 nnn

12 100

7 000

6,670

6 380

4,250

5,200

July.

3,050

2,990

3,640

4,300

4,250

4 030

3,760

3,330

2,900

3,100

2

QAI)

2 690

2,450

2,320

2,450

2,580

5,300

3,330

2,320

2,480

2,690

2,690

Aug.

2 qnn

2 qnn

2,420

2

ACf\

2,550

2,720

2,320

2,380

2,140

2,940

3

qqA

2,720

2,550

c Ain

4,360

3,500

3,020

3 14fi

2,800

2,870

2,720

2,020

2,520

2,870

Sept.

2,480

2,320

2 OCA

2,320

1,530

2 fi9jft

2,020

2,140

2 con.

2,520

3,100

2 Q4O.

2 con

1,580

2,320

2,350

2 Ion

2 080

1,850

1,310

1,630

3,470

5,830

6,950

Oct.

8 7Qft

7 1 fin

6,720

5,830

5,410

5,620

4,830

3,020

3

qqn

3 940

3^710

3,580

3 9ftft

2,870

3,420

3,250

3 qnn

2,800

3,710

4 630

5^370

4,440

4,300

3,940

3,300

Nov.

3,670

3,940

3,760

3,500

2,610

3,500

4,210

4,170

3 Q4n

4 030

3,940

3,330

3,850

3,990

3,670

4 030

3,810

2,320

3,250

3,760

3,990

4,210

5,200

5,520

6,160

6,380

Dec.

5,720

5,100

4,690

4,690

.4,590

4

KAfi

4,200

4 000

3,800

4,200

4,950

4,890

4,500

4,450

4,430

4,350

4,100

3,900

3,800

4,000

4,200

4,400

4,000

3,900

3,800

NOTE. Daily discharges during the open period based on a well-defined rating curve. Daily discharges 

during the frozen periods can only be considered roughly approximate. They are based on four measurements made under ice conditions and on climatologieal data.

Monthly discharge of Connecticut River at Sunderland, Mass., for 1909. 

[Drainage area, 7,700 square miles.]

Month.

July.....................................

The year. .........................

Discharge in second-feet.

Maximum.

12,200 

25,000 

20,000 

103,000 

35,600 

20,900 

5,300 

5,580 

6,950 

9,060 

6,380 

6,950

103,000

Minimum.

1,900 

3,900 

7,780 

20,400 

15,000 

3,670 

2,320 

2,020 

1,310 

2,140 

2,320 

3,800

1,310

Mean.

5,980 

12,000 

14, 700 

56,400 

28,400 

10,600 

3,250 

2,900 

2,550 

4,420 

3,970 

4,520

12,400

Per 

square 

mile.

0.777 

1.56 

1.91 

7.32 

3.69 

1.38 

.422 

.377 

.331 

.574 

.516 

. .587

1.62

Run-off 

(depth in 

inches on 

drainage 

area).

0.90 

1.62 

2,20 

8.17 

4.25 

1.54 

.49 

.43 

.37 

.66 

.58 

.68

21.89

Accuracy.

C. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

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,
NOBTH ATLANTIC COAST. 143

deputy chief engineer, these have been furnished to the United 

States Geological Survey prior to 1909.

River observations were begun by the United States Weather 

Bureau in 1902, and daily records are now published in Daily River 

Stages. Gage heights taken by the Connecticut River bridge 

and highway district were 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; 1 also in the surveys above Hartford in 1871- 

1878 2 and in the survey of 1897.3 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

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 

U. S. Geological Survey, Part II, pages 141-144.

PASSTJMPSIC RIVER NEAR ST. JOHNSBTTRY, VT.

Passumpsic River rises in several small ponds and lakes in the 

mountainpus region of the eastern part of northern Vermont. The 

West Branch of the river is formed near the base of Mount Pisgah 

and flows in a general southeasterly direction to its junction with 

East Branch, which was formed about 8 miles to the north by the 

run-off from several hills and small mountains. The main river 

then runs in a general southwesterly direction, receiving several 

small tributary streams along its course and being joined at Lyndonville by an important branch which rises in the towns of Sheffield 

and Sutton; it then flows southward to join Connecticut River at 

East Barnet, having received from the east Sheldon Brook and

1 See report of Theodore G. Ellis, 1867 (H. R. Ex. Doc. No. 153, 40th. Gong., 2d sess.),

2 Engineer's Report 1878, pp. 348-391. 

s Engineer's Report 1898, pp. 976-988. 

* See Monthly Weather Review, October, 1908, pp. 340-342.
144 SURFACE WATER SUPPLY, 1909, PART I.

Moose River, and from the west Millers River, and West, Sleepers, 

and Joes branches.

The river is in general quick falling. There are many power 

plants along the main river and also on the tributaries, which furnish 

power chiefly for the manufacture of lumber and kindred products, 

and for electric lighting. The storage is rather small, but the opportunities for improvement are good.

The upper parts of the basin are fairly well forested; in the lower 

parts much of the land is cultivated. The whole area is hilly and a 

great portion of it is rocky. The prevailing rocks are granite and 

limestone. Clay is found throughout the drainage area, and drift 

sand is also abundant.

The mean annual precipitation on this basin is probably about 40 

inches. The river is generally frozen throughout the winter. On 

account of the topography and geology the run-off in the freshet 

season is usually large.

The gaging station, which is located about 5 miles above St. 

Johnsbury and 2 miles above Centervale, Vt., at a footbridge a short 

distance below the plant operated by Pierce Bros, in the manufacture 

of leather board, was established May 26, 1909, in cooperation with 

the State of Vermont.

The nearest dam below the station is the electric-light plant just 

below Centervale. At high water this dam causes backwater at the 

gaging station, but as the power output at this plant is small the 

effect on the conditions at the Pierce mills is constant for any gage 

height. At usual stages the river below the station is quick falling, 

rips being found at several places. On account of the winding of the 

river in its course, and because of the dam below the station, jams 

of ice sometimes occur at the bends during the winter and spring.

The staff gage, in two sections, is located at the footbridge. It is 

read twice daily. The datum has remained unchanged since the 

establishment of the station. Measurements are made from a suspension footbridge, where the conditions for good results are excellent. 

As the storage at the Pierce mills is rather small and as the amount 

of water used during the day is rather uniform, it is believed that the 

gage heights are a true index of the flow, and the results are excellent. 

During the winter months the discharge is affected by ice. A good 

rating curve has been developed which is based on 1909-10 discharge 

measurements.

Discharge measurements of Passumpsic River near St. Johnsbury Center, Vt., in 1909.

Date.

May 26

Do...

July 27

Oct. 27

Hydrographer.

D. M. Wood. ..............................................

.....do.....................................................

.....do.................................................*....

.....do.....................................................

.....do.....................................................

Width.

Feet. 

91

86

85

79

86

"Area of 

section.

Sq.ft. 

212

142

120

93

142

Gage 

height.

Feet. 

2.50

1.68

1.45

1.29

1.64

Discharge.

Sec.-ft. 

359

172

118

68

164
NORTH ATLANTIC COAST. 145

Daily gage height, in feet, of Passumpsic River near St. Johnsbury, Vt., for 1909. 

[J. W. Pierce and Joseph Cox, observers.]

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. ...................................

27....................................

28....................................

29....................................

30....................................

31....................................

May.

2.50

2.40

2.60

2.75

2.50

June.

2.35

2.25

2.15

2.80

2.35

2.15

2.05

9 on

1.90

1.85

2.50

2.10

1 90

1.80

2.85

2.45

2.05

1.95

1.85

1.80

1.70

1.70

1.80

1.60

1.65

1.65

1.65

July.

1.60

1.60

1.65

1.80

1.70

1.65

1.60

1.50

1.50

1.38

1.34

1.34

1.42

1.66

Aug.

1.44

1.38

1.36

1 3*i

1.41

1.38

1 9ft

1.35

1.38

1.31

1.30

1 46

1 90

1 30

1.35

1.32

1.39

1.50

2.35

1.64

1.48

1.43

1.38

1.35

1.62

1.49

1.36

1.41

1.38

Sept.

1.49

1.72

1.50

1.41

1 <W

1.77

1.55

1.48

1.39

1.35

1.40

1.43

1.44

1.39

1.34

1.40

1.39

1.38

1.30

1.34

1.35

1.36

1.34

1.35

1.54

1.40

1.61

02.85

3.38

2.20

Oct.

1.90

1.78

2.42

1.70

1.62

1 >w

1.50

1 40

1.52

1.48

1.51

1.48

1.52

1.50

1 66

1.79

1.70

1.58

1.64

1.93

2.00

1.78

1.74

1.69

1.60

1.66

1.66

1.60

1.56

Nov.

1 60

1.60

1.65

1.71

1.64

1.58

1 ft9

1.80

1.71

1.61

1.65

1 CO

1.60

1.60

1.62

1.58

1.72

1.64

1.61

1.60

1.72

1.95

1.88

1.84

2.32

1.92

1.78

2.18

1.90

Dec.

1.72

1.74

1.71

1.60

1.69

1.69

1.61

1.58

1.62

1.58

1.69

1.72

1.71

1.65

1.58

1.56

1.60

1.59

1.50

1.56

1.56

1.60

1.55

1.55

Crest gage height Sept. 28, 8 p. m., was 4.08 feet, 

r repairs Oct. 13 to Nov. 3; also shut down Sund

Daily discharge, in second-feet, of Passumpsic River near St. Johnsbury, Vt.,for 1909.

NOTE. Mill shut down for repairs Oct. 13 to Nov. 3; also shut down Sundays and Dec. 25. Ice conditions Dec. 13 and 28 to 31.

Day.

1......................... ...........

2. ...................................

3....................................

5....................................

6....................................

7....................................

8....................................

10....................................

11....................................

12....................................

10

14....................................

15....................................

16....................................

18....................................

1Q

20. ...................................

21....................................

23....................................

94

oc

26. ...................................

27....................................

28....................................

29....................................

30....................................

31....................................

May.

426

390

462

700

518

426

June.

372

238

306

290

290

537

372

306

275

260

230

230

216

426

290

230

202

556

408

275

245

216

202

175

175

202

149

162

162

162

July.

149

149

162

260

202

175

162

149

124

124

96

87

87

105

165

Aug.

''no

96

91

91

89

102

96

74

78

89

96

80

78

114

76

78

89

82

98

124

372

159

119

107

96

89

154

122

91

102

96

Sept.

122

180

124

102

98

194

136

119

98

89

100

107

110

98

87

100

98

96

78

87

89

91

87

89

134

100

152

556

777

322

Oct.

230-

197

397

266

191

175

154

139

124

122

129

119

126

119

129

124

165

199

175

144

159

239

260

197

186

172

149

165

165

149

139

Nov.

149

149

162

167

178

159

144

154

202

178

152

162

154

149

149

154

144

180

159

152

149

180

245

224

213

362

236

197

316

230

Dec.

219

180

186

178

149

172

172

170

152

144

154

144

162

172

180

178

162

144

139

149

146

124

139

139

149

136

136

149

136

136

136

NOTE. Discharges estimated for Dec. 13 and 28 to 31. Other discharges were obtained from a rating 

curve well denned above 60 second-feet and based on 1909 and 1910 measurements.

90562° WSP 261 11- -10
146 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Passumpsic River near St. Johnsbury, Vt.,for 1909. 

[Drainage area, 237 square miles.l

Month.

July.....................................

Discharge in second-feet.

Maximum.

700 

556 

260 

372 

777 

397 

362 

219

Minimum.

390 

149

74 

87 

119 

144 

124

Mean.

487 

272 

127 

108 

154 

174 

185 

156

Per 

square 

mile.

2.05 

1.15 

.536 

.456 

.650 

.734 

.781 

.658

Run-off 

(depth in 

inches on 

drainage 

area).

0.46 

1.28 

.62 

.53 

.73 .85- 

.87 

.76

Accuracy.

B. 

B. 

C. 

B. 

B. 

B. 

B. 

B.

NOTE. Discharge July 11 to 26 estimated 109 second-feet, based on discharge of White River at 

Sharon, Vt.

WHITE RIVER NEAR SHARON, VT.

White River, one of the largest streams in Vermont and an important tributary of the Connecticut, rises in the mountainous region of 

north-central Vermont. It is formed of four main branches. The 

Third Branch rises in the town of Roxbury, Vt., flows in a general 

southeasterly direction, is joined near Randolph by Ayers Brook and 

joins the West Branch at Bethel. This latter branch has its origin 

in the hills and mountains of Hancock and Granville and flows 

easterly, being joined at Rochester by the South Branch, and near 

Bethel by the Locust Branch. The third important branch of the 

main river, called the Second Branch, rises in the township of Brookfield, flows southward, and joins White River at Royalston. The 

fourth branch, called the First Branch, is adjacent to the Second 

Branch, rising in the township of Washington, flowing south, and 

entering White River at South Royalston. Below South Royalston 

White River follows a general southeasterly direction to its union 

with the Connecticut River at White River Junction.

A large portion of the drainage basin is characterized by steep 

wooded slopes. The river furnishes power for several plants used 

for quarrying or for electric lighting. The mean annual precipitation in this drainage at Strafford is about 40 inches. The winters 

are fairly severe.

The gaging station, which is located about 1,500 feet below the 

dam of the Vermont Copper Co., about 800 feet above Central Vermont Railroad bridge, was established May 13, 1909, in cooperation 

with the State of Vermont, to determine the conditions of flow in 

this section and to continue the records formerly obtained by the 

United States Geological Survey at a station on the highway bridge 

at Sharon.

An inclined staff gage reading to 10 feet is attached to a large rock 

on the left bank. A chain gage for use in high water is nailed to
NORTH ATLANTIC COAST. 147

trees about 80 feet upstream from the staff gage. There is no 

danger of backwater at the gage and the effect of the power station 

is not material.

An island divides the channel above the gages. Discharge 

measurements are made from two suspension footbridges, which 

connect the island with either shore. A good rating curve covering 

the medium and low flows has been developed. The gage datum 

has not been changed.

The conditions are good for obtaining reliable data except that ice 

affects the flow during the winter months.

Discharge measurements of White River near Sharon, Vt., in 1909.

Date.

29

Hydrographer.

D. M. Wood. ..............................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

271

267

212

116

160

101

Area of 

section.

Sq.ft.

675

288

177

78.8

Gage 

height.

Feet. 

5.85

5 on

4.07

3 7fl

3.63

Discharge.

Sec.-ft. 

2,640

1 '496 830

255

Measurement made partly by wading. & Water diverted to one channel by construction work.

Daily gage height, in feet, of White River near Sharon, Vt.,for 1909. 

[C. V. Vaughan, observer.]

Day.

1..... ...............................

2....................................

4....................................

5............. -.....--.-........-.-.-

6...........-...--...-.-.-.......---.

7..-.-.-.-.-.--.-.-...-....-.-..-....

8..........-------.-.-.-........--.-.

10....................................

11....................................

12....................................

13....................................

15....-...-.-.-.-.-....-.--.-...-.....

16........-.-.-.....-----.-.....-.-.-.

17....................................

18.....-...-.---.-.--.-......-..-.-.-.

19....................................

21....................................

23....................................

24....................................

25....................................

26..-.....-.-.-.-.-.-.....-...-.....-.

97

28. ...................................

29....................................

30

31........-.-.-.-....-....-.-.....-...

May.

5.85

5.33

5.06

5.94

5.98

5.66

5.60

5.42

5.20

5.20

5.06

4.82

4.74

-4.75

5.18

5.06

4.85

June.

4.65

4.52

4.48

4.38

4.50

5.82

5.10

4.80

4.62

4.52

4.75

4.62

4.37

4.89

4.80

4.51

4.35

4.68

4.47

3.86

4.38

4.18

4.08

4.00

4.00

3.90

4.02

4.00

3.85

3 7A

July.

3.80

3.75

3.72

3.95

3.75

3.95

3.80

3.75

3.72

3.65

3.70

3.80

3.55

3.52

3.55

3.50

3.50

3.51

3.75

3.65

3.57

3.55

3.50

3.48

3.30

3.55

3.51

3.51

3.45

3.40

Aug.

3.25

3.71

3.50

3.45

3.47

3.65

3.67'

3.56

3.57

3.50

3.45

3.47

3.45

3.47

3.18

3.30

3.40

3.85

3.72

3.80

3.70

3.64

3.85

3.55

3.40

3.45

3.50

3.32

3.30

3.55

3.55

Sept.

3.40

3.40

3.42

3.70

3.62

3.42

3.41

3.42

3.33

3.17

3.31

3.40

3.41

3.42

3.45

3.40

3.20

3.20

3.40

3.20

3.40

3.41

3.10

3.26

3.56

4.50

3.97

Oct.

3.80

3.71

3.75

3.78

3.72

3.60

3.60

3 48

3.20

3.64

3.49

3.64

3.54

3.60

3.50

3.58

3.55

3.66

3.58

3.49

3.51

3.85

3.76

3.65

3.62

3.61

3.58

3.56

Nov.

3.65

3 71

3 CO

3

Cfi

3.72

3.60

3.63

3 90

3.65

3

fi«

3.65

3.65

3.72

3.54

3.70

3.49

3.64

3.62

3.55

3.79

3.50

3.68

3.72

3.76

 3.85

3.92

3.85

3.85

3.81

3.85

Dec.

3 7ft

* "% 7S

3

QA

3.86

3 7ft

3 7ft

3

09

3.81

3.68

4 00

3.70

3.45

3.60

3.70

3.72

3.80

3.70

3.60

3.68

3.68

3.62

3.75

3.65

3.72

3.60

3.f,9

4.18

4.10

NOTE. Ice conditions prevailed from about Dec. 10 to 31.
148 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of White River near Sharon, Vt., for 1909.

Day.

1....................................

2..... ............,...._......._.__..

3....................................

4....................................

5....................................

6....................................

7....................................

8....................................

9-.-.....-..-...-......-.-...-.-.-...

10. ...................................

11. ...................................

12....................................

13....................................

14....................................

15....................................

16....................................

17-.--..-.......-...-.-...-.--..-.....

18....................................

HI

20. .-...-..-.-..-.-.-...-.............

21....................................

22....................................

23....................................

24.................................... 9f;

26....................................

27......----..-.-..--.-.-.-..---......

28--....-.--.-.--.-.-.-.-.-...-.-.....

29..----.-..--------........-.-.......

30. .....-----.-.-.-.-.-.-.-..--.......

31......----..-----.-.-.-.-.-.-.-.....

May.

2,640

1,870

i 7f»n

1,630

1,510

2 7SA

2,350

2,260

1,700

1,700

1,510

1,210

1,120

1,050

1,510

1,240

June.

1,020

885

846

752

865

2,590

1,560

1,180

986

885

1,130

986

743

i 9on

1,180

875

79 c

1,050

351

752

K7Q

500

440

440

375

455

345

260

July.

315

288

271

408

288

408

315

288

271

238

260

315

195

183

195

175

175

179

288

238

203

195

175

167

100

195

179

155

151

135

Aug.

86

266

175

155

163

238

246

199

203

175

155

163

155

163

67

100

135

345

271

315

260

233

345

195

135

155

175

107

100

195

195

Sept.

135

135

155

143

260

224

143

139

159

143

110

64

104

135

139

143

155

135

72

72

135

10

72

135

139

47

89

199

865

420

Oct.

315

266

288

304

271

215

215

215

167

72

233

171

233

215

175

207

199

242

207

171

183

179

345

345

293

238

224

220

207

199

Nov.

238

266

207

199

271

215

238

375

238

242

238

238

271

260

, 171

233

224

195

310

175

251

271

293

345

388

345

345

321

345

Dec.

304

304

339

341

260

. 304

327

321

251

256

271

260

NOTE. Discharge based on a rating curve well defined above a discharge of 175 second-feet, 

interpolated May 14 and 15, and estimated Dec. 10.

Monthly discharge of White River near Sharon, Vt., for 1909. 

[Drainage area, 686 square miles.]

Discharge

Month.

May 12 to 31............ ------..........

July....................................

December. ..............................

Discharge in second-feet.

Maximum.

2,840 

2,590 

408 

345 

865 

345 

388 

341

Minimum.

1,050 

260 

100 

67 

10 

72 

171

Mean.

1,780 

844 

230 

189 

163 

226 

261 

237

Per 

square 

mile.

2.60 

1.23 

.335 

.276 

.238 

.329 

.380 

.345

Run-off 

(depth in 

inches on 

drainage 

area).

1.93 

1.37 

.39 

.32

.27 

.38 

.42 

.40

Accuracy.

A. 

A. 

A. 

B. 

B. 

A. 

A. 

C.

NOTE. Discharge Dec. 13-31, estimated 201 second-feet.

ASHUELOT RIVER AT HINSDALE, N. H.

Ashuelot River, a rather important power stream, rises in the town 

of Washington, Sullivan County, N. H., and flows in a general southwesterly direction about 45 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, which is located at the lower highway bridge 

in the town of Hinsdale, about one-fourth mile below the dam used
NOBTH ATLANTIC COAST. 149

jointly by the Fisk Paper Co. and the Haile & Frost Manufacturing 

Co., was established February 22, 1907, in cooperation with Charles 

Bigelow, treasurer of the Haile & Frost Manufacturing Co., to obtain 

information regarding the daily distribution of flow of the Ashuelot. 

Since June 13, 1909, records have been furnished by Frederick S. 

Leonard of the Fisk Paper Co.

The station is about 2 miles above the mouth of the river, but as 

there is considerable fall below no backwater influence is shown 

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 chain gage is attached to the bridge and is read twice daily. 

Its datum has remained the same during the maintenance of the 

station. Discharge measurements are made from the bridge. During the winter the 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 1909.

Date.

Feb. &>

June 23

Oct. 23

Oct. 24

Do....

Hydrographer.

D. M. Wood. ....................... s ......................

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

104

126

101

78.5

78.0

Area of 

section.

Sq.ft. 

210

196

145

66.6

70.6

Gauge 

height.

Feet. 

4.05

3.41

3.09

2.43

2.45

Discharge.

Sec.-ft. 

397

307

182

42.0

43.9

o Partial ice cover.

Daily gage height, in feet, of Ashuelot River at Hinsdale, N. H., for 1909. 

[W. W. King, observer.]

Day.

1. ..............

2. ..............

3...............

4. ..............

5...............

6...............

7. ..............

8...--..-.--....

9. ..............

10..-....-.....,.

11...............

12. ........:.....

13...............

14.. ..........j..

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24. ..............

25...............

Jan.

2.88

3 97

2 JO

3.08

5.28

c 99

4.68

4.18

3.85

3.75

3.72

3.70

3.80

3 79

3.78

q oe

4.55

5.10

5.35

5.18

4.78

4.30

4.15

3.98

Feb.

3.78

4 08

4.28

4 Cft

4.58

3.65

3.88

4.02

3.92

3.82

4.18

4.45

4.38

4.18

4.05

3.98

3.82

3.68

3.68

4.58

5.18

5.05

4.72

4.68

5.25

Mar.

4 30

4 19

4.08

4 02

3.95

3.95

3 DO

3.75

3.78

3 09

4.00

O QQ

3.92

3

00

3.88

3

QQ

3.82

3.78

3.72

3.72

3.75

3.78

3.88

4.35

Apr.

4. 90

A. Q1

5.08

5.05

5.02

5.22

5

70

6

90

K OA

5

90

4. 09

A 7K

5.18

6

70

7 48

6.85

6.00

5.48

5.02

4.98

5.02

5.02

4.85

May.

4.75

5.05

K f\K

A G9

4.65

4

EA

4.58

A CP:

4 42

A 9K

4.90

4 10

4 Q3

3 09

3

00

O 7K

3 QC

3

AQ

q Q9

3

00

3 Cft

3.72

3 7ft

3 7ft

3.70

June

3

Kft

3

AQ

3

A.O

3 45

3.30

4.10

^ 99

4 ft9

3 Cft

3.68

3.68

3.58

0 AQ

O JO

q OK

3

qo

3 CO

4.28

3

QC

3 79

3 fi9

3

qO

3.31

3.28

July.

3.15

9 Q1

Q ftA

9 AC

2.80

q f\A

3 ft1

2 Q1

2 94

2 91

2 CO

9 7^

3.04

2

QQ

3 ft9

2 Q1

« DC

9 Q1

9 ftf*

2.76

9 G1

9 Cfi

9 71

2.61

2.85

Aug.

2 75

2 no

2 77

9 fiQ

2.69

2 Q1

2 97

2 AQ

9 7Q

2 Q1

9 Q3

q Y^O

9 Cft

9 71

0 KQ

2.55

2 fiQ

3 qq

q 07

^ 97

3 fid

2 fi1

2 QA

2 94

2.97

Sept.

2 7ft

2 63

2

cq

2

70

2 80

2

QQ

2 63

2

eq

9 QQ

2

qo

2 GO

9 43

2 43

2 70

2

fiO

2 fift

2 on

2.46

9 ^ft

2 79

2.67

2.67

Oct.

3.32

3 1Q

9 fiQ

3 no

2.89

9 GQ

2 OK

2.82

2 DA

2 qq

2

oq

2

QA

2 AQ

2

K7

2

oq

9 JJQ

9 ^5J

2 7Q

2.75

2 67

9 fit

2 Q9

2 CQ

2 40

2.80

Nov.

2.82

9 Qfi

2 Q4

q fto

2.82

2.70

9 %&

2.62

2 72

9 fifi

9 ^9

2.80

2

7Q

2.68

2.55

2 79

2.75

2

00

2

7K

o Of;

2 4g

2 40

2 68

2 65

2.70

Dec.

3.10

3.01

9 BA

2.72

2.78

9 °Ji

2.95

9 Q1

2.95

3.02

9 09

2 65

2.98

q ift

3 1ft

3 ft7

0 QQ

3 14,

3.47

3

f\R

3 AC

2 96

q rws

3.26
150 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Ashuelot River at Hinsdale, N. H., for 1909 Continued.

Day.

26...............

27. ..............

28. ..............

29. .............. 

30. .............. 01

Jan.

3.88

3.88

3.65

3.68 

3.45

3

Af)

Feb.

5.15

4.80

4.52

r

Mar.

5.02

5.10

5.00

5.02 

4.85 

4.88

Apr.

4.68

4.58

4.62

4.80 

4.72

May.

3.62

3.52

3.65

3.72 

3.62 

3 Aft

June.

3.20

3.14

3.06

3.03 

3.12

July.

2.91

2.97

2.84

3.04 

2.99 

2.95

Aug.

2.86

2.90

2.80

2.28 

2.58 

2.76

Sept.

2.39

2.55

2.65

3.62 

3.59

Oct.

2.98

2.98

2.92

2.85 

2.70 

2.50

Nov.

2.80

2.68

2.72

2.90 

3.10

Dec.

3.22

3.52

NOTE. Ice conditions prevailed from Jan. 1 to Feb. 28 and Dec. 10 to 31.

Daily discharge, in second-feet, of Ashuelot River at Hinsdale, N. H.,for 1909.

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...................

27...................

28...................

29. ..................

30. ..................

31...................

Mar.

900

' 751

720

675

625

625

577

493

512

537

604

660

646

604

577

577

577

537

512

474

474

493

512

577

945

1,640

1,740

1,620

1,640

1,460

1.490

Apr.

1,510

1,560

1,720

1,680

1,640

1,890

2,640

3,310

3,410

2,670

1,960

1,530

1,340

1,840

4,260

5,600

4,390

2,970

2,220

1,890

1,640

1,600

1,640

1,460

1,270

1,170

1,210

1,310

May.

1,680

1,680

1,090

1,170

1 140

1,010

858

735

 720

577

577

646

577

474

462

462

462

361

433

416

404

June.

350

340

326

257

735

832

675

450

450

393

311

279

266

450

883

625

474

416

261

249

218

171

161

190

July.

200

128

152

76

101

164

155

128

136

128

59

90

164

147

158

128

113

128

113

93

103

120

82

64

113

128

144

111

149

138

Aug.

90

133

95

78

78

128

144

78

99

128

133

161

101

82

59

54

78

270

245

245

-164

64

136

136

144

115

125

101

23

59

93

Sept.

97

80

67

52

45

97

101

28

67

52

S3

33

62

39

39

80

67

62

25

42

59

99

76

75

75

34

54

71

416

399

Oct.

266

214

78

158

123

123

113

106

101

28

108

111

78

58

108

123

28

86

90

75

103

130

120

35

101

147

147

130

113

80

47

Nov.

106

141

136

158

106

80

59

66

84

73

50

101

97

76

54

' 84

90

106

90

113

42

35

76

71

80

10176-

84

125

183

Dec.

183

158

155

101

84

97

113

138

138

NOTE. The above daily discharge is based on a fairly well denned rating curve.

Monthly discharge of Ashuelot River at Hinsdale, N. H.,for 1909. 

[Drainage area, 440 square miles.]

Month.

April...................................

May....................................

July....................................

November ..............................

The vear. .........................

Discharge in second-feet.

Maximum.

1,740 

5,600 

1,680 

883 

200 

270 

416 

266 

183 

183

5.600

Minimum.

474 

1,170 

361 

161 

59 

23 

25 

28 

35

23

Mean.

349 

631 

799 

2,150 

770 

397 

125 

117 

84.2 

107 

91.4 

118

478

Per 

square 

mile.

0.793 

1.43 

1.82 

4.89 

1.75 

.903 

.284 

.266 

.191 

.243 

.208 

.268

1.09

Run-oft 

(depth in 

inches on 

drainage 

area).

0.91 

1.49 

2.10 

5.46 

2.02 

1.01 

.33 

.31 

.21 

.28 

.23 

.31

14.66

Accuracy.

D. 

D. 

B. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

NOTE. Discharge during the frozen periods based on measurements made under ice conditions, approximate ice-rating curves, and climatological data. Discharge, Dec. 10 to 31, estimated, 113 second-feet.
NORTH ATLANTIC COAST. 151 

MILLERS RIVER AT WENDELL, MASS.

Millers River rises in several small ponds and lakes in the towns of 

Ashburnham and Winchendon in north-central Massachusetts, flows 

in a general southwesterly direction to its junction with Otto River 

near South Royalston, and thence westward to Millers Falls, where it 

enters Connecticut River. The principal tributary streams from the 

north are Tilly River, Moss Brook, and K!emp Brook; from the 

south, Beaver Brook.

The drainage basin is in general long and narrow. On account of 

the large number of ponds the river is not flashy, offering a striking 

contrast to Deerfield River, which enters the Connecticut from the 

westward, and drains an area oi about the same size.

Millers. River is important because of its power sites, many of which 

are already developed. (See PI. IV, B, p. 120.) Below Erving the 

slope of the river is great.

The average precipitation through the basin ranges from 44 inches 

in the upper to 39 inches in the lower part.

A considerable portion of the drainage area is well wooded, hardwood growths predominating. Only a small part is farmed. Clay 

and sand are found in abundance and the predominant rocks are 

granites.

The gaging station, which is located at the railroad bridge just 

west of the Wendell railroad station, was established June 4, 1909. 

The work is carried on in cooperation with the State of Massachusetts 

and the Orange Electric Light Co., which is constructing a dam just 

above the bridge.

Near and above the site of the new dam is an old dam and power 

station. During the year the wheels at this station were run at 

irregular intervals to furnish power and to divert the water from the 

construction work. During the low-water period the use of these 

wheels interfered seriously with the determination of the daily flow 

of the river. By means of a series of frequent readings through day 

and night, the two most favorable times of day for reading the gage 

heights were determined, and it is believed the mean of these two 

readings represents the true height of the river for the day.

Discharge measurements are made from the railroad bridge or by 

wading. The conditions are only fair on account of the rough bed, 

swift velocity, and the distance from the bridge to the water. A 

good curve has been developed from 1909-10 discharge measurements.

During the winter the formation of ice in the still water below the 

bridge causes a backwater effect at the gage section. The chain 

gage is attached to the railroad bridge. The datum has been 

unchanged throughout the year. The gage heights are observed 

under the direction of A. W. Hubbard, superintendent Orange Electric Light Co.
152 SURFACE WATER SUPPLY, 1909, PART I.

Discharge measurements of Millers River at Wendell, Mass., in 1909.

Date.

22

Aug. 3

27

Oct. 8

Do." .

Dec. 17

Hydrographer.

D. M. Wood........... ...................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

D. M. Wood..............................................

Width.

Feet. 

108

104

90.5

90.5-

91

62.5

102

Area of 

section.

Sq.ft. 

181

161

78.0

124

102

50.9

154

Gage 

height.

Feet. 

2.00

1.80

1.12

1.38

1.21

.67

1.69

Discharge.

Sec.-ft. 

598

463

104

229

132

22.7

376

a Measurement not exact; some velocity estimated. 

Daily gage height, in feet, of Millers River at Wendell, Mass., for 1909.

Day.

1

2....

3

4....

5....

6....

7....

8....

9....

10....

11....

12....

13....

14....

15....

June.

1.85

1.92

1.82

2.11

2.02

1.94

1.96

1.98

1.98

1.58

1.86

1.86

July.

1.59

1.49

1.20

1.25

1.17

1.52

1.61

1.54

1.56

1.32

1.06

1.54

1.34

1.38

1.36

Aug.

0.97

1.40

1.43

1.36

1.23

1.32

1.18

.98

1.23

1.08

1.18

1.18

1.33

1.28

.97

Sept.

1.25

1.21

1.19

1.10

.79

.58

.88

1.09

1.19

1.19

1.03

.81

1.11

1.31

1.09

Oct.

1.45

1.15

.71

1.08

1.14

1.09

1.09

1.12

.52

.58

.86

1.12

1.15

1.16

1.12

Nov.

1.08

.55

1.12

1.12

1.14

.92

.30

1.06

1.02

.78

.78

.80

.72

.30

.68

Dec.

1.15

.80

.90

1.15

1.10

1.45

.65

.85

1.35

1.35

.90

.78

1.00

.80

1.55

Day.

16....

17....

18....

19....

20. ...

21....

22....

23....

24. ...

25....

26....

27....

28....

29....

30....

01

June.

1.82

1.78

1.98

2.04

1.63

1.79

1.94

1.89

1.80

1.76

1.70

1.27

1.58

1.72

1.64

July.

1.39

1.65

1.43

1.53

1.56

1.40

1.39

1.44

1.39

1.02

1.43

1.28

1.28

1.32

1.36

1.28

Aug.

1.17

.99

1.58

.98

1.28

1.22

1.09

1.19

1.21

1.22

1.21

1.18

1.08

.71

1.01

1.11

Sept.

1.28

1.23

1.09

.58

1.17

1.11

1.19

1.23

1.21

.81

.58

1.01

1.31

1.55

1.51

Oct.

1.02

.62

1.05

1.02

1.02

.99

.92

1.05

.60

.92

1.02

1.00

.93

1.06

1.02

.30

Nov.

.68

.38

.70

.70

1.05

.35

.86

.80

.82

.72

.80

.85

1.15

1.35

1.45

Dec.

1.50

1.30

1.05

1.35

1.50

1.30

1.30

1.00

1.16

1.00

1.45

.75

.80

.85

1.35

1.42

NOTE. Discharge probably affected by ice from about Dec. 19 to 31.

Daily discharge, in second-feet, of Millers River at Wendell, Mass., for 1909.

Day.

1

2

3

4....

5....

6....

7....

8....

9....

10....

11....

12....

13....

14....

15....

June.

482

529

463

662

599

543

557

571

571

314

489

489

July.

320

265

135

155

125

281

331

292

303

184

89

292

193

211

202

Aug.

65

220

235

202

147

.184

128

67

147

95

128

128

188

167

65

Sept.

155

139

132

101

29

8

44

98

132

132

81

32

104

180

98

Oct.

245

118

18

95

115

98

98

108

5

8

41

108

118

121

108

Nov.

QC &i) '6.5

108

108

115

53

00

89

78

27

27

30

20

0

15

Dec.

118

30

48

118

101

245

13

39

198

198

48

27

72

30

298

Day.

16....

17....

18....

19....

20. ...

21....

22....

23....

24....

25....

26....

27....

28....

29....

30....

*>1 

Ol ....

June.

Affft too

437

571

613

343

444

543

508

450

424

385

163

314

398

349

July.

216

355

235

286

303

220

216

240

216

78

235

167

167

184

202

167

Aug.

125

70

314

67

167

143

98

132

139

143

139

128

95

18

75

104

Sept.

167

147

98

8

125

104

132

147

139

32

8

75

180

298

276

Oct.

78

11

86

78

78

70

53

86

9

53

78

72

55

89

78

00

Nov.

15

0.8

17

17

86

0.5

41

30

34

20

30

39

118

198

245

Dec.

270

175

86

NOTE. Daily discharges were obtained from a well-defined rating curve based on 1909 and 1910 discharge 

measurements.
NORTH ATLANTIC COAST. 153

Monthly discharge of Millers River at Wendell, Mass., for 1909. 

[Drainage area, 354 square miles.]

Month.

June 4-30. ..............................

July....................................

October. ....................;...........

Discharge in second-feet.

Maximum.

662 

355 

314 

298 

245 

245 

298

Minimum.

163 

78 

18 

8 

0 

0 

13

Mean.

469 

221 

133 

113 

 76.7 

55.4 

89.2

Per 

square 

mile.

1.32 

.624 

.376 

.319 

.217 

.156 

.252

Run-off 

(depth in 

inches on 

drainage 

area).

1.33

.72 

.43 

.36 

.25 

.17 

.29

Accuracy.

A. 

A. 

A. 

A. . 

B. 

B. 

C.

NOTE. Mean discharge Dec. 19 to 31 estimated as 50 second-feet.

DEERFIELD RIVER BASIN. 

DESCRIPTION.

Deerfield River, the second largest tributary of Connecticut River, 

rises in the towns of Stratton and Somerest, Vt., follows a generally 

southerly course for about 45 miles, receiving several tributary 

streams, the most important of which are the East Branch, at Searsburg, Vt.; the North Branch, at Wilmington, Vt.; and the West 

Branch, at Readsboro, Vt. The river enters. Massachusetts at Monroe 

Bridge and then flows southward to Hoosac Tunnel, where it turns 

to the southeast, and unites with Connecticut River near Greenfield, 

Mass.

The greater portion of the basin is wooded and but little land is 

under cultivation. In the lower part, however, there is considerable 

cultivated land. The slopes are for the most part steep, and upper 

portions of the basin attain elevations of over 3,800 feet above sea 

level. The average elevation of the basin at Shelburne Falls, Mass., 

is about 1,800 feet; at Hoosac Tunnel, Mass., 2,300 feet; and at Searsburg, Vt., 2,500 feet.

The mean annual precipitation for the upper part of the basin is 

probably about 48 inches; in the lower part it is probably several 

inches less. Winters are fairly severe. The average depth of snowfall for January and February at Jacksonville, Vt., is about 25 inches, 

and the mean temperature for these months is about 18°.

Several power sites have already been developed, but there are 

many undeveloped sites. The river throughout its course is quick 

falling and rapid.

On account of the steep slopes and the rocky formation of this 

basin the river is extremely flashy. The present storage is very 

small.
154 SUEFACE WATER SUPPLY, 1909, PART I.

DEERFIELD RIVER AT HOOSAC TUNNEL, MASS.

This station, which is located at the highway bridge near the Hoosac 

Tunnel railroad station, was established July 17, 1909. With the 

other stations in this State it is being carried on in cooperation with 

the State of Massachusetts.

The bed of the river is rough, the current is very swift, and there 

is no danger of any artificial backwater. During the winter ice 

forming around the rocks on the bottom of the river and on the sides 

causes backwater and contracted channels.

Discharge measurements are made from the highway bridge to 

which the chain gage is attached. The datum of the gage has not 

been changed. A fairly good discharge curve has been developed 

from 1909 and 1910 measurements.

Discharge measurements of Deerfield River at Hoosac Tunnel, Mass., in 1906 and 1909.

Date.

1906. 

Oct. 29

1909. 

July 17

1 27

5

Hydrographer.

F. E. Pressey .............................................

D. M. Wood. ..............................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

D. M. Wood. ..............................................

Width.

Feet. 

125

150

153

83

152

154

157

Area of 

section.

Sq.ft. 

130

171

209

76

196

225

228

Gage 

height.

Feet. 

«1.5

1.75

1.95

1.12

1.94

Discharge.

Sec.-ft. 

66.0

159.

211.

34.7

207.

209.

o Gage height uncertain, as it was obtained by comparing soundings with those of subsequent measurements. 

6 Partial ice cover.

Daily gage height, in feet, of Deerfield River at Hoosac Tunnel, Mass., for 1909. 

[F. J. Barber, observer.]

Day.

1. ......

3.----..

5.......

6.......

7.----..

8.......

9.......

10. ......

11.......

12. ......

13.......

14.......

15.......

Aug.

1.75

1.52

1.20

1.05

1.15

1.05

1.10

Sept.

1.05

1.14

1.10

1.08

1.00

1.03

1.92

1.72

1.44

1 it

1.14

1.65

1.50

1.42

Oct.

2.50

o on

2.10

1 80

1.40

1 7C

1.80

1.65

1.52

1.75

1.40

1.62

1.88

1.85

1.76

Nov.

1.93

1 64

1.64

1.83

1.63

1 ^

1.10

1.43

i in

1.65

1 tt

1.52

1.46

1.44

Dec.

2.00

1 CO

1.86

2 1 9

1.65

1.78

1.68

1.88

1 4.Q

1.95

1.48

2.05

2.68

Day.

16.......

17.......

18.......

19

20. ......

23.......

24.......

OK

26. ......

27.......

28. ......

29. ......

30. ......

31. ......

Aug.

2.20

2.80

2.18

1 7t\

1.46

1.42

1.37

1.22

1.05

1.00

1 04

1.40

1.27

Sept.

1.00

1.48

1.30

1.38

1.26

1.20

1.15

1.20

1.90

1.85

1.52

1.45

A 1 C

3.01

Oct.

1.88

1.40

1.85

1.74

1.68

1.88

2.62

2.06

1.66

1.05

Nov.

1 65

2.36

1.84

1.74

1.75

1.94

1.70

1.75

2.39

2.22

Dec.

2.80

2.60

 2.58

2

fiE

2.45

2.55

2.58

2 CO

2.11

2.02

2.08

2.08

2.05

NOTE. Ice conditions prevailed from about Dec. 11 to 31.
NOBTH ATLANTIC COAST. 155

Daily discharge, in second-feet, of Deer field River at Hoosac Tunnel, Mass., for 1909.

Day.

3.......

5.......

7. ......

8.......

9. ......

10. ......

11.......

12.......

13.......

14. ......

15. ......

Aug.

~*

162

97

45

26

38

59

26

32

Sept.

26

O7

32

30

20

24

198

145

82

93

65

37

128

93

79

Oct.

425

*>7fi

257

165

75

152

165

128

97

152

75

120

187

178

155

Nov.

202

125

125

173

122

104

32

79

93

128

104

97

120

86

82

Dec.

224

170

181

264

128

160

106

135

187

89

Day.

16.......

17.......

18.......

19.......

20. ......

21.......

22.......

23.......

24. ......

25. ......

26. ......

27. ......

28.......

29. ......

30....... <?1

Aug.

290

1,040

705

283

152

86

79

70

48

26

20

22

25

75

55

Sept.

20

89

59

72

53

45

38

45

192

178

97

84

1,820

1,390

758

Oct.

187

187

75

178

150

187

493

474

452

264

244

274

208

130

26

Nov.

62

128

362

165

176

150

152

205

170

140

231

152

250

376

299

Dec.

NOTE. Daily discharge based on a rating curve which is well defined above discharge 150 second-feet.

Monthly discharge of Deerfield River at Hoosac Tunnel, Mass., for 1909. 

[Drainage area, 257 square miles.]

> 

Month.

Aug. 8-31 ...............................

December. .............................

Discharge in second-feet.

Maximum.

1,040 

1,820 

493 

376

Minimum.

20 

20 

26 

32

Mean.

170 

201 

206 

156 

138

Persquare 

mile.

0.661 

.782 

.802 

.607 

.537

Run-off 

^ depth in 

inches on 

drainage 

area).

0.59 

.87 

.92 

.68 

.62

Accuracy.

A. 

A. 

A. 

B. 

C.

NOTE. Discharge during ice conditions, Dec. 11 to 31, estimated as 125 second-feet.

DEERFIELD KIVER AT SHELBTJRNE FALLS, MASS.

This station, which is located at the plant of the Greenfield Electric 

Light & Power Co., was established October 7, 1909.

Records have been kept at the power plant since the early part of 

1907, but the early data were too incomplete for computation of daily 

discharge. Since the fall of 1908, when the dam was raised about 3 

feet, the records have improved materially and the results are considered excellent.

The dam is of concrete, of ogee section, and is similar in form to one 

that has been rated. The flow through the wheels is computed from 

the gate openings and power readings made at half-hour intervals. 

The total electrical output is also measured twice a day. Readings 

are made three times daily of the height of water on the dam, in the 

forebay, in the tailrace, and at the wasteways.

Two units are now installed. Ratings have been made of one of 

these units by the Survey for use in conjunction with the Holyoke 

ratings of the wheels.

Owing to the extreme care with which the readings are made, winter 

and summer, this station should prove to be very valuable.
156 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Deerjield Rwer at Shelburne Falls, Mass., for 1907-1909.

Days.

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...........

1909. 

1...........

2...........

3...........

4...........

5...........

Jan.

1,080

1,080

776

599

AQf\

318

381

723

ftOC

624

793

1,380

1,360

908

1,020

710

815

433

443

628

731

C07

383

383

Q1 A

597

830

479

184

150

228

171 '

350

371

Feb.

400

215

730

383

485

718

599

599-

774

581

583

1,470

7,020

2,650

1,560

974

1,100

848

994

844

485

218

1,010

769

506

150

286

308

260

386

Mar.

742

718

958

968

646

954

826

729

7QA

1,240

969

1,250

1,660

1,850

2,260

1,250

1 9W

1,120

1 9*ift

1,250

1 ^ft

1,500

1,430

1,910

7,730

10,600

6,580

3,550

933

903

742

687

751

Apr.

2,740

2,350

1,810

1,290

1,350

2,440

6,590

3,340

4,360

2,910

2,170

1,490

1,440

4,280

1,820

1,810

2 Q9O

1,960

1,230

1,490

2 OCA

3

AQA

2

7QA

3,140

2,740

771

1,700

2

AfiA

1,680

2.460

May.

7 190

2,500

1,650

1 4-^ft,

848

878

8,910

5,220

3,110

2 350

1,590

1,830

2,140

3,410

2,500

1,960

1,670

1,520

1,670

1,520

2,670

6,090

3,400

2,660

1,820

1,520

1,520

QQS

1,100

6,080

2,000

3,140

2,780

2.580

June.

253

214

251

246

246

252

256

occ

222

258

911

249-

253

t)KA

225

254

OCfi

241

204

227

1OQ

189 tdn

AQO

MIR

oon

251

834

3,630

2

KAfl

1 840

1 9^ft

1,100

1 080

CKJ.

one

OEQ

oc.7

OCQ

288

OQK

187

QSS

576

4.1 Q

258

9fiQ

179

182

A(V\

221

174

230

1 ^Q

186

CKQ

442

47 c

466

July.

ore

258

CKJ,

1,370

817

368

000

231

162

170

159

107

14.fi

136

284

157

iqc

98

98

1ft.fi

139

QA

101

79

97Q

01 q

242

221

070

573

3

-lfift

1,850

640

qofl

235

9W

177

172

245

270

253

Aug.

174

206

165

216

199

202

181

193

138

60

104

67

92

1O4

33

71

108

108

77

99

129

no

QQ

106

87

84

105

113

53

114

200

177

no

132

337

328

266

372

118

272

275

332

273

268

17Q

150

1.110

419

298

258

252

239

206

00 K

265

208

183

144

111

99

77

120

113

Sept.

86

63

118

210

1 IQft

620

417

220

228

231

421

258

156

147

ion

133

134

one

1 980

1,370

771

765

Af\A

4,100

1,370

QQ

138

1OQ

102

118

143

135

130

120

110

100

90

80

70

67

79

65

88

58

4(1

77

55

121

101

88

64

114

Oct.

866

648

800

1,370

1,060

553

1,360

978

867

872

730

675

4ft.fi

396

' 331

241

264

296

279

283

284

288

278

237

3,360

10, 100

5,010

3,600

55

50

60

76

qnn

471

4flK

411

271

448

311

292

237

252

Nov.

2,380

9 <wo

7,680

3,580

2 380

1,980

16,300

3

KA(\

1,970

1,630

1,220

857

644

647

557

477

341

405

397

408

397

436

qfis

435

434

483

398

342

158

189

127

151

180

155

142

1 W

185

167

206

282

257

221

161

193

170

121

177

239

212

179

208

247

268

348

352

373

205

220

350

355

377

311

Dec.

250

287

295

267

192

247

351

357

2,350

2,320

1,870

955

967

833

728

633

544

eco

535

432

2,370

1 680

1 Q9fl

1 3fift

1,080

1 080

1,070

1,080

1,670

196

90

no

102

so

169

757

528

qrtq

ojq

297

320

263

378

179

193

218

337

971

155

149

163

295

178

147

152

156

362

309

290

288

275
NORTH ATLANTIC COAST. 157

Daily discharge, in second-feet, ofDeerfield River at Shelburne Falls, Mass., for 1907-1909 

Continued.

Days.

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.

1909.

Jan.

6,400

1,700

909

711

744

619

550

342

229

492

407

279

365

237

261

297

381

553

735

1,780

1,000

619

593

417

464

287

Feb.

1,680

1,120

542

526

765

528

479

577

463

742

404

473

410

4,830

3,390

2,140

1,370

2,240

4,290

2,460

1,740

1,280

Mar.

665

596

594

640

667

630

586

535

580

555

564

541

539

633

1,230

2,980

1,530

1,220

1,390

1,250

1,120

Apr.

3,340

9,040

8,140

4,610

2,830

1,860

1,540

2,610

18,900

21,300

8,460

7,290

6,660

5,850

9,350

4,600

5,610

3,620

2,620

2,190

2,250

1,910

3,470

2,430

2,250

May.

1,990

3,850

2,210

1,650

1,380

1,240

1,100

857

743

646

596

847

1,230

970

852

743

633

815

688

638

624

551

1,100

1,360

1,080

845

June.

1,670

863

648

511

555

1,100

755

522

535

550

408

3,830

1,370

830

643

417

534

473

341

345

241

212

242

194

July.

234

205

151

152

136

146

85

182

85

119

118

133

150

136

131

141

136

128

127

165

152

134

138

118

111

91

Aug.

273

264

219

112

115

101

76

113

90

82

212

1,140

1,580

606

415

361

246

181

190

167

125

104

136

112

119

110

Sept.

127

138

122

115

219

288

133

153

140

130

106

130

74

90

47

99

92

222

219

212

179

3,780

1,430

578

Oct.

229

207

161

179

145

150

191

261

282

222

194

189

191

244

267

270

300

565

612

565

482

322

306

372

Nov.

223

228

240

228

240

171

215

212

196

250

294

344

245

250

281

292

306

266

368

386

337

423

526

Dec.

231

249

259

219

193

87

129

287

222

474

385

317

287

265

238

245

239

215

206

196

185

189

179

192

118

160

Monthly discharge of Deerfield River at Shelburne Falls, Mass., for 1907-1909. 

[Drainage area. 501 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Per 

square 

mile.

.Run-off 

(depth in 

inches on 

drainage 

area).

1907

June........................................... 834

July 22-31..................................... 1,370

August........................................ 216

September..................................... 4,100

October....................................... 10,100

November..................................... 16,300

December..................................... 2,370

1908 =

January....................................... 1,380

February...................................... 7,020

March......................................... 10,600

April.......................................... 6,590

May......................!.................... 8,910

June.......................................... 3,630

July........................................... 3,160

August........................................ 1,110

September 1-22................................ 143

October 22-31.................................. 471

November..................................... 373

December..................................... 757

1909 =

January....................................... 6,400

February...................................... 4,830

March......................................... 2,980

April.......................................... 21,300

May........................................... 3,850

June........................................... 3,830

July........................................... 270

August........................................ 1,580

September..................................... 3,780

October....................................... 698

November..................................... 526

December..................................... 474

The year................................ 21,300

162

33

63

237

341

192

274

468

122

567

1,230

1,800

947

0.547

.934

.244

1.13

2.46

3.59

1.89

184

215

646

1,230

848

153

79

92

40

50

121

731

965

2,210

2,550

2,700

620

370

274

95.6

232

207

236

1.46 

1.93 

4.41 

5.09 

5.39 

1.24 

.739 

.547 

.191 

.463 

.413 

-471

150

150

535

771

551

194

85

57

47

145

171

87

730

1,230

904

5,060

1,350

689

152

249

313

314

284

242

1.46

2.46

1.80

10.1

2.69

1.38

.303

.497

.625

.627

.567

.483

0.61

.35

.28

1.26

2.84

4.00

2.18

1.68

2.08

5.08

5.68

6.21

1.38

.85

.63

.16

.17

.46

.54

1.68

2.56

2.08

11.27

3.10

1.54

.35

.57

.70

.72

.P3

.56

47 960 1.92 25.76
158 SURFACE WATER SUPPLY, 1909, PART I.

WARE RIVER NEAR WARE, MASS.

"Ware River is formed in the town of Barre by the union of several 

smalJ streams. The surrounding country is hilly and largely cleared. 

The total drainage area comprises about 162 square miles and is 

tributary to Chicopee River, 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 River is formed at Three Rivers by the union in that 

vicinity of Ware, Swift, and Quaboag rivers; thence runs westward 

about 15 miles, joining the Connecticut at Chicopee. Chicopee 

River 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 Co. and the George H. Gilbert Manufacturing Co. of Ware, to obtain general information 

regarding the daily distribution of flow of the river.

The nearest dam downstream is that of the Otis Co. at Ware, and 

at times there is backwater effect from this dam. Upstream the 

nearest dam is at Gilbertville, a little over a mile.

A chain gage is attached to the bridge, from which discharge 

measurements are made. 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 because of backwater influence 

from the dam at Ware and 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 1909.

Date.

1909. 

Jan. 2a

July 14

Aug. 24

Oct. 9

Hydrographer.

D. M. Wood. ..............................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

78

69

67.5

71

69

85

Area of 

section.

Sq.ft. 

110

86.0

81.9

88.3

85.2

120

Gage 

height.

Feet. 

2.83

2.47

2.50

2.51

2.60

3.03

Discharge.

Sec.-Jt. 

160

115

111

123

130

67.1

a Some anchor ice. 6 Ice jam below station.
NORTH ATLANTIC COAST. 159

Daily gage height, in feet, of Ware River near Ware, Mass., for 1909. 

[Miss Corinne Bousquet, observer.]

Day.

1... ............

2...............

3...............

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.

2.75

2.98

2.50

2.68

2.82

4.15

3.60

3.92

3.75

2.52 

3.22

2.80

3.15

3.28

2.78

2.85

4.40

4.90

4.35

4.00

4.05

3.65

3.75

2.80

3.90

3.05

3.15

2.80

2.85

3.30

2.25

Feb.

3.25

3.60

4.15

4.25

4.25

4.15

3.98

2.92

3.12

3.70 

5.20

4.05

3.40

3.22

3.40

3.45

3.52

3.25

3.05

5.90

5.80

4.48

4.10

4.75

6.95

5.70

4.65

3.80

Mar.

3.62

3.70

3.65

3.25

 3.25

3.25

2.75

2.90

3.05

3.35 

3.78

3.55

3.45

3.10

3.22

3.35

3.28

3.20

3.18

2.80

3.00

3.20

3.00

3.10

3.60

6.30

5.92

4.90

4.65

4.08

3.82

Apr.

3.60

3.52

3.65

3.38

3.62

3.62

3.65

3.70

3.62

3.38 

3.20

3.42

3.25

3:40

6.90

5.92

5.10

4.70

4.62

435

405

4.15

3.85

3.70

3.80

4 00

4.10

3.95

May.

4.25

4.50

4.30

3.90

3.55

3.60

3.30

3.45

3.00

3.42 

3.45

3.45

3.20

3.30

2.50

2.40

3.25

3.15

3.20

3.25

3.00

3.05

2.90

3.10

3.15

3.10

3.00

3.30

3.10

3.30

3.02

June.

3.05

2.95

2.90

3.00

3.00

3.00

3.25

3.20

3.10

2.95

2.88

2.70

2.30

3.05

2.70

2.70

3.10

3.02

2.88

2.30

2.90

2.60

2.50

2.72

2.30

1.85

2.48

2.52

2.35

July.

2.52

1.95

2.40

1.95

2.30

2.25

2.70

2.45

2.65

2.20 

2.05

2.50

2.62

2.35

2.50

2.52

2.28

1.80

2.40

2.66

2.68

2.63

2.63

2.31

2.26

2.54

2.46

2.48

2.46

2.55

2.47

Aug.

2.13

2.50

2.46

2.51

2.42

2.51

2.12

2.51

2.51 

2.53

2.46

2.55

2.10

1.81

2.55

2.60

2.90

2.82

2.92

2.41

2.55

2.48

2.05

2.10

2.35

2.28

2.15

2.32

2.16

Sept.

2.16

1.58

2.06

2.02

1.98

2.32

2.25

2.42

2.30

2.25 

1.98

1.95

1.83

2.12

2.20

2.10

2.11

2.26

2.26

2.35

2.42

2.25

2.11

2.25

2.00

2.40

2.32

2.40

2.20

Oct.

2.62

2.25

2.20

2.15

2.14

2.65

2.22

2.18

2.15

1.90 

2.32

2.35

2.45

2.19

1.78

2.46

2.40

2.35

2.12

2.10

2.12

1.78

2.31

2.05

2.31

2.38

2.55

2.12

2.68

2.60

Nov.

2.51

2.25

2.35

2.25

2.35

2.51

2.15

2.34

2.10

2.10 

2.12

1.92

2.20

1.90

2.16

2.15

2.08

2.10

2.12

1.80

1.85

2.20

2.12

2.12

2.32

2.25

2.25

2.25

2.40

2.45

Dec.

9 VI

2.62

2.30

2.15

2.35

2.38

2.36

3.30

2.80 

2.79

2.80

3.00

3.20

2.86

3.02

2.98

2.78

2.48

2.85

3.70

3.31

2.65

2.39

2.68

2.15

2.68

2.55

2.60

2.70

2.60

NOTE. Extent of ice conditions during 1909 not determined.

BTJRNSHTRT RIVER NEAR TEMPLETON, MASS.

This station, which is located just below Brown Pond, in the 

southwestern part of Templeton on the Phillipston line, and about 

3 miles above Williamsville, where there is over 50 feet fall in a short 

distance, was established May 24, 1909. The river affords excellent 

power and storage sites which were formerly used, but are practically 

abandoned at present.

The only storage reservoir above the station now in use is Phillipston Pond, which controls the run-off from a small portion of the drainage area. The Stonebridge dam, 1 mile above the station, although 

out of repair and leaking ba,dly, is intact and tends to reduce and 

prolong the crest of floods.

The natural flow from the Brown Pond dam, 150 feet above the 

station, is seldom interfered with, either by changing flashboards or 

the use of water through the wheel of the mill.

A staff gage is located just below the junction of the spillway 

and tailrace of the Brown Pond dam. The datum has remained 

unchanged. Discharge measurements are made by wading below 

the gage; velocities are low, but conditions otherwise are good.
160 SURFACE WATER SUPPLY, 1909, PART I.

Discharge measurements of Burnshirt River near Templeton, Mass., in 1909.

Date.

1909. 

May 24

Nov. 15

27

30

Dec. 1

16

17

18

Hydrographer.

F. F. Henshaw. ..........................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

21

13

18

18

 9.2

18

26

23

Area of 

section.

Sq.ft. 

19.7

5.5

9.5

12.0

1.7

13.0

38.0

19.6

Gage 

height.

Feet. 

1.16

.49

.75

.86

o.40

a.92

61.91

1.14

Discharge.

Sec.-ft. 

14.0

1.78

4.33

6.31

1.0

6.94

30.4

11.1

a Gage height probably affected by ice. & Gage height increased by released water at dam.

Daily gage height, in feet, of Burnshirt River near Templeton, Mass, for 1909.

[M. K. Powers, observer.]

Day.

1....................................

2....................................

5....................................

8....................................

10................ ................... .

11....................................

12....................................

13....................................

14....................................

15....................................

16..... ...............................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

24....................................

25. ...................................

26....................................

27....................................

28....................................

29....................................

30. ...................................

31....................................

May.

1.0

1.15

1.25

.75

1.3

1.25

June.

1.2

1.15

1.15

1.1

1.05

1.05

1.0

.95

.95

.92

.95

.95

.9

.9

.85

.8

.75

.85

.8

.78

.75

.7

.7

.62

.65

, .65

.6

.55

.55

July.

0.55

.5

.4

.4

.4

.5

.55

.5

.5

.4

.35

.35

.35

.36

.35

.36

.6

.6

.55

.5

.5

.45

.4

.35

.36

QC

.35

.4

.55

.4

.4

Aug.

0.4

.4

.4

.7

.6

.5

.45

.4

.4

.4

.4

.35

.35

.4

.4

.4

.4

.4

.4

.35

.35

.35

.35

.38

.35

OK

.38

.35

.35

.35

.35

Sept.

0.35

.35

.35

.35

.35

.35

.4

.35

.35

.35

.35

.35

.35

.35

.35

.42

.35

.35

.35

..35

.35

.48

.35

.35

.35

.4

.55

.7

.95

1.15

Oct.

0.95

.9

.85

.8

.75

.7

.65

.6

.55

.55

.7

.65

.6

.6

.55

.55

.55

.5

.55

.55

.55

.6

.65

.7

.7

.65

.65

.65

.65

.6

.5

Nov.

0.55

.55

.6

.6

.6

.6

.6

.55

.5

.45

.5

.5

.5

.5

.5

.5

.55

.55

.6

.6

.6

.55

.6

.6

.7

.65

.7

.75

.9

.9

Dec.

0.35

1.4

.75

.75

.75

.7

.7

.75

.75

.75

.75

.7

.6

.7

.8

.9

.95

1.15

.7

.75

.7

.7

.6

.55

.55

.5

.5

.5

.45

.45

NOTE. There was probably relatively little effect from ice during Deccember. Water shut off at dam 

Dec. 1 and released Dec. 2.

Daily discharge, in second-feet, of Burnshirt River near Templeton, Mass., for 1909.

Day.

1....................... .............

2................................ .

3.. ..................................

4....................................

5....................................

6....................................

7....................................

8....................................

9....................................

10...................................

11....................................

12....................................

13....................................

14....................................

15....................................

May. June.

iq n

11.9

11.9

10.8

9.8

9

0

8.7

7

0

7.8

7.2

7.8

7.8

6.8

6.8

6.0

July.

2.2

1.8

1.1

1.1

1.1

1.8

2.2

1 8

1.8

1.1

.85

.85

.85

.85

.85

Aug.

1.1

1.1

1.1

3.8

2.7

1.8

1.4

1.1

1.1

1.1

1.1

.85

.85

1.1

1.1

Sept.

0.85

.85

.85 '.85

.85

.85

1.1

.85

.85

.85

.85

.85

.85

.85

.85

Oct.

7.8

6.8

6.0

5.2

4.5

3.8

3.2

2.7

2.2

2.2

3.8

3.2

2.7

2.7

2.2

Nov.

2.2

2.2

2.7

2.7

2.7

2.7

2.7

2.2

1.8

1.4

1.8

1.8

1.8

1.8

1.8

Dec.

0.85

17.8

4.5

4.5

4.5

3.8

3.8

4.5

4.5

4.5

4.5

3.8

2.7

3.8

5.2
NORTH ATLANTIC COAST. 161

Daily discharge, in second-feet, of Burnshirt River near Templeton, Mass., for 1909 Con.

Day.

16....................................

17....................................

18....................................

19....................................

20....................................

21....................................

22....................................

23....................................

24....................................

25....................................

26....................................

27....................................

28

29....................................

30....................................

31....................................

May.

8.7

11.9

14.2

4.5

15.4

14.2

June.

5.2

4.5

fi.O

5.2

5.2

4.9

4.5

3.8

3.8

2.9

3.2

3.2

2.7

2.2

2.2

July.

0.85

2.7

2.7

2.2

1.8

1.8

1.4

1.1

.85

.85

.85

.85

1.1

2.2

1.1

1.1

Aug.

1.1

1.1

1.1

1.1

.85

.85

.85

.85

1.0

.85

.85

1.0

.85

.85

.85

.85

Sept.

1.2

.85

.85

.85

.85

.85

1.7

.85

.85

.85

1.1

2.2

3.8

7.8

11.9

Oct.

2.2

2.2

1.8

2.2

2.2

2.2

2.7

3.2

3.8

3.8

3.2

3.2

3.2

3.2

2.7

1.8

Nov.

1.8

2.2

2.2

2.7

2.7

2.7

2.2

2.7

2.7

3.8

3.2

3.8

4.5

6.8

6.8

Dec.

6.8

7.8

11.9

3.8

4.5

3.8

3.8

2.7

2.2

2.2

2.0

l.«

1.8

1.8

1.4

1.4

NOTE. Daily discharge based on a rating curve which is well defined below discharge 30 second-feet. 

No correction made for possible ice effect during December.

Monthly discharge of Burnshirt River near Templeton, Mass., for 1909. 

[Drainage area, 8.4 square miles.]

Month.

May 26-31. ..............................

July....................................

Discharge in second-feet.

Maximum.

15.4 

13.0

2.7 

3.8 

11.9

7.8 

6.8 

17.8

Minimum.

4.5 

2.2 

.85 

.85 

.85 

1.8 

1.4 

.85

Mean.

11.5 

6.45 

1.41 

1.17 

1.65 

3.31 

2.77 

4.29

Per 

square 

mile.

1.37 

.768 

.168 

1.39 

.196 

.394 

.330 

.511

Run-off 

(depth in 

inches on 

drainage 

area).

0.31 

.86 

..19 

.!« 

.22 

.45 

.37 

.59

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

QTJABOAG RIVER AT WEST BRIMFIELD, MASS.

Quaboag River is formed near East Brookfield, in central Massachusetts, by the union of a number of small streams that drain a 

series of small ponds, and takes a general southwesterly course to 

Three Rivers, where it joins Ware and Swift rivers, to form Qhicopee 

River. The tributaries of the Quaboag are small.

The river is one of the best-controlled streams in Massachusetts as 

the natural pond area is large, and these ponds, with the artificial 

ponds formed at the numerous power plants, materially retard floods 

and equalize the flow through the year.

The country is rolling and the soil is of sand and clay. Very little 

of the drainage area is forested. As a rule winters in this stream are 

not severe. The average rainfall is probably about 45 inches.

This station, which is located at a highway bridge near the West 

Brimfield station of the Boston & Albany Railroad, was established 

August 23,1909, in cooperation with the State of Massachusetts, to obtain information regarding the daily distribution of flow of the river, 

90502° WSP 261 U 11
162 SURFACE WATER SUPPLY, 1909, PART I.

During periods of low water gage heights show marked variations 

during the day owing to the operation of the mills at and above West 

Warren. The gage is read twice daily, with and without the mills 

running.

Discharge measurements are made from the bridge to which the 

staff gage is attached, or by wading. The gage datum remained 

the same during the year. Conditions for making measurements are 

good, except for the period during the winter months when ice interferes with the flow.

Discharge measurements ofQuaboag River at West Brimfield, Mass., in 1909.

Date.

1909. 

Aug. 23

Do(a)

Oct. 12

Hydrographer.

>

 

D. M. Wood..................... ..........................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

45

50

45

Area of 

section.

Sq.ft. 

80.2

106

79.8

Gage 

height.

Feet. 

2.26

2.15

2.28

Discharge.

Sec.-ft. 

113

95.0

117

« Measurement made from upstream side of bridge.

Daily gage height, in feet, and discharge in second-feet ofQuaboag River, near West 

Brimfield, Mass., for 1909.

[Mrs. W. E. Holland, 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...................

27...................

28. ..................

29...................

30...................

31...................

August.

Gage 

height.

2.21 

1.99 

1.98

1.99 

2.00 

1.82 

1.80 

2.14 

1.95

Discharge.

105 

67 

65

67 

G8 

44 

42 

92 

61

September.

Gage 

height.

1.91 

1.98 

1.88 

2.01 

1.88

2.28 

2.12 

1.95 

1.85 

1.80

1.60 

1.80 

2.09 

1.85 

1.95

1.88 

2.00 

1.75 

1.82 

2.20

1.95 

1.90 

1.85 

1.92 

1.76

1.80 

2.16 

2.30 

2.76 

2.56

Discharge.

55 

65 

52 

70 

52

120 

88 

61 

48 

42

19 

42 

82 

48 

61

52 

68 

36 

44 

103

61 

54 

48 

56 

37

42 

95 

124 

249 

189

October.

Gage 

height.

1.90 

1.62 

2.00 

2.41 

1.80

2.01 

2.05 

1.96 

1.71 

2.18

2.24 

2.06 

2.03 

2.02 

1.94

1.65 

1.75 

2.06 

1.95 

1.92

1.92 

1.99 

1.80 

1.91 

2.26

2.00 

1.99 

1.95 

1.92 

1.71 

1.58

Discharge.

54 

21 

68 

150 

42

70 

76 

62 

31 

99

111 

78 

73 

71 

60

24 

36 

78 

61

57

57 

67 

42 

55 

116

-68 

67 

61 

57 

31 

17

November.

Gage 

height.

2.01 

1.98 

1.94 

1.94 

1.96

1.62 

1.70 

2.45 

1.90 

2.00

2.15 

1.75 

1.61 

1.65 

2.40

2.00 

1.76 

1.86 

1.82 

1.76

1.60 

1.95 

1.86 

1:82 

1.75

2.12 

1.95 

1.65 

2.30 

2.00

Discharge.

70 

65 

60 

60 

62

21 

30 

160 

54 

68

94 

36 

20 

24 

147

68 

37 

49 

44 

37

19 

61 

49 

44 

36

88 

61 

24 

124 

68

December.

Gage 

height.

«

1.81 

2.04 

1.95 

1.76 

1..65

2.12 

1.95 

1.95 

2.08 

2.10

1.90 

1.95 

2.35 

3.30 

3.10

2.75 

2.50 

2.22 

1.82 

3.26

3.15 

2.55 

2.59 

2.25 

2.08

3.00 

2.60 

2.60 

2.62 

2.64

Discharge.

43

74 

61 

37 

24

88 

61 

61 

81 

84

54 

61 

136 

473 

377

246 

173 

107 

44

NOTE. Ice conditions prevailed from about Dec. 20 to 31. The daily discharge is based on a -welldefined rating curve, but, owing to the great diurnal variation in gage heights due to control at the mills 

above, the daily values of gag* height and discharge are subject to large errors,
NORTH ATLANTIC COAST. 163

Monthly discharge ofQuaboag River near West Brimfield, Mass., for 1909. 

[Drainage area, 160 square miles.]

Month.

Aug. 23-31 .......................................................

Discharge in second-feet.

Mean.

67.9 

72.1 

63.2 

59.3 

98.9

Per 

square 

mile.

0.453 

.481 

.421 

.395 

.659

Run-off 

depth in 

inches on 

drainage 

area.

0.15 

.54 

.49 

.44

.76

Accuracy.

D. 

D. 

D. 

D. 

D.

NOTE. Maximum and minimum discharges are too uncertain to warrant publication. See footnote to 

preceding table. Discharge Dec. 20 to 31 estimated 0.65 second-feet, due to ice conditions.

WESTFIELD RIVER AT KNIGHTVILLE, MASS.

The main branch of Westfield River rises in the Berkshire Hills, in 

.the northeastern part of Berkshire County, Mass., and flows in a 

southeasterly direction to its junction with" Swift River. Its course 

is then generally southward to Huntington, the tributary streams 

from the west being the Middle Branch and West Branch of Westfield River, and from the east the East Branch.

The Middle Branch of Westfield River rises in the hills near East 

Windsor, flows southeast, and enters Westfield River above Huntington, its total length being about 24 miles.

The West Branch of Westfield River rises near Washington, flows 

nearly parallel to the Middle Branch, and enters the Westfield at 

Huntington, ^about 2 miles below the Middle Branch. Its total 

length is about 22 mile's.

From Huntington the Westfield flows in a general southeasterly 

direction, receiving from the west Freeland Brook and Westfield 

Little River. Where it flows through the town of Agawam it is 

known as Agawam River. It enters Connecticut River about half a 

mile below Springfield. Its total length is made up of a series of 

rapids and quick water. The amount of storage in the basin is insignificant. Several important power plants are installed at Agawam, 

West Springfield, Westfield, and Woronoco, and there are smaller 

ones farther up the river. The opportunities for further development 

are numerous. The average rainfall in this area is over 40 inches.

The gaging station, which is located at the steel highway bridge 

at Knightville, about 4^ miles north of the town of Huntington, 

locally known as the Pitcher Bridge, 1 mile north of the outlet of Norwich Lake and about 3 miles north of the junction with the Middle 

Branch of Westfield River, was established August 26, 1909, in cooperation with the State of Massachusetts to obtain information regarding the daily distribution of flow of the river.
164 SURFACE WATER SUPPLY, 1909, PART I.

The Westfield at this point is quick falling. The bed is rough, 

being formed of large gravel and ledge. There is no danger of artificial backwater, as the fall between this station and the nearest dam, 

that at Huntington, is great.

A chain gage is attached to the highway bridge. Discharge measurements are made from the highway bridge, where the conditions 

are fairly good. During the winter anchor ice and ice cover interfere 

materially with the flow. For open-water periods the data are 

reliable.

The rating curve has been fairly well defined from 1909-10 discharge measurements. During the year no change was made in the 

gauge datum.

Discharge measurements of Westfield River at Knightville, Mass., in 1909.

Date.

Oct. lie

Hydrographer.

D. M. Wood. ..............................................

.....do.....................................................

Width.

Feet.

99

102

Area of 

section.

Sq.ft.

83.6

112

Gage 

height.

Feet. 

0.83

1.01

1.15

Discharge.

Sec.-ft. 

24.0

27.7

37.3

a Section was measured below Middle Branch and Norwich Lake outlet giving a total discharge of 30.7 

second-feet. The two tributaries were then measured, giving by subtraction 24.0 second-feet at the gaging 

station.

& Downstream side of highway bridge. 

Upstream side of highway bridge.

Daily gage height, in feet, of Westfield River at Knightville, Mass., for 1909. 

 :- - - [W. M. and G. A. Fist, observers.]

Day.

2 .

4

5. ......

7.......

9.......

10.......

11.......

12.......

13.......

14.....'..

1 C

A*ug. Sept.

0.96

.94

.94

91

.98

.92

.94

98

1.01

98

1.04

1 31

1.02

1.11

1.12

Oct.

- 1 49

1 41

1.42

1 40

1.39

1.41

1.28

1.17

1.26

1.40

1.40

1.30

Nov.

1.20

1.35

1.40

1.30

1.30

1.20

1.20

1.30

1.30

1.30

1 30

Dec.

1.24

1.26

1.24

1.40

1.38

1.41

1.42

1 ii

1.42

2.12

Day.

17.......

18. ......

19.......

20. ......

21.......

22.......

23.......

24. ......

25.......

26. ......

27. ......

28.......

29.......

30. ......

31.......

Aug.

1.00

1.00

.98

1.01

1.02

1.10

Sept.

1.J5

1.12

1.02

.96

.98

.98

1.03

1.23

1.79

1.53

2.88

2.43

1.86

1.59

Oct.

1 19

1.20

1.27

1.25

1.25

1.28

1.45

1.45

1.28

1.28

1.45

1.41

1.41

1.31

1 30

1.20

Nov.

] 30

1.45

1.45

1.40

1.40

1.30

1.30

1.30

1.30

1.28

1.26

1.25

1.25

1.26

1.28

Dec.

2.60

2.28

1.70

1.62

1.55

1.60

1.70

1.80

2.05

2.15

2.10

2.14

2.14

2.14

2.14

2.14

NOTE. Ice conditions probably prevailed from about Dec. 16 to 31.
NORTH ATLANTIC COAST. 165

Daily discharge, in second-feet, of Westfield River at Knightville, Mass., for 1910.

Day.

1.......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10. ......

12. ......

13.......

14. ......

15.......

Aug. Sept.

25

24

24

22

27

22

24

27

29

27

00

fiK

30

38

OQ

Oct.

98

88

84

80

78

82

60

45

57

72

80

90

80

63

62

Nov.

48

48

72

80

CO

63

48

48

48

48

I

63

63

63

63

63

Dec.

57

57

K.A

54

e;7

54

80

84

77

82

84

70

84

280

318

Day.

16. ......

37.......

18.......

19.......

20. ......

21.......

22. ......

23.......

24. ...... 9f;

26. ......

27. ......

28.......

OQ

30

01

Aug.

9ft

28

97

OQ

30

07

Sept.

33

42

30

30

OK

27

97

31

52

172

107

1QO

Oct.

47

48

58

56

KC

60

90

90

60

60

90

82

82

63

48

Nov.

63

90

90

80

80

63

63

63

63

60

57

56

56

57

60

Dec.

NOTE. Daily discharge based on a fairly well-defined rating curve.

Monthly discharge of Westfield River at Knightville, Mass., for 1909. 

[Drainage area, 162 square miles.]

Month.

Aug. 26-31 ..............................

November. .............................

Discharge in second-feet.

Maximum.

37 

610 

98 

90 

318

Minimum.

27 

22 

45 

48 

40

Mean.

29.8 

78.8 

70.1 

62.7 

95.7

Per 

square 

mile.

0.184 

.486 

.433 

.387 

.591

Run-off 

(depth in 

inches on 

drainage 

area.)

0.04 

.54 

.50 

.43 

.68

Accuracy.

C. 

B. 

B. 

B.

C.

NOTE. Discharge estimated 92 second-feet during ice conditions Dec. 16 to 31.

WESTFIELD 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 above sea level; 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 river also falls rapidly, 

reaching an elevation of 200 feet above sea level 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 square miles. The 

slopes are very steep and in places precipitous. The greater part 

of the basin above West Parish is in forest.

The city of Springfield, Mass., has begun to use this river as a 

source of watqr supply. A large storage reservoir has been built in 

the upper part of Borden Brook and a concrete diversion dam near 

the corners of Russell, Westfield, and Granville. The water is then
166 SURFACE WATER SUPPLY, 1909, PART I.

carried by a tunnel through the mountain, a distance of about 

a mile, to the filter plant at Mundale. There it is taken through a 

steel pipe line to Springfield. A distributing reservoir about 5 miles 

from Springfield is provided at Provin Mountain,, Westfield.

The gaging station, which is located a short distance below Borden 

Brook, at Cobble Mountain, near Blandford, Mass., was established 

July 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.

Staff gages and a chain gage have been used to obtain gage heights. 

All gages have been referred to the same datum, which has remained 

the same during-the maintenance of the station. Discharge measurements are made from a car and cable, or by wading. 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 on the coefficients given on page 36 of WaterSupply Paper 200. The weir gage was read at approximately the 

same time as the current-meter gage, and considerable comparative 

information upon the accuracy at this station has been obtained. 1

Discharge measurements of Westfield Little River near Blandford, Mass., in 1909.

Date.

Jan. la

76

21 c

Feb. W

Feb. 24«

Mar. 9/

Aug. 25

Oct. 9

Hydrographer.

D.M. Wood..............................................

.....do.....................................................

.... .do. ....................................................

.....do.....................................................

.....do.....................................................

.... .do. ................................................... .

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

29

51

30

36

74

41

52

40

21.5

33.5

Area of 

section.

Sq.ft. 

37.8

113

27.0

70.8

170

65.3

106

63.5

18.5

36.3

Gage 

height.

Feet. 

2.40

3.54

2.61

3.53

4.61

2.71

3.52

2.60

1.96

1.92

Discharge.

Sec-ft. 

21.8

221

22.7

86.9

618

53.6

226

45.1

9.3

5.3

» Measurement made under ice cover; conditions poor; gage height to water surface.

6 Anchor ice.

c Measurement made under ice cover; average thickness of ice 0.75 foot. Water surface averaged 0.3 

foot below top of ice. Some water over ice and some anchor ice.

<* Measurement made under ice cover. Average ice thiekness.0.5 foot. Water and slush 0.1 to 0.3 foot 

deep on ice.

« Discharge not affected by ice.

f Ice near shores.

i See Water-Supply Papers 201, pp. 105-110, and 241, pp. 164-168.
NORTH ATLANTIC COAST. 167

Daily gage height, in feet, of Westfield Little River near Blandford, Mass., for 1909. 

[W. V. Bodurtha, observer.]

Day.

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...............

Jan.

2.35

2.30 

2.24 

2.20

3.95 

5.04

3.53

2.95

2.80

2.84

2.72

2.52

2.45

2.40

2 90

2.68

2.75

3.00

3.16

2.90

2.52

2.50

3.10

3.16 

3.28

3.20

3.08

3.00

2.90

2.82

2 7ft

Feb.

2.62

2.72 

2.60 

2.50

2.80 

4.25

3.68

3.42

3.45

4.20

3.70

3.48

3.62

3.48

3.33

3.44

3.35

3.04

5.80

4.30

4.61 

4.45

3.85

3.52

3.32

Mar.

.......

.......

2.7i

3.28

3.10

2.95

2 Oft

2.82

3.00

2.72

2

Cfl

2.62

2.72

2.82

2.72

2.80

2.75 

6.80

4.78

3.95

3.90

3.70

Apr.

"3.53"

3.38

3.43 

3.73

4.03

3.78

3.58

3,28

3.08

3.03

2.98

6.80

4.03

3.68

3.38

3.08

3.01

3.38

3.63

3.35 

3.21

3.03

2.88

3.41

3.13

3.41

May.

4.13

"3." 23"

3.13 

3.11

3.05

2.99

2.83

2 7Q

2.75

2.68

2

AO

9 ^p;

2.53

2.51

2.73

O ft7

2.61

2.88

2.81

2.69

2.58

3.33

3.23

3.43

3.21

2.88

June.

2.68

2.58 

2.45 

2.39

2.53

2 4.7

2.45.

2.41

2

CQ

2.61

2.47

2.43

2 39

2.33

2.31

2.35

2.75

2.53

2.38

2.33

2.29

2.24 

2.19

2.11

2.05

2.01

1.97

1.95

July.

1.93

1.91 

1.87 

1.83

1.83 

1.83

1.85

1.83

'1.85

1.87

1.89

1.85

1.85

1.87

1.91

2.15

2.05

1.97

1.93

1.93

2.13

2.21 

2.05

2.00

1.95

1.91

1.83

1.75

1.69

Aug.

1.61

1.59 

1.58 

1.57

2.23 

2.25

2.18

2.09

1 97

1.83

1.79

1.71

1.67

1.83

1.77

1.97

2.33

2.61

2.55

2.41

2.18

2.05

1.97 

1.91

1.88

1.85

1.83

1.83

1.81

1.78

Sept.

1.75

1.73

1.74 

1.73

1.73

1.77

1.71

1.69

1.68

1 7P»

2.05

1.85

1.78

1.75

1.73

1.89

1.97

1.81

1.73

1.71

1.67

1.68

1.79 

2.23

2.55

2.49

2.43

2.38

2.35

Oct.

2.31

2.25 

2.17 

2.13

2.07 

2.03

1.93

1 92

1 91

9 17

9 11

2.03

1 98

1 o«;

1.93

1.90

1 QQ

1.89.

1 01

1 91

1.89

1.87

2.13 

2.11

2.08

2.04

2.01

1.98

1.94

Nov.

1 93

1.91 

1.90 

2.09

1.99

1 94

1.92

1 Q3

1 93

1.91

1 93

1.95

1 91

1 91

1.90

2.25

2

1 0

2.09

9 ft7

2.03

2.02

2.08 

2.15

2.31

2.31

2.35

2.33

Dec.

2.31

2.33 

2.27 

2.28

2.35

2 9Q

2 OK

2.21

2 21

2 1 f\

2.13

2.13

2.20

3.63

3.51

3.29

3.11

2.88

2.75

2 fiQ

2.65

2.58

2.55

2.33

NOTE. Ice conditions prevailed Jan. 1 to Feb. 19, and for short periods during December. 

Daily discharge, in second-feet, of Westfield Little River near Blandford, Mass., for 1909.

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. .............

27. ..............

28. ..............

29. ..............

30. ..............

31...............

Jan.

19.3

17.1

14.8

13.3

340

791

218

80.8

61.5

66.2

52.5

33.7

28.4

25.1

74.0

48.5

30.5

48.0

63.0

40.5

18.5

17-2

55.6

60.5

73.0

62.0

50.4

43.4

35.8

30 9

23.9

Feb.

19.7

24.3

18.4

14.2

27.2

198

113

77.3

55.0

77.1

204

145

119

165

147

123

162

150

92.6

1,020

500

536

574

609

552

342

227

161

Mar.

149

137

125

113

101

90

78

66

54.4

220

149 '

109

85.0

77.9

67.3

92.4

55.3

64.7

44.8

55.3

67.3

55.3

64.7

58.7

1,380

668

378

360

290

278

266

Apr.

254

242

230

180

196

300

406

318

248

149

105

97.0

89.4

955

1,380

406

283

180

105

93.9

100

180

266

170

131

97.0

75.2

189

115

189

May.

440

340

238

136

115

111

100

90.9

68.5

63.5

58.7

52.0

51.0

45.8

38.1

36.4

34.7

66.0

56.5

49.9

43.8

75.2

66.0

52.0

43.8

40.9

164

136

196

131

75.2

June.

51.0

40.9

29.9

25.8

36.4

31.5

29.9

27.1

23.3

52.0

43.8

31.5

28.5

25.8

22.2

21.1

23.3

88.0.

58.7

36.4

25.1

22.2

20.1

17.8

15.6

12.6

10.6

9.5

8.5

8.0

July.

7.6

7.2

6.4.

5.7

5.7

5.7

6.0

5.7

7.6

6.0

6.4

6.8

6.0

6.0

6.4

7.2

14.0

16.4

10.6

8.5

7.6

7.6

13.3

16.4

10.6

9.2

8.0

7.2

5.7

4.4

3.6

Aug.

2.6

2.4

2.3

2.2

17.3

18.2

15.2

11.9

8.5

5.7

5.0

3.8

3.3

5.7

4.7

8.5

22.2

88.0

43.8

38.1

27.1

15.2

10.6

8.5

7.2

6.6

6.0

5.7

5.7

5.3

4.9

Sept.

4.4

4.1

4.3

4.1

4.1

4.7

3.8

3.6

3.4

4.4

10.6

6.0

4.9

4.4

4.4

4.1

6.8

8.5

5.3

4.1

3.8

3.3

3.4

5.0

17.3

38.1

33.0

28.5

25.1

23.3

Oct.

21.1

18.2

14.8

13.3

11.2

10.0

8.0

7.6

7.4

7.2

14.8

12.6

10.0

8.5

8.0

7.4

7.0

6.8

6.8

7.2

7.2

6.8

6.4

13.3

12.6

11.6

10.6

10.3

9.5

8.7

7.8

Nov.

7.6

7.2

7.0

11.9

9.0

8.0

7.8

7.4

7.6

7.6

7.2

7.6

8.0

7.2

7.2

7.0

18.2

13.3

11.9

11.2

10.0

9.8

10.6

11.6

14.0

21.1

20.1

21.1

23.3

22.2

Dec.

21.1

22.2

19.2

10.6

23.3

. 20.1

18.2

16.4

16.4

14.0

13.3

13.3

16.0

266

224

152

111

75.2

58.7

52.0

47.8

40.9

3S.1

22.2

20.1

20

20

20

18

16

16

NOTE. Daily discharge during the period of open flow are based on a well-defined rating curve during the 

periods of ice conditions on measurements made during ice conditions and climatologies^ data.
168 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Westfield Little River near Blandford, Mass., for 1909. 

[Drainage area, 43 square miles.]

Month.

April...............................

May.... ................................

July........................... . ..

Discharge in second-feet.

Maximum.

721 

1,020 

1,380 

1,380 

440 

88.0 

16.4 

88.0 

38.1 

21.1 

23.3 

266

1,380

Minimum.

13.3 

14.2 

44.8 

75.2 

34.7 

8.0 

3.6 

2.2 

3.3 

6.4 

7.0 

13.3

2.2

Mean.

79.6 

230 

187 

258 

104 

29.2 

7.92 

13.3 

9.36 

10.1 

11.5 

46.8

82.2

Per 

square 

mile.

1.85 

5.35 

4.35 

6.00 

2.42 

.679 

.184 

.309 

.218 

.235 

.268 

1.09

1.91

Run-off 

(depth in 

inches on 

drainage 

area).

2.13 

5.57 

5.02 

6.69 

2.79 

.76 

.21 

.36 

.24 

.27 

.30 

1.26

25.30

Accuracy.

B. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

HOUSATONIC RIVER DRAINAGE 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 may 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.
NOBTH ATLANTIC COAST. 169

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.

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 information 

regarding- the daily distribution of flow of the river.

Downstream the nearest dam is at New Milford, about 7 miles below 

the station; a few miles upstream, at Bulls Bridge, is a recently constructed dam. No backwater is caused by the dam below the station 

at low and medium stages, but there may be a slight effect at high 

stages.

The datum of the chain gage attached to the bridge has remained 

the same during the maintenance of the station. The observer is paid. 

by the United States Weather Bureau from November to April. On 

account of the poor cross-section at the bridge discharge measurements are made from a cable 1| miles below, or by wading. 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. No measurements were made in

1909 but a low-water measurement made in 1910 indicates that no 

change has occurred in conditions of flow.

Daily gage height, in feet, of Housatonic River at Gaylordsville, Conn.,for'l909. 

[G. H. Munroe, 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. ..............

27. ..............

28. ..............

29. ..............

30. ..............

31...............

Jan.

3.2

3.5

2.7

3.7

3.7

6.7

6.5

5.2

5.0

4.7

4.5

4.0

4.1

4.0

4.2

4.5 

4.2

4.2

4.3

4.0

4.0

4.2

4.7

4 6

4.4

4.3

4.2

4.2

4.2

Feb.

4.1

3.9

4.3

4.2

3 9

4.0

4.9

4.8

4.9

4.85

6.0

C C

5.1

4.9

5 ft

4.8

5.4 

5.0

8.6

7.9

7.2

6.5

6.5

7.3

6 4

6.5

6.4

Mar.

5.6

^ fi

5

K

5

1

48

4.9

4.9

4.9

5.0

5.9

5.8

5.5

5.5

5 9

4.7

c n

4.9 

4.8

4.8

4.7

4.7

4.7

4.7

4.8

7.0

6.4

6.5

6.1

6.1

6.0

Apr.

5.8

5.6

5.7

5 a

P; fi

5.5

5.5

5.6

5.6

5.7

5.6

5.3

5.95

7.9

7.7

7.4 

6.7

6.5

6.1

6.0

5.5

6.0

5.8

1 ^

5.5

5.6

5.5

5.5

May.

6.3

6.0

5 7

5 7

5.6

5.5

5.7

5.6

5.3

5.3

5.2

5.2

5.0

5.0

5.0

5.0

5.0 

5.0

4.9

4.8

4.8

5.2

5.0

4.7

4.7

4.7

4.8

5.3

5.5

5.1

June.

4.9

4.7

4.6

4 7

4.4

4.0

3.8

4.3

4.2

4.3

4.2

4.3

4.2

4.4

4.4

5.0 

5.2

4.9

4.5

4.4

4.4

4.4

4.2

4.2

4.0

3.9

3.6

3.5

July.

3.9

3.8

4.2

D C

3.4

3.3

3.2

3.2

3.2

3.2

3.1

3.2

3.3

3.4

3.3

3.3 

3.5

3.3

3.5

3.2

3.5

3.7

3.0

3.6

3.4

3.3

3.2

3.7

3.6

Aug.

3.2

3.4

3.2

o 9

4.0

4.8

4.6

4 4

4.0

3.8

3.9

3.5

3.3

3.2

3.1

3.3

3.8

4.0 

3.9

4.0

3 9

3.4

3.6

3.4

3.3

3.2

3.5

9 a

3.3

3.4

Sept.

3.4

3.2

3.3

Q 1

2.4

2.7

3.2

3.3

3.2

3.3

3.3

2.8

3.2

3.3

3.3

3.3

3.3

3.3

2.7

3.3

3.3

3.4

3.2

3.7

3.6

3.0

3.6

3.6

4.2

4.3

Oct.

4 n

3.7

3.4

3.4

3.4

3.4

3.4

3.4

3.4

2.5

3.4

3.4

3.5

3.3

3.3

3.3

2.7

3.3 

3.2

3.4

3.3

3.0

3.0

2.5

3.0

3.3

3.3

3.3

3.3

3.3

3.1

Nov.

3.0

, 3.2

3.4

3.4

3.4

3.3

2.4

3.1

3.1

3.1

3.1

3.3

3.3

2.6

3.3

3.3

3.3

3.4 

3.4

3.3

2.5

3.1

3.1

3.3

2.8

3.3

3.4

2.7

3.4

3.3

Dec.

3.4

3.4

3.4

3.3

2.8

3.6

3.6

3.4

3.5

3.3

3.3

2.8

3.4

5.0

4.9

4.6

4.3

4.1

3.8

3.8

3.4

3.3

3.3

3.4

3.4

3.4

3.4

3.5

3.5

3.6

3.6

NOTE. Ice conditions prevailed and affected the discharge more or less from Jan. 1 to about Feb. 6, and 

from about Dec. 24 to 31.
1*70 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Housatonic River at Gaylordsville, Conn., for 1909.

Day.

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.

401

561

a 182

fiOO

682

5,450

4 980

2' 520

2,360

1,620

1,370

890

970

890

Feb.

890

a 1,900

1 760

1,830

2,870

2,200

a \ goo

2,050

1,760

2,690

2,050

in 4nn

a 8, 530

6,690

4 980

4,980

6,950

4,750

o 4, 750

Mar.

3 Afift

2,870

2

Q7A

2

onn

1,760

al,900

1 Qfift

1 QAA

2,050

3,650

3

4cn

2

Q7A

2 OfiA

1,620

9 (\t\T\

1,900

1,760

1,760

ol,620

1,620

1,620

1,760

6,180

A 7KA

4,080

4,080

3,860

Apr.

3,450

3,060

03 060

3,060

2,870

2

Q7A

3,060

S ftfifl

o3,250

S ftfifl

2,520

3

7«n

8 040

8,530

7 QQfi

5,450

4 980

4 080

3,860

2

Q7A

o3,450

2,870

2

Q7A

3,060

2

Q7A

2,870

May.

3 OCA

<J4,520

S Qfift

S

ocft

2 S.7fi

3 OCA

2,520

2 COA

2,360

2,360

2

ACA

2,050

o2,050

2

ACA

2,050

2 AC A

1,900

1 760

1,760

o2,360

2,050

1,620

1,620

1,620

1,760

2 COA

2,200

June.

i onfi

1,620

1 4Qfi

1 490

1,620

ol,260

QQA

747

1,160

1,160

1 060

ol,160

1 ftfin

1 060

1,260

1 260

2

ftcn

2

Q£A

ol,900

1,370

1,260

1,260

1 060

1,060

a 890

816

620

561

July.

816

747

1 060

a 561

CAK

452

401

401

401

401

a352

401

401

AKf)

cnK

452

w«

KCl

AKfJ

561

401

Wl

682

a-305

620

CAR

452

401

682

620

Aug.

a 401

CAR

401

401

QQA

1,760

1 dQfi

ol,260

890

747

561

AKf)

401

a 352

452

747

890

890

816

«505

620

505

452

401

561

561

452

505

Sept.

505

401

.jICO

oco

a.83

182

401

AKf)

401

AKfy

AKf)

a-220

401

4 co

452

452

452

«182

452

452

Crt^

401

682

o305

620

1,160

Oct.

QQA

fiOO

o505

5054

505

505

505

cnc

cnc

a H4

KAC

CAR

561

4 co

4 co

452

ol82

452

401

505

452

QAC

305

a 114

305

452

452

o352

Nov.

one

401

505

CAC

CAC

452

o83

352

QCO

352

452

4 co

o!47

452

452

452

505

505

452

a 114

352

352

452

220

452

505

o!82

505

452

Dee.

CrtC

cnc

505

452

o220

620

620

505

561

A CO

452

o220

CAC

2 Acn

1,490

1,160

970

747

505

452

452

Low discharge occurring on Sunday due to storage of water at power plant above the station. 

NOTE. Daily discharge during periods of free flow based on a well-defined rating curve.

Monthly discharge of Housatonic River at Gaylordsville, Conn., for 1909. 

[Drainage area, 1,020 square miles.!

Month.

April...................................

May....................................

July....................................

Discharge in second-feet.

Maximum.

5,450 

10,400 

6,180 

8,940 

4,520 

2,360 

1,060 

1,760 

1,160 

890 

505 

2,050

10,400

Minimum.

0182

1,620 

2,520 

1,620 

561 

o305 

o220 

o83 

*114 

o83 

o220

o83

Mean.

1,250 

3,270 

2,710 

3,970 

2,490 

1,260 

518 

668 

469 

445 

387 

632

1,510

Per 

square 

mile.

1.23 

3.21 

2.66 

3.89 

2.44 

1.24 

.508 

.655 

.460 

.436 

.379 

.620

1.48

Run-off 

(depth in 

inches on 

drainage 

area).

1.42 

3.34 

3.07 

4.34 

2.81 

1.38 

.59 

.76 

.51 

.50 

.42 

.71

19.85

Accuracy.

C. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

o These minima are low on account of storage of water at power plant above the station.

NOTE. Discharge during the assumed periods when discharge was affected by ice conditions estimated 

on the basis of climatological data.

Mean discharge Jan. 16 to 31, estimated, 819 second-feet; Feb. 1 to 5, estimated, 650 second-feet; Dec. 24 

to 31, estimated, 375 second-feet.
NOBTH ATLANTIC COAST. . 171

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 formed by Mounts Marcy and Skylight and Gray Peak.

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.

N 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 succeeding 26 miles to Fort
172 SURFACE WATER SUPPLY, 1909, PART I. -

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 Eiver, Schroon Eiver, and the Sacandaga unite with the main stream above Glens Falls, and between the 

latter point and Troy the river receives Battenkill Eiver, Fish Creek, 

Hoosic Eiver, 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 Eondout 

creeks, and Wallkill Eiver from the west, and Kinderhook Creek, 

Jansen Kill, Wappinger Creek, Fishkill Creek, and Croton Eiver 

from the east.

The mean annual precipitation on 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 range 

from the extreme cold and deep snow of the Adirondacks to the 

frequent winter thaws in the southern part of the basin.

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, 

including many large ponds and lakes 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 York 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. Although a large amount of 

power has been developed in the Hudson drainage area vast 

quantities are still 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 Eiver.

The longest run-off record in the Hudson Eiver drainage basin is 

that obtained at Mechanicsville, which extends back to 1888.
NOETH ATLANTIC COAST. 173

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 Water 

Supply 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 datum of the chain gage attached to the bridge 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 are good and a very good rating curve has been 

developed. All discharge measurements are made from the bridge.

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 reservoir 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 North Creek, N. Y., in 1909.

Date.

206

Mar. 27 e

Apr. 14

16

18

21

25

Dec. 9d

lid

Hydrographer.

.... .do. ....................................................

C. C. Covert. ......................................... ....

.....do.....................................................

.....do..........---.-..----..-....-.....-.-.-..............

.....do.....................................................

C. C. Covert. ..............................................

W. G.Hoyt.. .............................................

Width.

Feet. 

215

225

248

250

250

250

250

OOfi

245

245

Area of 

section.

Sq.ft. 

427

463

598

1,990

1,740

1,660

1,390

1,010

524

566

386

448

Gage 

height.

Feet. 

2.88

3.46

4.12

8.35

7.74

7.40

6.32

4.78

3.00

2.73

2.95

Discharge.

Sec.-ft. 

419

452

990

14,200

11,400

10,200

7.040

3,510

865

653

796

277

373

a. Measurement made under partial ice cover. Gage height to top of ice, 2.98 feet; average thickness of 

ice, 0.72 foot.

& Measurement made under complete ice cover. Gage height to top of ice, 3.56 feet; average thickness of 

ice, 0.98 foot.

c Measurement made under partial ice cover. Gage height to top of ice, 4.22 feet: average thickness of ice, 

0.88 foot.

d Measurement made under ice conditions.

Daily gage height, in feet, of Hudson River at North CreeK]^N. Y.,for 1909. 

[Gilbert Dean, observer.]

Day.

1... ............

2.............

3...............

4...............

5...........^...

6.............

7. ............. .

8...............

9...............

10...............

Jan.

2.87

2.87

2.86

2.76

2.75 

3.10

3.35

3.44

3.59

3.80

Feb.

4.20

3.90

3.90

4.50

Mar.

4.30

.-.---.

Apr.

-------

fi OK

5-88

May.

5.32

5.88

5.60

6.00 

5.32

5.80

6.98

6.04

6.75

June.

3.42

3.66

3.67

3.42 

3.95

4.12

4 03

3.78

3.48

July.

2.24

2.30

2.35

2.37 

2.26

2.28

2.36

2.25

Aug.

2

QA

2.81

2 77

2.73

2.74 

^2.74

2.87

3.06

q r\({

3.05

Sept.

3.02

3.00

3.00

3.00

3.01

9 Q7

2.95

2.94

Oct.

2.99

2.95

2.89

2.78 

2.72

2.70

2.85

Nov.

2.73

2.72

2.80

2.80 

2.79

2.82

2

QK

2

QC

3.08

Dec.

2.72

2.75

2.68

2.62 

2.52

2.52

2.40
174 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, infect, of Hudson River at North Creek, N. Y.,for 1909 Con.

Day.

11...............

12...............

13...............

14...............

15...............

16............... 

17...............

18...............

19...............

20............... 

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29. .............

30.............. 01

Jan.

3.55

3.50

3.48

3.43

3.22

3.35

3.40

3.40

3.57

4.60

4.95

5.15

5.15

5.05

Feb.

4.35

4.20

5.95

Mar.

4.05

.......

4.10

4.12

3.65

Apr.

5.38

4 79

4.60

8.05

8

Af\

7.85 

7.44

7.26

6.95

7.56 

7.20

6.48

6.18

5.65

5.08

5.80

5.38

4.80

May.

7.81

6.62

6.60

5.28

4.98

5.58

5.08

4.60 

4.64

4.98

4.48

4.03

4.08

3.87

3.58

3.57

4.62

4.18

June.

4.12

4.04

3.53

3.42

3.36

3.12 

3.10

3.20

4.08

3.32 

3.55

3.08

2.90

2.82

2.78

2.70

2.60

2.55

2.51

July.

2.48

2.70

2.78

2.82

2.85

2.85 

2.86

2.88

3.20

3.20 

3.36

3.42

3.26

3.20

2.96

2.74

2.74

2.67

2.69

2.94

Aug.

3.05

3.05

3.05

3.03

3.02

3.09 

3.09

3.05

2.65

2.31 

2.20

2.16

2.20

2.48

3.02

3.06

3.06

3.05

3.04

3.04

Sept.

2.94

2.92

2.92

2.90

2.90

2.91 

2.87

2.84

2.89

2.89 

2.82

2.85

2.85

2.90

2.89

2.84

2.82

2.90

2.90

2.92

Oct.

2.86

2.85

2.60

2.65

2.82

2.82 

2.77

2.80

2.80

2.80 

2.80

2.80

2.85

2.84

2.84

2.85

2.88

9 74

Nov.

3.05

2.98

2.82

2.72

2.66

2.65 

2.70

3.25

2.92

2.66 

2.65

2.65

2.68

2.72

2.86

3.15

3.00

2.92

2.81

2.74

Dec.

2.52

2.90

3.02

3.35

3.32

3.20 

3.00

2.95

2.90

2.80 

2.75

2.74

2.75

2.72

2.72

2.80

2.92

2.93

2.95

3.00

NOTE. Ice conditions prevailed Jan. 1 to Apr. 6, and from about Dec. 1 to 31. 

Daily discharge, in second-feet, of Hudson River at North Creek, N. Y.,for 1909.

Day.

1............

2»... ........

3.... ...... .-

5.-...--.-....

6.. ...... ....-

7.. .... .......

8....--..-....

9.............

10.............

11.............

12.............

13.............

14.............

15.............

16............

17.. . ..........

18............

19............

20............

21............

22............

23.............

24.............

25.............

2fi... ..........

27.............

28.............

30.............

01

Jan.

417

410

398

349

338

505

642

686

775

898

718

702

642

598

471

510

498

486

459

432

432

432

432 '432

1,040

1.290

1,200

1,000

800

700

600

Feb.

600

500

500

500

600

1,070

1,300

1,100

900

850

800

820

840

860

880

900

940

940

1,600

2,100

2,500

2,300

2,100

2,400

2,500

2,500

2,400

Mar.

2,300

1,900

1,450

1,350

1,320

1,280

1,260

1,240

1,200

1,180

1,140

1,090

1,030

980

940

900

860

840

820

800

900

948

QKfl

950

Apr.

1,290

2,420

3,550

4,110

4,860

7,360

6,130

4,920

3,520

3,290

12,400

13,600

11,800

10, 500

9,970

9,060

9,790

7,710

6,900

4,260

5,930

3,920

3 680

3,680

May.

4,790

6,130

5,880

6,430

4,790

5,930

9,140

6,530

8,480

11,700

14, 700

8,110

8,050

4,700

4,050

4,260

5,390

4,260

3,290

3,370

4,050

3,060

2,290

2,370

2,030

1,590

1,580

2,540

1,380

June.

1,400

1,380

1,710

1,720

1,380

2,160

2,430

2,290

1,890

1,450

2,430

2,300

1,520

1,380

1,300

1,010

990

1,100

2,370

1.250

1,550

970

790

718

682

610

530

4fi7

430

July.

388

340

382

320

330

376

340

315

448

610

682

718

745

745

754

772

1,100

1,100

1,300

1,380

1,170

1,100

850

646

646

586

830

7Qft

Aug.

736

709

673

637

646

646

763

950

940

940

940

940

920

910

980

980

940

570

346

290

272

290

910

950

950

QOfl

930

QQA

Sept.

910

890

890

890

900

860

840

850

830

830

830

810

810

790

790

800

763

736

781

781

718

745

745

790

781

736

718

790

790

810

Oct.

880

840

810

781

682

628

610

682

810

745

754

745

530

570

718

718

673

700

700

700

700

700

700

722

745

745

736

736

7J.K

772

646

Nov.

637

628

700

700

700

691

718

840

840

970

940

870

718

628

578

570

610

1,160

810

578

570

594

628

754

1,040

890

810

646

Dec.

556

580

588

512

484

414

414

352

277

340

373

385

451

640

625

610

440

412

385

325

321

325

313

313

345

396

402

4C-I

NOTE. Daily discharge during the frozen periods determined on the basis of measurements made under 

ioe conditions, climatological reports, and intercomparison with the discharge obtained at other stations. 

A well-defined rating curve has been used for the open-water period.
NORTH ATLANTIC COAST. 175

Monthly discharge of Hudson River at North Creek, N. Y.,for 1909. 

[Drainage area, 804 square miles.]

Month.

March. .................................

April. ..................................

July....................................

Discharge in second-feet.

Maximum.

1,290 

2,500 

2,300 

13,600 

14,700 

2,430 

1,380 

980 

910 

880 

1,160 

640

14,700

Minimum.

338 

500 

800 

1,290 

1,380 

430 

310 

272 

718 

530 

570 

277

272

Mean.

622 

1,280 

1,180 

6,290 

5,150 

1,360 

679 

773 

807 

717 

737 

427

1,670

Per 

square 

mile.

0.774 

1.59 

1.47 

7.82 

6.41 

1.69 

.845 

.961 

1.00 

.892 

.917 

.531

2.08

Run-off 

(depth in 

inches on 

drainage 

area).

0.89 

1.66 

1.70 

8.72 

7.39 

1.89 

.97 

1.11 

1.12 

1.03 

1.02 

.61

28.11

Accuracy.

C. 

C. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

HUDSON RIVER AT THURMAN, N. Y.

This station is located on the Delaware & 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 attached to the bridge 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. All discharge measurements are 

made from the bridge.

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 reservoir 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 1909.

Date.

May 21

Hydrographer.

C. C. Covert ...............................................

W. G. Hoyt . ..............................................

Width.

Feet. 

305

255

Area of 

section.

Sq.ft. 

1,360

688

Gage 

height.

Feet. 

4.98

2.50

Discharge.

Sec.-ft. 

6,900

886
176 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Hudson River at Thurman, N. Y.,for 1909. 

[S. H. Spencer, observer.]

Day.

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...................

Mar.

A OK

4.41

4.07

4.11

4.03

3 91

3.74

3.65

3.53

3 43

3.23

3.50

3.57

3.66

3.8a

3.83

3.67

3.58

3.48

Apr.

3.52

3.68

3.77

3.90

4.15

4.41

6.00

6.52

6

QQ

6.18

5.68

4.42

4 44

7 96

8.45

8.10

7 82

7 78

7 34

7 7^

7.37

6.86

6.11

 5.55

c 77

5.22

C QQ

4.99

May.

5.22

5.57

5.51

5.38

5.65

5.58

6.13

6.52

5 80

6.08

6.98

7.92

6

0Q

6.28

5.34

5 11

5 66

5.34

5.03

4.93

K tQ

4.32

4.17

3.82

3 64

3.71

4 44

June.

3.75

3.43

3.35

3.56

4.18

3

QE

3

7C

4.30

3.79

3 GO

3.54

3.57

3.34

3.28

3 JO

4.06

3.58

3.41

3

Ofi

3.15

3.08

2.96

2.97

2

QC

July.

2.85

2.83

2.79

2.70

2.71

2.66

2.62

2.54

9 U

2.56

2.34

2.66

2.64

2.73

2.74

2.74

2

70

2.62

2.68

2.70

2.97

3.02

2.86

2.85

2 79

2.52

2.44

2 47

2.34

2.50

2.56

 Aug.

2.44

2.46

2.46

2.38

2.37

2.42

2.40

2.53

2.68

2.70

2.66

2.67

2.67

2.65

2.63

2.72

2.79

2.82

2.64

2.74

2.38

2.02

2.00

2.66

2.68

2.67

2.66

2.64

2.64

Sept.

2.63

2.62

2.59

2.56

2.61

2.57

2.52

2.54

2.52

2.54

2.54

2.53

2.54

2.52

2.52

2.51

2.52

2.51

2.40

2.52

2.46

2.44

2.46

2.54

2.47

2.42

2.48

2.63

2.58

2.58

Oct.

2.61

2.64

2.55

2.48

2.36

2.36

2.32

2.53

2.48

2.52

2.48

2.34

2.19

2.43

2.47

2.22

2.38

2.34

2.34

2.34

2.40

2.43

2.40

2.48

2.45

2.44

2.44

2.42

2.37

Nov.

2.35

2.38

2.39

2.46

2.44

2.41

2.34

2.47

2.51

2.48

2.48

2.42

2.38

2.40

2.41

2.42

2.53

2.41

2.41

2.42

2.40

- 2.25

2.76

2.69

2.64

2.65

2.64

Dec.

2.48

2.51

2.49

2.49

2.42

2.34

2.29

2.33

2.28

3.22

NOTE. Ice conditions prevailed from aboub Jan. 1 to Mar. 31 and about Dec. 11 to 31.

Daily discharge, in second-feet, of Hudson River at Thurman, N. Y.,for 1909.

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. ..................

27...................

28..................

29. ..................

30. ..................

31...................

Mar.

3,100

2,600

2,800

2,700

2,600

2,500

2,200

2,100

1,900

1,700

1,800

1,900

2,100

2,100

2,100

2,200

2,200

2,300

Apr.

2,800

3 1 an

3 740

4 430

5,180

9 920

11,100

in f^nn

8,960

5,210

5,270

15,800

17 Qnn

16,200

15,400

1 C OAft

i ^ Qftft

14,000

10,200

8,570

9,230

7,580

8,090

6,890

7,670

May.

7,580

8,870

8,660

9,320

ift 9nn

15,700

11,100

10 800

8 480

7 940

8,900

7 940

7,010

6,710

7,460

6,140

5,380

4,920

3,530

3,260

5,270

2,870

June.

3

o«n

2 con

2 400

2 Ron

3,700

4,510

3,880

3

OQA

4 860

3,460

0 fWA

2,850

2 QOfl

2,380

2,250

2,570

4,180

2,940

2,540

1,960

1,820

1,740

1,580

1 600

1 

' 380

July.

1,380

1 ^ftfl

1,280

1,160

1,080

1 '925 030

925

950

700

1 080 I'oeo

1,190

1,200

1,200

1,190

i n^ft

1,140

1,600

1,700

1,400

1,380

1,170

900

806

840

700

875

950

Aug.

806

829

829

730

783

912

1,110

1,080

1,100

1,100

1,070

1 040

1,170

1,280

1,200

740

594

448

435

975

1,080

1,110

1,100

1,080

1,060

1,060

Sept.

1,040

1,030

988

950

1,010

962

900

925

900

925

925

912

925 '900

900

888

900

888

760

900

829

806

829

925

840

783

852

1,040

975

975

Oct.

1,010

1,060

999

938

852

720

720

680

912

852

900

852

700

568

794

840

592

740

700

700

700

760

794

760

852

818

800

800

783

730

720

Nov.

710

750

829

806

772

700

840

888

852

852

783

760

779

783

912

779

772

783

783

772

760

760

618

1,230

1,130

1,060

1,070

1,060

Dec.

852

888

864

864

824

783

700

652

690

NOTE. Daily discharge Mar. 10 to 31 taken as the sum of the daily discharge at North Creek and Rh e:- 

 bank plus an estimated inflow.

The rating used for the open period is well denned below discharge of 6,900 second-feet.
NORTH ATLANTIC COAST. 177

Monthly discharge of Hudson River at Thurman, N, T-,for 1909. 

[Drainage area, 1,550 square miles.]

Month.

April....................................

July.....................................

Discharge in second-feet.

Maximum.

17,300 

15,700 

4,860 

1,700 

1,330 

1,040 

1,060 

1,230

17,300

Minimum.

1,700 

2,800 

2,870 

1,380 

700 

435 

760 

568 

618

435

Mean.

1,100 

2,700 

2,610 

9,680 

7,860 

2,810 

1,110 

960 

913 

795 

835 

800

2,680

Per 

square 

mile.

0.710 

1.74 

1.68 

6.25 

5.07 

1.81 

.716 

.619 

.589 

.513 

.539 

.516

1.73

Run-off 

(depth in 

inches on 

drainage 

area.)

0.82 

1.81 

1.94 

6.97 

5.84 

2.02 

.83 

.71 

.66 

.59 

.60 

.59

23.38

Accuracy.

C. 

C. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

NOTE. The mean discharge for January, February, March, and December was determined from the 

sum of the corresponding discharge for North Creek and Riverbank plus an estimated inflow.

HUDSON RIVER AT MECHANICVILLE, N. Y.

This station is located at the dam of the West Virginia Pulp & 

Paper Co. 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 1909 

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.

The discharge of the Hudson at Mechanicville is diminished somewhat by water required in operating the Champlain Canal.

Records at this station are under careful supervision and are considered 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 1909.

Day.

1.........

3.........

4.........

5.........

6.........

8.........

9.........

10.........

Jan.

1,874

« 1,836

1,887

10 054

10'269

8,098

6,566

a 7, 084

Feb.

6,879

4,790

4,436

6,611

a 8, 057

8,443

7,471

6.652

Mar.

15,672

12,458

12,654

11,452

8,867

"8,001

8,017

6,465

6,740

Apr.

11,867

11,485

12,216

«13, 753

14. qofi

15, 778

20, 423

30,501

34,889

31,585

May.

18,524

o21, 185

21,493

22,566

23,523

21,770

19, 817

19,617

«23, 252

18,708

June.

7,243

6,618

5,598

5,362

5,540

a&, 894

9,564

8,331

7,436

7,016

July.

2,389

2,293

2.327

a2,682

2,031

2,941

2,401

2,399

1,824

3,100

Aug.

ol,404

1,783

1,010

1.463

1,759

1,245

1,213

a 612

1,318

1,115

Sept.

1,379

1,578

1,736

1,665

«674

1,187

2,140

1,473

1,476

1,476

Oct.

1,778

1,753

ol,566

2,274

1,501

1,906

1,711

1,677

1,334

ol,406

Nov.

1,935

1,549

1,554

1,470

1,472

1,551

a 718

1,561

1,580

1,769

Dec.

1,868

2,550

1,955

1,601

a 2, 105

1,764

1,991

2,172

1,678

1,718

90562° wsp 261 11 12

o Sunday.
178 STOFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Hudson River at Mechanicville, N. Y.,for 1909 Con.

Day.

11.........

12.........

13.........

14.........

15.........

16.........

17.........

18.........

19.........

20.........

21.........

22.........

23.........

24.........

25.........

26.........

27.........

28.........

29.........

30.........

31.........

Jan. .

6,462

4,705

4,561

3,823

4,028

1,968

03,506

3,239

2,412

2,326

2,347

3,296

1,995

« 6, 328

10,244

9,421

8,990

8,155

6,956

« 6, 104

Feb.

7,551

6,994

7,368

7,518

8,147

7,445

7,566

6,874

27,591

"24,515

20,683

18,376

16, 719

29,655

19 865

ol6,346

........

Mar.

10, 752

9,871

8,273

06,367

6,484

7,573

7,490

6,420

6,106

6 144

o6,293

6,262

5,641

7,013

7 849

13 4S^

"13, 784

14,215

11,875

11,049

Apr.

a28,234

22, 471

19,659

20, 410

37,324

46,299

44,847

36,910

34,091

37, 736

33,665

OQ 077

27,855

O-I TQ'7

19, 146

17,202

1 Q Q1 7

17,080

May.

21,082

94 7Q4

28,154

OO CQR

20,490

"17,031

17,511

17 104

16,996

14, 777

15 O^A

10 039

12,607

9 4AQ

8

070

7,747

7 231

o8,784

9,298

June.

6,509

8,436

06,801

7,747

6,520

6,136

5,126

5,814

o8,009

7 OQ3

5,292

4 941

4,075

4 HAQ

3

I-7AQ

J4, 647

3.914

3,270

2,496

July.

"1, 492

1,781

1,785

1,764

1,688

1,683

1,859

"1,569

1,481

1 481

2,109

1,814

1 ftfll

1,935

1 ftflQ

3,387

1,779

1 7^9

1,206

1,222

Aug.

1,731

1,526

QOO

1,077

o740

1,819

1 769

1 344

2

1QQ

3 9HQ

2 704

ol,032

2,573

2,146

1 QH7

1,717

1,774

1 47Q

o235

1,027

1,126

Sept.

1,684

"1,501

1,524

1,548

1 C7Q

1,473

1,515

1,653

1 482

1,482

883

1 ci 7

1,697

1 750

o742

1,702

1,513

1 M9

1,765

Oct.

1,931

1,697

950

1,516

1,503

ol,504

720

1,716

1,453

2,001

1,496

1 4Q9

o531

1,589

1 CTO

1,505

1,748

1,571

1,448

ol,549

Nov.

1,505

1,594

1,585

o856

2,357

2,283

1,525

1,188-

1,195

1,402

ol,731

1,955

2,092

2,140

1,652

1,534

1,564

"2,014

2,451

2,617

Dec.

2,036

o601

1,675

1,612

1,664

1,722

1,725

1.486

o400

1,815

1.433

1,520

1,489

1,470

873

0557

1.447

1,473

1,546

1,412

1,424

o Sunday.

Monthly discharge of Hudson River at Mechanicville, N. Y.,for 1909. 

[Drainage area, 4,500 square miles.]

Month.

April..........................................

July...........................................

F* GP 1 G"T1 1"M?T

Discharge in second-feet.

Maximum.

10.300 

29,700 

15,700 

46,300 

28,200 

9,560 

3,390 

3,210 

2,140 

2,270 

2,620 

2,550

46,300

Minimum,

1,590 

3,970 

5,640 

11,500 

7,230 

2,500 

1,210 

235 

430 

531 

718 

400

235

Mean.

5,210 

11 600 

9; 220 

25,800 

17,000 

6,020 

1,980 

1,520 

1,460 

1,560 

1,680 

1,570

7,050

Per

square 

mile.

1.16 

2.58 

2.05 

5.73 

3.78 

1.34 

.441 

.338 

.324 

.347 

.373 

.349

1.57

Run-off 

(depth in 

inches on 

drainatre 

area).

1.34 

2.69 

2.36 

6.39 

4.36 

1.50 

.51 

.39 

.36 

.40 

.42 

.40

21.12

INDIAN LAKE RESERVOIR 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 

4,700,000,000 cubic feet, which affords a discharge of nearly 600 

second-feet for a period of 90 to 130 days each year.
NORTH ATLANTIC COAST. 179

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 staff gage has remained the same during the 

maintenance of the station. The elevation of the spillway crest 

above mean tide is 1,650 feet and 33.23 feet above the datum of the 

gage. Gage heights are obtained from the staff gage or by measuring 

down from a bench mark, which is at an elevation of 36 feet above 

the gage datum.

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.

Daily gage height, in feet, of Indian Lake reservoir at Indian LaJce, N. Y.,for 1909. 

[Lester Sevarie, jr., observer.]

Day.

1. .............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

IS..............

16..............

17..............

18..............

19.. ............

20..............

Jan.

4.00

3.92

3.83

3.71

3.67

4.04

4.33

4.67

5.00

5.17

5.33

5.50

5.63

5.71

5.79

5.92

6.00

6.08

6.17

6.25

Feb.

8.46

8.58

8.71

8.83

8.96

9.25

9.50

9.75

10.00

10.38

10.63

10.88

11.08

11.29

11.54

11.83

12.08

12.29

12.50

13.00

Mar.

16.83

17.00

17.13

17.33

17.58

17.75

17.92

18.00

18.08

18.17

ia 21

1&25

ia25

18.25

18.29

18.33 ia42

18.50

18.54

18.54

Apr.

18.33

18.42

18.50

18.67

ia79

19.00

19.58

20.42

21.17

21.58

21.96

22.21

22.67

23.83

25.33

26.33

27.25

28.17

29.00

30.00

May.

34.67

34.58

34.50

34.29

34.13

34.17

34.75

35.08

35.33

35.58

36.17

36.17

36.00

35.67

35.50

35.29

35.17

35.00

34.04

34.92

June.

34.25

34.25

34.25

34.21

34.25

34.33

34.42

34.38

34.38

3433

34.33

34.33

34.38

34.42

34.38

34.33

34.33

34.38

34.38

34.38

July.

33.92

33.88

33.83

33.83

33.83

33.79

33.75

33.71

33.67

33.67

33.58

33.50

33.33

33.08

32.92

32.75

32.58

32.42

32.21

32.00

Aug.

30.58

30.46

30.25

30.04

29.83

29.67

29.29

28.92

28.54

2ai7

27.79

27.42

27.04

26.71

26.38

26.17

25.92

25.79

25.83

25-83

Sept.

22.67

22.33

22.00

21.67

21.33

21.00

20.67

20.33

20.00

19.67

19.33

19.00

18.67

18.38

18.13

17.88

17.63

17.33

17.00

16.67

Oct.

13.75

13.50

13.25

13.08

12.92

12.79

12.67

12.42

12.17

11.92

11.67

11.42

11.17

10.92

10.67

10.46

10.25

9.96

9.67

9.42

Nov.

7.33

7.17

7.00

6.83

6.67

6.50

6.33

6.17

6.00

5.83

5.67

5.50

5.33

5.17

5.00

4.83

467

4.50

4.33

4.17

Dec.

4.00

4.00

400

400

4.00

400

3.96

3.92

3.83

3-75

3.67

3.58

3.50

3.42

3.42

3.42

3.42

3.33

3.25

3.17
180 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Indian Lake reservoir at Indian Lake, N. Y., 

for 1909 Continued.

Day.

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

6.21

6.13

6.17

6.29

6.83

7.17

7.50

7.79

8.08

8.29

8.33

Feb.

13.63

14.17

14.67

15.08

15.58

16.00

16.38

16.63

Mar.

18.38

18.25

18.13

18.04

18.00

17 96

17.96

18.08

18.17

18.21

18.25

Apr.

on 7Q

Q1 U

32.25

32.83

OO OQ

33.58

34.00

34.42

34.67

34.75

May.

34.83

34.75

34.67

34.58

34.54

34.50

34.46

34.42

34.42

34.33

ft A f)K

June.

Qd QQ

34.29

34.25

34.17

34.08

34.00

33.96

33.92

July.

31.88

31.67

31.50

31.38

31.42

31.38

31.38

31.38

31.17

31.00

on 70

Aug.

25.83

25.79

25.58

25.25

24.92

24.54

24.17

23.79

23.42

Sept.

16.33

16.04

15.75

15.25

15.00

1475

14.50

14.25

14.00

Oct.

9 91

9.00

8.83

8 fi7

8.33

8.17

8.00

7.83

7.67

7 P»ft

Nov.

4.00

4.17

3.83

4.00

4.00

4.00

4.00

4.00

4.00

4.00

Dec.

3.17

3.08

2.92

2.83

2.75

2.67

2.58

2.50

2.42

2.33

2.25

Gate openings at Indian Lake reservoir at Indian Lake, N. Y.,for 1909.

Date.

January 1-5, 21-23. ...........

March 20-27..................

April 30. ......................

May 1-5,. ....................

Mav 12-13....................

May 16-17. ...................

May 18-19..... ...............

July 10-11....................

July 12-23......... ...........

July 24-27.. ..................

Sluice 

gate A 

open.

Feet.

2.5

Sluice 

gateB 

open.

Feet. 

5.0

5.0

5.0

5.0

9 n

4.0

2.5

1.5

7C

2.5

5.0

.75

Date.

July 28. ......................

Sluice 

gate A 

open.

Feet.

2.5

5.0

5.0

Sluice 

gate B 

open.

Feet. 

2.5

5.0

2.5

2.5

2.5

5.0

5.0

NOTE. The reservoir gates were shut on days not included in this list.

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 

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 a watersurface 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.
NORTH ATLANTIC COAST. 181

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 Eiver at Eiverbank. The station was discontinued December 5, 1908; reestablished July 1, 1909; discontinued 

December 4, 1909; and reestablished April 17, 1910. The gage 

datum was originally placed at elevation 803.75 feet above mean sea 

level. The gage was raised 0.17 foot by ice action during the 

winter of 1908-9. The 1909 gage heights have been reduced to the 

original datum by making a plus correction of 0.17 foot.

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 Pottersmlle, N. Y.,for 1909 

[Asel Galusha, observer.]

Day.

1.. ........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

July.

2.87

2.67

2.47

2,37

2.17

1.97

1.87

1.67

1.57

1.37

1.27

1.17

1.07

.97

.97

Aug.

1.57

1.57

1.62

1.67

1.67

1.67

1.67

1.67

1.67

1.57

1.57

1.47

1.47

1.57

1.57

Sept.

1.87

1.87

1.87

1.87

1.87

1.82

1.77

1.77

1.82

1.72

1.72

1.62

1.62

1.62

1.57

Oct.

1.77

1.77

1.77

1.77

1.77

1.77

1.77

1.77

1.77

1.77

1.82

1.82

1.77

1.77

1.77

Nov.

1.57

1.57

1.57

1.62

1.62

1.67'

1.67

1.62

1.62

1.57

1.57

1.57

1.57

1.52

1.47

Dec.

1.27

1.27

1.27

1.27

......

......

......

......

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

July.

.87

.87

.87

.97

.97

1.17

1.17

1.27

1.37

1.37

1.47

1.47

1.47

1.47

1.47

1.57

Aug.

1.57

1.67

1.67

1.72

1.77

1.82

1.82

1.87

1.87

1.87

1.77

1.77

1.77

1.82

1.82

1.87

Sept.

1.57

1.57

1.57

1.57

1.57

1.57

1.57

1.57

1.57

1.57

1.57

1.52

1.57

1.67

1.77

Oct.

1.77

1.67

1.57

1.57

1.57

1.57

1.57

1.57

1.62

1.62

1.62

1.62

1.57

1.57

1.57

1.57

Nov.

1.47

1.37

1.37

1.42

1.47

1.47

1.47

1.47

1.42

1.37

1.32

1.32

1.32

1.27

1.27

Dee.

!!!!!!

......

......

......

......

......

......

......

......

......

SCHROON RIVER AT RIVERBANK, N. Y.

This station is located on the steel highway bridge near Eiverbank 

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 Eiver.

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
182 SURFACE WATER SUPPLY, 1909, PART I.

mile above the gaging station and extend upstream for about a mile 

farther, affording a total fall of some 30 feet.

The datum of the chain gage attached to the bridge 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. All discharge measurements are made from the bridge.

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 1909.

Date.

Jan. 21«

June 18

Dec. 116

Hydrographer. Width.

Feet. 

65

75

64

Area of 

section.

Sq.ft. 

150

260

193

Gage 

height.

Feet. 

2.11

3.28

1.71

Discharge.

Sec.-ft.

287

1,040

184

a Measurement made under partial ice cover. Gage height to top of ice, 2.22 feet; average thickness of 

ice, 0.67 foot. 

& Ice along the shores affected the discharge.

Daily gage height, in feet, of Schroon River at Riverbank, N. Y.,for 1909. 

[J. H. Roberts, observer.]

Day.

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.

1.50

1.55

1.40

1.80

2.00

2.00

2.10

2.05

2.10

2.10

2.10

2.25

2.11

1 95

2.10

2.25

2.20

2.10

2.50

2.85

2.95

2.90

Feb.

2.95

3.00

3.00

2.95

2.70

2.71

3.21

3.41

3.36

3.51

4.51

4.21

4.21

.......

Mar.

4.21

3.81

3.61

3.46

3.41

3.71

3.21

3.51

3 41

3

Ofi

3.21

3 11

3.01

2.81

2.81

2.71

2 71

2.81

3 no

2.97

3.02

3.07

3.12

3.12

Apr.

^ 17

3

00

3.42

3

OO

4.42

5.77

6.47

6

cn

6.32

5 97

5.87

fi °.7

8.12

8.67

8 34

8.12

7" Q7

7.57

7 34

6.47

fi 19

R 77

5.42

5.22

4.97

4. 79

May.

4

K7

4.72

4.72

4.62

4 79

4.98

5.03

5.03

5.48

6.03

6.03

5.83

5 CO

5.53

5 CO

5.53

5

00

5.13

A no

4.83

4 58

4

*JO

3.43

3.43

3.53

3.38

3.38

June.

3.13

3.03

3

00

3.63

4 no

3.83

3.83

3.78

3.68

3.48

3.63

3 CO

3.63

3 no

3.33

3 on

3.10

3.15

3

nc

3.30

3 on

3.05

3.00

2.90

3.20

3.00

3.00

July.

2.95

2

QC

2.80

2.70

2.65

2.60

2

CC

2.45

2 Aft

2.10

2.20

2.10

2 1ft

2.00

1 90

1.20

1 oc

1.50

1.20

1.30

1 30

1.20

1.20

1.25

1.15

1.15

1.25

1.20

Aug.

lit;

1.15

1.10

1.30

1.30

1.30

1 OK

1 1C

1.25

1 oc

1.30

1.20

1.20

1.15

1.20

1.20

1.20

1.15

1.10

1.25

1 30

1.20

1.20

1.20

1.15

1.15

1.15

1.20

Sept.

lit;

1.10

1.20

1.10

1.10

1.10 lit;

1.15

1.10

1.10

1.15

1.10

1 QC

1.30

1 9^.

1.30

1 30

1 qc

1 40

1 30

1 30

1 25

1 9t;

1 30

1.30

1.20

1.20

1.50

1.40

1.40

Oct.

1.30

1.15

1.35

1.35

1 oc

1.35

1.30

1.30

1 9t;

1.30

1.00

1 cn

1.50

1 vi

.85.

1.05

90

1.00

1.30

1 30

1.30

1 30

1 9t;

1 9H

1.30

1.30

1.30

1.10

1.05

Nov.

i OA

1 45

1.50

1.50

1.45

1.45

1.55

1 AK

1.45

1.40

1 AK

1.00

1 40

1.50

1.65

1.55

1.50

1.50

1.50

1 f»ft

1.55

1 f\ft

1.60

1.80

1.85

1.85

1.95

1.95

Dec.

1.85

1.80

1.80

1.75

1.75

1.70

1.70

1.70

1.70

1.70

1.70

1.75

1 7C

1.70

1.70

1.70

1.70

1.65

1.60

1.70

1.70 i f»n

1.60

1.60

1.60

i.60

1.60

1.60

1.60

1.60

NOTE. Ice conditions prevailed from about Jan. 1 to Feb. 12 and Dec. 12 to 31.
NOETH ATLANTIC COAST. 183

Daily discharge, in second-feet, of Schroon River at Riverbank, N. Y.,for 1909.

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...............

27. ..............

28.......... ....

29. ..............

30...............

31...............

Jan.

130

140

110

140

170

200

220

255

255

284

280

270

280

284

284

284

284

300

330

287

241

184

331

284

290

300

350

350

350

Feb.

300

300

300

300

420

550

500

480

500

550

600

650

700

713

726

769

812

812

812

973

1,130

1,090

1,210

1,580

1,630

2,230

1,890

1,890

Mar.

1,890

1,480

1 440

1,300

1,170

1,170

1,210

1,390

Q70

1,210

1,050

1,010

973

907

812

812

726

726

673

673

726

849

818

849

881

913

913

Apr.

946

1,060

1,140

1,490

3,720

4,560

4,600

4,380

3 S4fi

1 410

6,540

7,200

6,930

6,360

6,120

5,880

5,610

5,130

4,560

4,140

S 790

3,300

3,060

2,760

2,470

May.

2,350

2,470

2,580

2 OCA

2,470

2,780

2,840

2,840

3,380

4,040

4 040

3,800

3,500

3,500

3,200

3,140

2,960

2,780

2,600

2,300

2 080

2,080

1,140

1,140

1,230

1,100

1,100

June.

1,030

920

855

1,100

1 Q9fi

1,710

1,500

1,500

1 460

l*3tO

1 1 ftft

1,320

1,230

1,320

855

1,060

966

900

933

868

1,040

966

868

836

776

966

836

836

July.

806

806

721

668

593

545

522

390

432

390

390

350

312

Q7

136

178

97

110

122

122

97

97

110

86

86

110

Q7

Aug.

80

86

74

122

199

136

86

110

110

122

Q7

Q7

97

86

122

97

110

97

97

86

74

110

122

Q7

97

97

86

86

86

97

Sept.

86

74

Q7

74

74

74

86

86

74

74

86

74

122

110

122

122

136

149

122

122

110

110

122

122

97

97

178

149

149

Oct.

122

86

136

136

TOfi

122

122

110

CO

178

178

178

44

28

35

53

122

122

122

122

110

110

122

122

122

74

64

Nov.

122

164

178

164

194

164

178

164

164

CO

149

226

194

178

178

178

178

194

178

210

276

294

294

331

331

Dec.

9<U

276

276

OCQ

259

242

242

250

ocn

242

242

242

242

210

200

190

178

170

165

165

165

163

160

160

160

160

NOTE. Daily discharge during the ice periods estimated on the basis of two measurements made under 

ice conditions. 

Discharge during the open period based on a rating which is well defined below gage height, 6 feet.

Monthly discharge of Schroon River at Riverbarik, N. Y.,for 1909. 

[Drainage area, 534 square miles.]

Month.

March. .................................

April...................................

July....................................

Discharge in second-feet.

Maximum.

350 

2,230 

1,890 

7,200 

4,040 

1,7(0 

806 

136 

178 

178 

331 

294

7,200

Minimum.

110 

300 

673 

946 

1,100 

776 

86 

74 

74 

28 

44 

160

28

Mean.

255 

872 

1,040 

3,970 

2,630 

1,110 

343 

100 

108 

110 

188 

218

912

Per 

square 

mile.

0.478 

1.63 

1.95 

7.43 

4.93 

2.08 

.642 

.187 

.202 

.206 

.352 

.408

1.71

Run-off 

(depth in 

inches on 

drainage 

area).

0.55 

1.70 

2.25 

8.29 

5.68 

2.32 

.74 

.22 

.23 

.24 

.39 

.47

23.08

Accuracy.

C. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.
184 SURFACE WATER SUPPLY, 1909, PART I. 

SACANDAGA RIVER BASIN. 

DESCRIPTION.

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; 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 Northville, 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 

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 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 

dam at Conklingville, the reservoir storing about 25,000,000,000 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 was 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 datum of the chain gage attached to the bridge has been the 

same during the maintenance of the station. During the winter 

months the discharge is usually affected by ice. Conditions for obtaining accurate discharge are good, and a fairly good rating curve
NORTH ATLANTIC COAST. 185

has been developed. All discharge measurements are made from the 

bridge.

Information in regard to this station is contained in the annual 

reports of the State Water-Supply Commission of New York.

Discharge measurements of Sacandaga River at Wells, N. Y., in 1909.

Date.

Jan. 23a

Feb. 10&

June 30

30

Hydrographer-

.....do.....................................................

C. C. Covert ...............................................

.... .do. ....................................................

Width.

Feet. 

68

70

77

77

Area of 

section.

Sq.ft. 

184

238

120

160

Gage 

height.

Feet. 

5.10

5.92

4 28

4.29

Discharge.

Sec.-ft. 

174

637

124

133

o Partial ice cover. All chopped away before measurement. Average thickness of ice, 0.6 foot. Gage 

height to top of ice, 5.20 feet. 

& Discharge affected by ice.

Daily gage height, in feet, of Sacandaga River at Wells, N. Y.,for 1909. 

[Roscoe R. Stanyon, 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. ..............

27...............

28...............

29...............

30

31...............

Jan.

4.49

4.48

4.45

449

465

6.85

6.28

5.98

5.82

5.78

5.30

5.41

5.58

C fiC

6.05

6.08

6.06

5.96

6.14

6.00

5.22

5.28

7.28

6 OK

6.43

6.02

5.72

Feb.

5.88

5.85

5.95

5.85

5.68

5.42

6.72

6.25

6.42

6.72

6.10

5.82

6 44

6.35

6.08

6.15

8.02

8.18

7.68

6.82

7.85

7 00

6.48

a 49

Mar.

6.08

5.85

5.68

5.58

5.55

5.52

5.38

5.32

5.26

5.28

5.26

5.19

5.24

5.28

5.30

5.18

5.12

5.22

5.15

5.05

5.05

5.05

5.02

4.98

5.18

5.16

5.22

5.28

5.16

5.18

Apr.

5.32

5.48

5.85

5.95

5.90

6.48

8.52

8.92

8.38

7.48

6.68

6.52

7.28

10.38

9.58

a 75

8.40

8.68

8.68

9.58

8.08

8.92

a 70

8.50

7.50

7.88 a4o

8.50

8.58

7.35

May.

6.82

7.70

6.85

7.30

6.85

7.70

8.98

7.78

6.52

7.75

8.55

7.38

7.42

7.20

6.85

6.42

6.15

6.25

6.22

6.18

6.05

5.75

5.45

5.38

5.42

5.42

K 4O

5.52

K 49

5.36

June.

5.32

5.28

5.18

5.18

5.35

6.12

5.80

K AC

5.25

5.28

5.78

5.40

5.35

5.38

5.22

4.82

4.98

5.02

5.15

4.98

4.82

4.72

4.62

4.54

4.48

4.45

4 40

4.31

4 24

July.

4.22

4.19

4.42

4.34

4.24

419

4.14

4 09

4.06

4.04

4.02

3.99

3.95

3.94

3.94

3.91

3.94

3.95

3.96

3.94

3.94

3.96

4.12

4.31

4.22

4.08

4 00

3.96

3.91

Aug.

3.86

3.81

3.81

3.79

3.78

3.77

3.76

3.75

3.74

3.74

3.72

3.71

3.70

3.70

3.75

3.88

4.25

4.28

4.20

4.08

4.00

3.96

3.94

3.88

3.79

3.74

3.71

3.72

3 70

3.70

Sept.

3.70

3.70

3.69

3.68

3.70

3.70

3.68

3.66

3.64

3.66

3.70

3.68

3.67

3.65

3.64

3.64

3.62

3.62

3.62

3.62

3.61

3.60

3.60

3.70

3.72

3.72

3.74

3.80

3.86

3.88

Oct.

3.85

3.80

3.76

3.74

3.72

3.71

3.70

3.68

3.66

3.66

3.67

3.68

3.69

3.70

3.71

3.75

3.78

3.78

3.78

3.78

3.76

3.92

3.98

3.86

3.84

3.84

3.80

3.82

3.75

3.76

Nov.

3.76

3.76

3.76

3.78

3.80

3.80

3.75

3.71

3.67

3.68

3.75

3.78

3.78

3.78

3.78

3.78

3.84

3.88

3.90

3.92

3.94

3.94

4.10

4.21

4.21

426

4.38

415

412

Dec.

4.09

407

4.02

4.02

3.98

4.02

405

4.00

4.10

432

412

4.08

408

4.28

4.25

430

430

428

4.25

4.24

4.22

4.18

4.14

4.12

4.18

418

4.12

4.12

4.12

NOTE. Ice conditions prevailed from about Jan. 6 to Feb. 28 and Dec. 13 to 31. 

Gage heights Apr. 20 to 29 affected about 0.5 foot by backwater from log jam.
186 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Sacandaga River at Wells, N. Y.,for 1909.

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...............

27...............

28

29...............

30...............

31...............

Jan.

192

189

180

192

242

1,050

700

500

500

400

310

280

300

ocr\

390

300

230

175

175

250

1,400

1,400

1,000

700

600

500

400

Feb.

300

300

300

300

300

300

1,000

800

640

800

700

550

«en

700

600

600

500

1,500

2,800

2,250

1,350

1,120

2,400

1 600

1 200

Mar.

945

804

726

705

684

588

570

552

516

528

516

475

504

540

470

440

4Q9

455

405

405

372

460

4Q9

528

460

470

Apr.

945

990

1,630

4 880

5,560

4,650

1 890

2 7Qfl

6 690

5,280

4 680

5,160

5,840

3 9Qfi

4,710

4,340

2,350

2 Q^fi

3,830

4,000

2,900

May.

3,490

2,130

2,130

5,670

3,630

1 fLQf)

3,580

3,240

3,010

2 ftfifi

2,130

1,560

1,240

1,'360

1 °,9fl

1,280

1,140

860

588

614

614 ( KK

684

614

June.

528

470

470

1,210

635

510

528

884

600

588

4Q9

372

308

372

OQn

455

079

268

232

207

189

180

165

142

125

July.

120

113

171

125

101

90

83

79

74

68

59

58

58

52

58

59

62

58

58

62

97

135

142

120

88

70

62

54

52

Aug.

44

36

36

34

33

32

31

30

28

28

26

25

24

24

30

47

128

135

115

88

70

62

58

34

30

28

25

26

24

24

Sept.

24

24

23

93

24

24

23

21

20

21

24

23

22

20

20

20

18

18

18

18

18

17

17

24

26

26

28

35

44

47

Oct.

42

35

31

28

26

25

24

23

21

21

22

23

23

24

25

25

33

33

33

33

31

54

66

52

44

41

41

35

38

30

31

Nov.

31

31

31

33

35

35

30

25

22

23

30

33

33

33

00

33

41

47

50

54

58

58

92

118

118

130

160

128

103

97

Dec.

on

85

74

74

66

74

81

70

92

145

97

88

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

NOTE. Daily discharge during the ice periods, based on measurements made under ice conditions, on 

climatological reports, and on an intercomparison of discharge of Sacandaga River stations. Daily discharge during the open period based on a fairly well-defined rating below 4,000 second-feet.

Monthly discharge of Sacandaga River at Wells, N. Y.,for 1909. 

[Drainage area, 263 square miles.]

Month.

July ....................................

Discharge in second-feet.

Maximum.

1,400 

2,800 

1,170 

8,050 

5,670 

1,210 

171 

135 

47 

66 

160 

145

8,050

Minimum.

175 

300 

372 

552 

576 

125 

52 

24 

17 

21 

22 

65

17

Mean.

457 

931 

550 

3,590 

2,040 

453 

86.8 

45.2 

23.7 

32.7 

58.2 

73.6

695

Per 

square 

mile.

1.74 

3.54 

2.09 

13.7 

7.76 

1.72 

.330 

.172 

.090 

.124 

.221 

.280

2.65

Run-off 

(depth in 

inches on 

drainage 

area).

2.01 

3.69 

2.41 

15.29 

8.95 

1.92 

.38 

.20 

.10 

.14 

.25 

.32

35.66

Accuracy.

D. 

D. 

A. 

B. 

A. 

B. 

B. 

C. 

C. 

C. 

C. 

D.
NORTH ATLANTIC COAST. 187

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 Co'mmission to obtain general statistical and 

comparative data regarding the flow of the Sacandaga.

The station is about 1 mile below the outlet of East Stony Creek 

and about 2 miles below West Stony Creek. It is about 1J miles 

above a low storage dam at Sacandaga Park in Northville. Pondage 

from this dam extends to the highway bridge at certain stages.

A chain gage attached to a cantilever arm fastened to a tree on the 

left bank is read once daily. Discharge measurements are made 

during high water from the steel highway bridge in the village of 

Northville. "Medium and low water measurements are made by 

wading a short distance above the gage.

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 year 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 1909.

Date.

Feb. 11 a,

276

17 e

Hydrographer.

D.M. Wood...............................................

.....do.....................................................

Width.

Feet. 

250

225

284

270

Area of 

section.

Sq.ft. 

1,120

1,900

2,180

2,180

Gage

Feet. 

6.80

8.33

7.95

7.70

Discharge,

Sec.-ft. 

2,330

4,740

12,200

11,600

a Measurement made under complete ice cover; average thickness of ice 1.90 feet. Gage height to top of 

ice 6.90 feet.

& Measurement made under complete ice cover; average thickness of ice 2.10 feet. Gage height to top of 

ice 8.43 feet; anchor ice running.

c Measurement made from highway bridge.
188 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, o/Sacandaga River at Northville, N. T.,for 1909. 

[E. E. Parkes, observer.]

Day.

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...................

Mar.

4.72

4.75

4.80

Apr.

4.62

4.60

4.75

4.70

4.40

5.00

7 60

8.80

7.62

7.00

5.45

472

5.40

10.25

10.40

8.55

7.70

7.60

7.75

10.50

7.58

7.75

7.25

6.40

6.22

6.00

5.58

6.00

May.

6.42

5.55

5.50

5.50

5.38

5-28

4.80

5.28

7.28

6.52

5.25

4.62

4 V)

4.78

4.52

4.30

4.30

4 00

3.70

3.50

3.32

3.25

3.20

3.00

3.25

3.32

3.50

3.25

June.

2.90

2.85

2.62

2.55

4.00

3.48

3.10

2.80

2.60

3.70

3.38

3.48

3.18

2.40

3.18

3.35

3.10

2.80

2.32

2.20

2.10

2.50

2.00

1.82

1.75

1.65

1.55

July.

1.40

1.48

1.55

1.42

1.32

1.30

1.32

1.15

1.10

1.10

1.10

1 00

1.00

1.12

1.12

1.72

1.10

1.00

1.50

1.10

1.10

1 80

1.70

1.52

1.20

1.15

1.50

1.50

Aug.

1.00

.95

1.00

.92

.90

.90

QC

.92

.88

.82

80

.90

.80

.78

.70

.85

2.38

2.00

2.10

1.50

1.32

1.20

1.18

1.50

1.75

1 00

1 00

.78

.85

.90

Sept.

0.88

.82

.80

80

.85

.88

.88

80

.80

.82

.90

.80

80

.78

.80

.85

.80

.78

.75

.78

.72

.60

.70

.90

.88

80

.80

1.25

1 00

1.10

Oct.

1.00

.98

1.00

.90

.91

OS

.88

.95

.88

.82

.85

90

91

.90

.88

1.10

1.20

1.16

1.16

1.10

1.58

1.50

1.55

1.50

1 48

1.42

1 30

1.25

1.15

Nov.

1.10

1.15

1.25

1.20

1.10

1.10

1 00

1.08

1.10

1.15

1.12

1.10

1.10

1.10

1.10

1.10

1.10

1.15

1.20

1.30

1.35

1.40

1.80

1.90

2.00

1.90

1.80

1.85

1.75

2.10

Dec.

2.15

2.35

2.00

1 80

1.65

1.42

1.48

1 40

1.42

1.45

1.50

NOTE. Ice conditions prevailed fronj about January to March, and Nov. 23 to Dec. 31. 

Daily discharge, in second-feet, of Sacandaga River at Northville, N. Y.,for 1909.

Day.

1................ ....................

2....................................

3....................................

4....................................

5....................................

6....................................

7....................................

81...................................

9....................................

10....................................

11............. ..... . ..............

12....................................

13......... ....... . . .... ......

14....................................

15....................................

16....................................

17....................................

18....................................

19....................................

20.....................................

21....................................

22....................................

23....................................

24....................................

25....................................

26....................................

27....................................

28....................................

29....................................

30....................................

31....................................

Apr.

3,900

3,860

4,130

4,040

3,520

4,600

11,200

15,200

11,200

9,350

5,520

4,080

5,410

20,500

21,100

14,300

11,500

11,200

11,600

21,500

11,100

11,600

10,100

7,710

7,270

6,750

6,020

5,800

5,520

6,750

May.

6,950

7,760

5,730

6,700

5,620

5,620

5,370

5,160

4,220

5,160

10,200

8,010

5,880

5,100

3,900

3,720

4,180

3,720

3,360

3,360

2,890

2,440

2,150

1,910

1,820

1,750

1,510

1,820

1,910

2,150

1,820

June.

1,400

1,340

1,100

1,040

1,040

2,910

2,120

1,630

1,290

1,080

2,440

1,980

1,490

2,120

1,730

1,400

900

1,730

1,940

1,630

1,290

832

735

660

990

590

468

425

368

315

July.

245

245

281

315

254

213

205

213

155

140

140

140

425

112

112

146

146

407

140

112

290

140

140

455

395

300

245

170

155

290

290

Aug.

112

100

112

92

87

87

100

92

83

69

65

87

65

61

47

76

883

590

660

395

290

213

170

164

290

425

112

112

61

76

87

Sept.

83

69

65

65

76

83

83

65

65

69

87

65

65

61

65

76

65

61

56

61

51

32

47

87

83

65

65

188

112

140

Oct.

112

107

112

92

87

90

107

83

100

83

69

76

87

90

87

83

140

170

158

158

140

330

290

315

315

290

281

254

205

188

155

Nov.

140

155

188

170

140

112

134

140

155

146

140

140

140

140

140

140

155

170

205

225

245

250

250

250

250

250

250

250

250

NotE. Daily discharge based on a well-defined rating.
NORTH ATLANTIC COAST. 189

Monthly discharge of Sacandaga River at Northvilk, N. Y.,for 1909. 

I Drainage area, 740 square miles.]

Month.

February.............. . . ... . ......

April..... .

July.....................................

August.... ..............................

November .....

December. .............

The year. .........................

Discharge in second-feet.

Maximum.

21,500 

10,200 

2,910 

455 

883 

188 

330 

250

21,500

Minimum.

3,520 

1,510 

315 

112 

47 

32 

69 

112

32

Mean.

1,130 

2,650 

1,580 

9,210 

4,220 

1,300 

226 

189 

75.2 

157 

182 

250

1,760

Per 

square 

mile.

1.53

3.58 

2.14 

12.4 

5.70 

1.76 

.305 

.255 

.102 

.212 

.246 

.338

2.38

Run-off 

(depth in 

inches on 

drainage 

area).

1.76 

3.73 

2.47 lass

6.57 

1.96 

.35 

.29 

.11 

.24 

.27 

.40

31.98

Accuracy.

C. 

C. 

C. 

A. 

A. 

A. 

A. 

A. 

B. 

A. 

B. 

D.

NOTE. Monthly discharge for January, February, March, and December determined from discharge at 

Wells and Hadley.

SACANDAGA RIVER NEAR HADLEY, N. Y.

This station is located on the steel highway bridge about 2| 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 Sacandaga River, which, has important storage and power possibilities.

The nearest dam is at Conklingville, about 3J miles upstream, and 

is partly washed away and not in use at present. Occasional log 

jams occur in the vicinity of this station, causing backwater. The 

discharge is somewhat affected by ice during the winter months.

The datum of the chain gage attached to the bridge 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 fairly well developed. Discharge 

measurements are made from the bridge.

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 1909.

Date.

Mar. 16

17

19

10

20

Hydrographer.

D.M. Wood...............................................

C. C. Covert. ..............................................

.... .do. ....................................................

.....do.....................................................

.....do.....................................................

C. C. Covert. ..............................................

Width.

Feet. 

98

288

274

285

289

282

282

254

Area of 

section.

Sq.-ft. 

575

1,820

1,470

1,780

1,520

1,000

986

954

Gage 

height.

Feet. 

7.18

7.30

6.45

7.46

6.55

4.70

4.62

4.45

Discharge.

Sec.-ft. 

913

7,220

14,900

19,700

15,500

7,680

6,740

5,880

a Partial ice cover, about 15 feet wide along shore. Very little flow under ice. 

t> Discharge greatly affected by ice and logs.

NOTE. See list of measurements of Sacandaga River at lower bridge at Union Bag & Paper Co.'s mill at
190 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Sacandaga River near Hadley, N. Y'.,for 1909. 

[W. W. Jeffers, 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...............

27.... ...........

28...............

29...............

30........ .......

31................

Jan.

2.60

2.65

2.70

2.70

2.90

3.90

7.17

7 1«;

7.15

7.10

7.10

7.10 

7.45

8.50

&20

7.65

7.20

6.75

Feb.

6.40

6.32

6.30

6.25

6.20

6.12

6.00

6.15

6.35

6.85

6.75

6.45

6.25

6.00

6.20

6.35

6.40

6.50

6.60

6.80

11.35

11.60

7.15

Mar.

6.60

6.10

5.55

4.90

4.20

3.65

3.50

3.45

3.40

3.30

3.20

3.12

3.75

2.95

2.90

2.78

2.70

2.60

2.55

2.50

2,50

2.65

2.85 

3.25

3.70

3.70

3.62

3.62

3.70

3.78

Apr.

3.90

4.00

4.18

4.40

4. 70

5.50

5.92

ft it;

5.95

6.20

6.55

6.85

7.15

7.35

7.45

7.10

6.90

6.75

6.58

6.45

a 15

5.95 

5.85

5.78

5.58

K AK

5.30

May.

5.20

5.15

5.10

5.00

4.90

4.90

4.82

4.80

4.72

4.62

4.70

4.85

5.30

5.15

4.95

4.80

4.72

4.68

4.45

4.25

400

3.82

3.80 

3.70

3.62

a 48

3.38

3.28

3.18

3.10

June.

3.00

2.98

2.88

2.80

2.80

2.85

2.90

2.92

2,98

3.00

3.50

3.12

3.20

3.15

3.08

2.92

2.90

2.95

3.02

3.10

3.25

2.88

2.65

2.48 

2.38

2.25

2.08

L98

L88

L78

July.

1.68

1.60

1.68

1.70

1.65

1.60

1.55

1.50

L50

L45

1.40

1.35

1.35

1.35

1.40

1.40

1.45

1.45

1.50

150

1.48

1.45

1.50

1.58 

1.75

1.88

1.90

1.82

1.72

158

1.50

Aug.

1.50

1.45

1.40

1.40

1.35

1.30

125

L20

1.20

L15

1.12

1.10

1.10

1.05

105

1.15

1.45

2.15

2.3

2.15

1.95

1.88

1.80

1.72 

1.68

1.58

1.45

1.32

1.30

1.25

1.22

Sept.

1.20

1.15

1.15

1.10

1.10

L10

1.10

1.15

1.15

1.20

1.20

1.20

1.20

1.25

1.25

1.25

1.25

1.25

1.20

1.15

1.10

1.05

1.12

1.20 

1.25

1.25

1.30

1.38

L45

1.50

Oct.

1.45

1.40

1.35

1.35

1.30

L30

L25

L25

L20

120

1 20

1.25

125

125

1.30

130

132

1.35

1.40

1 40

1.45

1.50

1.58

1.75 

1.75

1.70

1.65

162

150

1.45

Nov.

1.45

1.45

140

1.40

1.35

1.32

1.30

1.40

1.40

140

1.45

1.45

1.45

1.40

1.40

1.40

140

145

150

1.58

160

165

170

175 

182

1.92

2.00

2.00

2.00

2.00

Dec.

2,00

2.00

1 QF*

1.80

i sn

175

1.70

1.65

1.65

1 60

1.60

1.65

1.70

178

1.82

188

1.92

2.00

9 in

2.18

2.32

2.40

2.52 

2.62

2.82

2.90

a 02

125

3.40

NOTE. Discharge affected, by ice conditions and logs January to March and December 13 to 31. Observer unable to read ga<*e January 7 to 18 and February 21 to 25 on account of obstruction from ice and 

logs. Log fam also affected discharge from May 20 to about June 26.

Daily discharge, in second-feet, of Sacandaga River near Hadley, N. Y.,for 1909.

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...............

27...............

28. ..............

29...............

30...............

31...............

Jan.

450

450

450

450

600

4,000

4,500

3,250

2,500

2,000

1,750

1,600

1,400

1,250

1,130

1,050

980

930

910

900

900

900

900

900

2,160

2,930

2,800

2,600

2,300

2,000

Feb.

1,800

1,600

1,500

1,400

1,300

1,200

1,200

3,350

2,950

2,500

3,000

2,850

2,950

2,250

2,600

2,500

2,350

2,200

2,200

6,000

9,000

7,600

6,000

10,000

8,000

7 000

6,740

Mar.

7,220

4,560

3,480

3,490

1,800

1,660

1,660

1,670

1,660

1,580

1,500

1,440

2,500

1,300

1,270

1,170

1,100

1,020

984

932

983

1,220

1,540

2,330

3,380

3,380

3,220

3,300

3,580

3,870

Apr.

4,460

4,770

5,090

5,350

6,110

7,240

8,890

10,600

12,500

13,600

12,700

13,800

15,400

16,800

18,300

19,200

19,700

18,000

17,100

16,400

15,600

15,000

13,600

12,700

12, 200

11,900

11,300

11,000

10,400

9,750

May.

9,320

9,100

8,470

8,470

8,050

8,050

7,680

7,640

7,280

6,930

7,240

7,840

9,750

9,100

8,260

7,640

7,280

7,160

6,290

5,940

5,260

4,460

3,930

3,870

3,590

3,370

3,010

2,760

2,520

2,300

2,120

June.

1,920

1,880

1,710

1,570

1,570

1,660

1,740

1,780

1,880

1,920

3,060

2,160

2,340

2,230

2,080

1,780

1,740

1,830

1,960

2,120

2,460

1,710

1,340

1,090

966

815

742

654

576

508.

July.

448

400

448

460

430

400

370

340

340

315

290

270

270

270

290

290

" 315

315

340

340

330

315

340

388

490

576

590

534

472

388

340

Aug.

340

315

290

290

270

250

230

210

210

195

186

180

180

165

165

195

315

815

990

815

630

576

520

472

448

388

315

258

250

230

218

Sept.

210

195

195

180

180

180

180

195

195

210

210

210

210

230

230

230

230

230

210

195

180

165

186

' 210

230

230

250

282

315

340

Oct.

315

290

270

270

250

250

230

230

210

210

210

230

230

230

250

250

258

270

290

290

315

340

388

490

490

460

430

412

370

340

315

Nov.

315

315

290

290

270

258

250

290

290

290

315

315

315

290

290

290

290

315

340

388

400

430

460

490

534

606

670

670

670

670

Dec.

670

670

630

534

520

520

490

460

430

430

400

400

420

420

420

420

420

420

420

420

420

420

420

420

420

420

420

420

420

420

420
NORTH ATLANTIC COAST. 191

Monthly discharge of Sacandaga River near Hadley, N. Y.,/or 1909. 

[Drainage area, 1,050 square miles.]

Month.

February. ..............................

July.....................................

October. ................................

Discharge, in second-feet.

Maximum.

4,500 

10,000 

7,220 

19,700. 

9,750 

3,060 

590 

990 

340 

490 

670 

680

19,700

Minimum.

450 

1,200 

932 

4,460 

2,120 

508 

270 

165 

165 

210 

250 

400

165

Mean.

1,680 

3,820 

2,250 

12,300 

6,280 

1,660 

378 

352 

216 

303 

387 

456

2,510

Per 

square 

mile.

L60 

3.64 

2.14 

11.7 

5.98 

1.58 

.360 

.335 

.206 

.289 

.369 

.434

2.39

Run-off 

(depth in 

inches on 

drainage 

area).

1.84

a 79

2.47

6.89 

L76 

.42 

.39 

.23 

.33 

.41 

.50

32.08

Accuracy.

oooooooooooo

SACANDAGA RIVER AT UNION BAG & PAPER CO.'s MILLS AT HADLEY, N. Y.

This station, which is located on the steel highway bridge near the 

Union Bag & Paper Co. mills at Hadley, N. Y., was established in 

cooperation with the New York State Water-Supply Commission 

September 24, 1909, to determine the daily distribution of flow 

of the Sacandaga and to eliminate discrepancies due to log jams 

occurring at the Hadley station.

No important tributaries enter the river between this station and 

the one on the upper highway bridge near Hadley, N. Y. A chain 

gage is attached to the bridge, from which the measurements are 

made. Gage heights observed twice daily are furnished through the 

courtesy of the Union Bag & Paper Co. At times the gage heights 

are affected by backwater from the Hudson.

Conditions for making discharge measurements are good, and such 

measurements have been used in connection with those taken at the 

Hadley station to develop a fairly good rating curve for the upper 

station.

Discharge measurements of Sacandaga River at Union Bag & Paper Co.'s mills at Hadley,

N. Y., in 1909.

Date.

Feb. 8»

Mar. 26 c

June 17

July 21

21

Sept. 24

Dec. 13 d

Hydrographer.

C. C. Covert......................................

.....do............................................

W. G. Hoyt........ ..............................

.....do............................................

.....do............................................

.....do............................................

Width.

Feet. 

118

129

121

99

96

92

118

Area of 

section.

Sq.ft. 

815

868

715

482

468

413

565

Gage 

height.^

Feet. 

7.35

3.70

2.90

1.50

1.50

1.20

2.59

Gage 

height.

Feet.

7.84

7.82

6.82

4.66

4.01

5.40

Discharge.

Sec.-ft. 

3,350

3,380

1,770

365

355

237

407

a Gage heights referred to gage on Sacandaga at upper bridge near Hadley. 

& Measurement greatly affected by ice and logs. 

c Measurement slightly affected by ice and logs, 

d Large amounts of slush ice running.
192 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Sacandaga River at Union Bag & Paper Co.'s mills at Hadley,

N. Y., for 1909.

Day.

3.............

4. ............

5.............

6.............

8.............

9.............

iO..... ......

11.............

12.............

13........ ....

14.............

15.............

Oct.

'4.50

4.30

4.35

4.35

4.25

4.20

4.08

4.05

4.05

4.10

4.05

3.98

3.90

3.92

4.05

Nov.

4.38

4.38

4.52

4.38

4.38

4.40

4.40

4.30

4.40

4.40

4.38

4.38

4.42

Dec.

5.10

5.25

5.18

4.98

4.92

4.78

4..80

4.80

4.90

4.80

5.10

5.00

5^25

Day.

16 ............

17.............

18.............

19.............

20. ............

21.............

23.............

24. ............

25.............

23.............

97

23.............

23.............

SI.............

31.............

Sept.

4.0

4.02

4.0

4.05

4.10

4.50

4.40

Oct.

4.10

4.15

4.18

4.30

4.40

4.40

4.50

4.60

4.80

4.80

4.80

4.82

4.72

4.70

4.52

4.50

Nov.

4.38

4.42

4.45

4.65

4.48

4.42

4.48

4.48

4.68

5.05

5.20

5.30

5.15

5.20

5.40

Dec.

5.02

4.90

5-05

5.05

5.25

5.50

5.50

5.50

5.40

5.40

5.50

5.40

5.38

5.40

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 

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, which is located at the highway bridge in Buskirk, 

N. Y., was established September 25, 1903, 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.
NOBTH ATLANTIC COAST. 193

The first dam above Buskirk is at Hoosic Falls, 7 miles distant. 

The recent construction of the Schenectady Power Co.'s dam at 

Johnsonville produced backwater at the station and it has been discontinued. Discharge measurements only are published. These 

include those made at Eagle Bridge, 2 miles above Buskirk, where the 

discharge is the same as at Buskirk.

Discharge measurements of Hoosic River at Buskirk, N. Y., in 1909.

Date.

Jan. 22 a

Mar. 2

Hydrographer.

D. M. Wood...............................................

.....do.....................................................

Width.

Feet. 

126

129

52

Area of 

section.

Sq.ft. 

462

513

57

Gage 

height.

Feet. 

2.91

2.94

1.73

Discharge.

Sec.-ft. 

419

1,080

203

HOOSIC RIVER AT EAGLE BRIDGE, N. Y.

July 5

Aug. 27

W-. G. Hoyt ............................................... 139

137

336

290 dl.Ol

28£

15C

a Ice conditions; average thickness of ice 0.58 foot. 

6 By wading 600 feet below highway bridge, 

c Gage height for the day at Buskirk was 1.88 feet. 

d Gage height for the day at Buskirk was 6.20 feet.

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 

90562° WSP 261 11 13
194 SURFACE WATER SUPPLY, 1909, PART I.

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 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.

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 

plant of the Utica Gas & Electric Co. There is much undeveloped 

power on 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 way 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
NORTH ATLANTIC COAST. 195

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 1908-9 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 

Co. 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 f6r 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.

Daily discharge, in second-feet, of Mohawk River at Little Falls, N. Y.,for 1908-9.

Day.

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.

5,817

5,337

3,899

2,320

d i ggg

1,600

1,600

1,546

1,906

1,642

1,436

ol,769

3, <i?l

3,555

2,598

o nC4

1 ft37

1,678

a 1, 457

1 ?&f\

2,052

2,052

1 Id^

« 1,408

i *\nn

1,397

1,451

1,351 

1,232

Feb.

997

1,109

1,275

1,275

1 243

0878

1 97^

1,315

1,275

1,275

1 447

6,298

fllQ 007

16,091

9

CQA

6,106

4,870

4 172

a 2, 726

2 O1Q

1 Q73

2

ncc

1 col

1,510

Mar.

1 387

2,830

2 799

2,312

2,132

2,424

2 ft49

1,878

3,274

4 Q7ft

7,720

a 9, 717

in SQft

7 ftQI

7,109

6,146

4 ^QQ

S oon

4,685

7 9A4

6 684

9

C41

11,784 

9,252

Apr.

6,756

4,068

5,421

5,840

6,802

9,351

8

4KK

7 QA4

5,894

4,370

5 993

5,074

"5,271

5,922

3,683

4

700

6,786

7,517

7 qi c

4,869

May,

8,892

9 1 ftfi

07,348

6,130

4,508

3,948

4,516

7,087

06,255

4,514

3,586

2 884

3,945

4,664

3,836

3,255

2,406

2,398

1 ftl ft

1,868

3,016

1 077

2

QOQ

3 447

2

07-1

1,906

1,997 

02,871

June.

5,115

3,383

2,747

2,206

1,758

1,432

ol,116

1,368

1,457

1,670

1,400

1,338

1 IQft

o798

1,635

1,500

1,333

1,140

1,542

o2, 605

1,721

1,245

1 937

1 198

1,068

o458

1,016

1,016

July.

727

KQQ

527

0596

873

753

1,799

1,288

754

836

836

735

7 co

01 7

1,702

o5, 454

2 989

2,285

2,458

1,583

1 212

al,358

1- 449

1 994

973 

908

Aug.

763

678

806

729

1,327

QQ4

0632

1 000

867

933

867

792

0492

787

1,374

1 094

1,051

QQ4

a goi

641

684

684

641

QQQ

0384 

518

Sept.

684

C-IQ

607

641

451

0297

449

576

684

547

576

a 384

607

K47

493

464

4Q3

329

493

497

427

427

AOA

366

493

Q19

1,295

Oct.

873

684

657

C47

489

COO

424

«759

1,030

ft9J.

QCQ

7ft4

0583

679 700

676

635

AQQ

KO9

«411

488

694

913

1,446

1,497 

1,244

Nov.

0729

Q1Q

947

911

860

794

764

o561

940

1,973

2 466 i 740

ol,103

1 391

1,087

1,086

1,078

1 ^f\f\

1,665

1,975

2 414

3

070

3 200

2

KQ7

1,769

ol,500

Dec.

1,729

2 9fl4

1,236

1,314

0725

1,275

2 91 ft

2,409

1,461

1,173

1,260

ol,362

1 1<V\

2,437

2 4Qfi

1,893

1,547

ol,619

1,839

1 9A9

789

1,166

1 91 ^

1 9fi9

1,142 

1,081

o Sunday.
196 SUB-FACE WATER. SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Mohawk River at Little Falls, N. Y. t 

for 1908-9 Continued.

Day.

1909. 

1.......

0

4. ......

5.......

6.......

8. ......

9.......

11.......

12.......

13. ......

14.......

15.......

16.......

17.......

18.......

19.......

20.......

21.......

23.......

24.......

25.......

26.......

27.......

28.......

29.......

30....... 

Q1

Jan.

1,096

1,227

2,091

6,201

6,135

4,748

3,548

2,518

1,555

1,352

1,663

1,381

«841

1,029

1,138

1,195

1,979

05,509

8,800

7,414

5,729

3,801

2,540 

"2,163

Feb.

1,400

I

Evdfi

1,531

1,486

1,622

5,133

6,108

5,516

3,520

3,206

3,159

o2,866

2,541

3,078

2,881

3

1 M

2,688

8 IdA

09,541

9 09R

7,758

10,553

8,801

7,949

06 665 '

Mar.

5,003

3,738

3,331

2,258

1,892

ol,728

1,988

1,762

2 198

4,442

4,831

o4,601

2,955

2 708

2,546

1,883

1,838

ol,505

1,398

1,349

2,150

6,004

6,797

7,026

o6,657

6,006

5,400 

5,650

Apr.

6,625

7,177

7 664

o8,062

8,091

10,036

16,327

13,488

8,895

4 Q1 Z

13,688

16,184

14,279

10, 482

olO,089

8,883

9,992

8,290

7 1&4

6

7^4

5,955

o4,486

4,338

3,629

5,020

4,721

4,960

May.

6,628

o8,825

8,081

7,318

5,701

5,782

6,133

6,599

o 5, 478

5,464

8,675

8,370

5,767

4,164

3,452

o4,402

5,065

4,312

2,808

2,139

1 QA4

2,012

1,705

1,443

1,398

2 O4Q

1,808

ol,769 

1,888

June.

1,492

1

AAV

1,404

1,245

1,855

3,686

2,236

1,790

2,000

2,640

2

ROA

ol,839

2,281

2,152

1,796

1,570

2,532

1,748

1,483

1,365

1,206

1,206

1,206

al,353

1,073

962

702

July.

688

792

900

o637

838

916

959

894

733

658

o774

894

852

928

749

799

882

o70S

834

1,011

895

1,154

1,740

o2,361

2,053

1,514

1,051

915 

828

Aug.

o816

924

886

834

766

933

808

o691

628

645

828

688

688

448

o415

951

1,383

1,591

1,396

1,196

1,114

o838

906

906

877

906

632

549

o692

661 

706

Sept.

729

848

753

657

o492

1,404

1,122

936

733

791

547

0561

732

861

754

580

493

555

0563

714

641

890

800

777

794

o837

754

666

800

589

Oct.

824

946

0990

1,085

1,000

911

662

629

679

0720

816

800

676

769

704

o838

i <;fia

1,387

1,348

1,116

1,387

2,448

o2, 313

2,001

1,606

1,3C9

1,274

1,154 

o918

Nov.

1,120

1,042

1,042

1,120

1,085

1,154

o887

1,154

1,189

1,313

1,189

1,189

977

o846

919

977

1,225

2,287

2,340

1,665

ol; 726

1,976

2,865

3,288

2,688

2,220

1,820

ol,526

2,224

2,665

Dec.

1,963

1,664

1,621

1,569

ol,033

1,514

1,391

1,391

1,353

1,090

660

o947

1,135

1,135

1,301

1,505

1,326

1,213

1,213

1.217

i;i46

924

1,017

1,034

1,077

936 

842

o Sunday.

Monthly discharge of Mohawk River at Little Falls, N. Y.,for 1908-9. 

[Drainage area, 1,310 square miles.]

Month.

1908.

February. .....................................

April ..........................................

July...........................................

1909. 

January .......................................

April..........................................

July...........................................

October .......................................

Discharge, in second-feet.

Maximum.

5,820 

18,400 

13,300 

9,350 

9,190 

5,120 

5,450 

2,080 

1,300 

1,500 

3,270 

2,880

18,400

10,400 

10,600 

7,030 

16,300 

8,820 

4,540 

2,360 

1,590 

1,400 

2,450 

3,290 

1,960

16,300

Minimum.

1,230 

675 

974 

3,200 

1,820 

458 

527 

384 

297 

411 

561 

725

297

841 

1,400 

1,350 

3,630 

1,400 

702 

637 

415 

492 

629 

846 

660

415

Mean.

2,140 

3,440 

5,500 

5,900 

4,120 

1,600 

1,360 

831 

532 

745 

1,480 

1,540

2,430

3,150 

4,930 

3,520 

8,540 

4,420 

1,850 

999 

848 

746 

1,130 

1,590 

1,210

2,740

Per 

square 

mOe.

1.63 

2.63 

4.20 

4.50 

3.15 

1.22 

1.04 

.634 

.406 

.569 

1.13 

1.18

1.86

2.40 

3.76 

2.69 

6.52 

3.37 

1.41 

.763 

.647 

.569 

.863 

1.21 

.924

2.09

Run-off 

(depth in 

inches on 

drainage 

area).

1.88 

2.84 

4.84 

5.02 

3.63 

1.36 

1.20 

.73 

.45 

.66 

1.26 

1.36

25.23

2.77 

3.92 

3.10 

7.27 

3.88 

1.57 

.80 

.75 

.63 

1.00 

1.35 

1.07

28.19
NORTH ATLANTIC COAST. 197

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 Co., a 

short distance above Dunsbach Ferry bridge, 9 miles from the mouth of 

the river. Records for 1909 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.

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 1909.

Day.

1.........

2.........

3. ....... -

5.........

6.........

7.........

8.........

9

10.........

11.........

12.........

13.........

14.. ......

15.........

16.........

17.........

18.........

1Q

20.........

91

22.........

23.........

24.........

25.........

26.........

28.........

OG

30.........

31.........

Jan.

1,871

1,871

o2,101

1,981

1,871

4,621

9,827

12, 759

13,090

010,681

7,941

6,931

5,701

5,271

4,191

3,761

03,761

3,431

3,981

3,591

3,101

2,760

3,261

a 8, 191

27,901

25, 411

18, 131

13,421

10, 121

7,681

06,421

Feb.

5,921

6,171

6,171

5,491

5,271 '

5,491

012,171

14,691

10, 681

9,281

8,441

6,931

6,931

o 7, 431

7,181

6,931

7,402

7,604

28,321

21,861

19,241

36,422

29,300

20,286

015,371

Mar.

12,801

10,681

9,841

9,001

8,441

7,681

o7,181

6,421

6,931

7,941

11,241

10,912

9,477

08,142

7,660

7,431

6,931

5,921

5,017

3,584

3,782

4,191

5,491

18,131

18,871

ol9,241

21,091

18,601

17,081

Apr.

15,371

16, 741

17,318

018,871

21,861

20,351

22,251

24,621

21,461

20,721

13,421

12,171

19,241

35,581

37,481

31,401

o24,62]

18,871

16,401

14,691

12,801

11,551

10,401

alO,121

9,281

8,721

8,191

8,721

8,561

May.

14,351

019.611

16, 741

13,731

10,681

10,121

9,001

7 431

o 5, 701

5,061

8,721

22,641

19,241

14,691

12,171

012,171

13,711

10,961

8,721

7,431

6,171

5,491

o5,061

4,621

4,621

4,411

3,761

3,981

5,061

4,411

June.

3,761

3,261

3,101

2,601

2,431

«3,261

5,701

4 841

3,591

3,981

5,032

05,271

5,701

6,171

5,491

5,061

4,621

3,761

3,761

3,431

2

Q51

2,761

2,431

2,431

o2, 101

1,981

1 871

1,871

July.

1,641

1,521

1,641

ol, 761

1,761

1,641

1,521

1,411

1,521

1,641

al,411

1,181

1,181

951

1,066

1,301

1 641

ol,411

1,301

1,181

1,181

1,181

1 066

1,181

o 1,761

3,261

2,931

2,271

1 641

1,301

951

Aug.

0951

841

951

951

1,066

951

951

ol,066

1,066

852

738

683

687

731

0621

621

731

1,301

2,931

2

QQ1

02,101

1,871

1,641

1,641

1,521

1,181

896

o786

621

Sept.

621

676

731

841

0896

1,066

896

896

1,181

1,411

1 TO1

ol,871

1,761

1,411

1,411

1,301

1,411

1,181

ol, 181

1,301

1,411

1 641

1,411

1,181

«1,301

1,521

1 641

1 S71

1,761

Oct.

1,411

1,411

ol,521

1,641

1,732

1,658

1,308

1,308

1 641

ol,521

1,411

1,181

1,181

1,301

1 641

1,538

1,344

1 464

1,694

1,694

1,808

1,924

3,254

3,254

2,924

2,584

2,244

1 Q94

ol 584 '

Nov.

1,464

1,344

1,234

1,234

1,344

1,464

ol,658

1,871

1,981

2,271

9 45*1

2,101

1,871

ol,871

1,871

1,981

3,261

3,261

3,101

03,101

1,261

3,431

3,101

3,101

3,431

3,261

2,761

2,761

Dec.

2,931

3,101

3,101

3,431

o3,261

2,931

2,761

2,761

2,601

2,431

2,101

o 1, 871

1,761

1.641

1)871

2,101

2,101

2,101

o2,431

2,761

2,214

2,017

2,017

1,787

1,787

ol,843

2,101

1,871

1 641

1,411

o Sunday.
198 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Mohawk River at Dunsbach Ferry, N. Y.,for 1909. 

[Drainage area, 3,440 square miles.]

Month:

April ..........................................

May...........................................

July...........................................

Discharge in second-feet.

Maximum.

27,900 

39,800 

21,100 

37,500 

22,600 

6,170 

3,260 

2,930 

1,870 

3,250 

3,430 

3,430

37,500

Minimum.

1,870 

5,270 

3,580 

8,190 

3,760 

1,870 

951 

621 

621 

1,180 

1,230 

1,410

621

Mean.

7,600 

13,800 

9,670 

17,600 

9,530 

3,750 

1,530 

1,130 

1,290 

1,770 

2,400 

2,280

6,030

Per 

square 

mile.

2.21 

4.01 

2.81 

5.12 

2.77 

1.09 

.445 

.328 

.375 

.515 

.698 

.663

1.75

Run-off 

(depth in 

inches on 

drainage 

area).

2.55 

4.18 

3.24 

5.71 

3.19 

1.22 

.51 

.38 

.42 

.59 

.78 

.76

23.52

WEST CANADA CREEK 1 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 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 Hinckley, 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 Hinckley. 

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 for 1909 have been furnished by the 

State engineer department.

Information in regard to this station is contained in the annual 

reports of the State engineer and surveyor, State of New York. 

Discharge measurements of West Canada Creek at Twin Rock Bridge, N. Y., in 1909.

Date.

Jan. 21 «

Feb. 12 «

Mar. 2 «

Apr. 19 «

May 4a

46

May 256

July 9c

14c

Aug. 23 c

Sept. 8c

15c

27 c

Hydrographer.

Newton and Niles. ............................................

Gehring and Clark............ . ... .. ........

Clark and Niles......... .. .. ........

Niles and Patchke............... .. . ............ ........

.....do................. ... . ......

Clark and Angus....... ........ . ......... .......

J.P.Newton.................... . .......... .... .......

Clark and Niles ................................................

Clark and Robbins.............. . ... ..... .........

B.C. Niles.....................................................

Area of 

section.

Sq.ft.

1,430

1,060

1,260

786

-910

849

888

931

894

882

Gage 

height.

Feet. 

31.41

33.18

32.34

35.47

34.12

34.40

31.48

30.10

29. 90

30.04

30.25

30.03

29.87

Discharge.

Sec.-ft. 

366

1,120

948

6,000

2,420

2,810

539

191

182

230

234

208

140

a Ice measurement; gauge read to water surface.

6 Made at bridge.

c Made at boat section, about 1,000 feet above bridge.

For description of this creek, see general description of Mohawk River basin, p. 193.
NORTH ATLANTIC COAST. 199 

Daily discharge, in second-feet, of West Canada Creekat Twin Rock Bridge, N. T"., for 1909.

Day.

1...............

3... .......... ..

4. ..............

6. ..............

8. ....... .......

9. ..............

10.--.--.-.----..

11...............

13...............

14. ..............

15...............

16...............

17...-..--.......

18...............

19. ..............

20. ..............

21..... ..........

22. ..............

23...............

24...............

25..... ..........

26. ..............

27... ............

28. ..............

29. ..............

30. ..............

31...............

Jan.

330

325

355

322

370

4,370

5,220

4,500

2,172

1,954

1,109

1,070

1,148

842

636

597

502

431

371

323

382

858

2,900

1,740

1,290

801

736

518

Feb.

240

198

126

»194

»262

330

1,610

1,325

1,054

1,110

985

753

733

925

1,688

1,671

1,430

2,524

4,475

3,448

2,456

2,104

3,957

3.349

2,567

1,710

Mar.

1,195

860

791

693

645

617

761

1,174

1,114

1,006

948

860

805

761

827

750

805

772

806

1,018

2,425

2,H5

1,570

1,570

1,400

1,110

Apr.

1,165

1,375

1,890

2,700

3,205

7,665

3,670

1,275

768

370

835

7,700

7,920

5,118

'3,890

4,510

4,768

7,540

4,985

3,498

5,340

2,942

3,435

2,138

4,455

4,155

2,970

2,585

May.

3,320

5,118

3,290

2,390

2,048

3,615

4 QfiA

5,880

4,800

5,680

8,630

5,485

2,400

2,045

2,025

1,710

1,355

955

785

880

945

600

525

395

425

800

710

539

June.

395

332

318

600

1,555

860

625

505

498

965

833

618

740

630

515

435

775

833

670

540

415

350

330

310

300

265

245

238

July.

225

212

262

392

315

265

232

218

210

200

275

190

178

180

198

199

210

222

230

223 '200

231

390

&365

&340

315

272

255

250

235

Aug.

225

195

188

182

180*

ISO

190

170

157

152

148

145

149

148

241

357

360

318

255

268

248

202

182

170

168

170

155

163

175

168

Sept.

170

182

180

170

336

365

272

231

205

190

182

195

185

173

187

171

173

162

158

160

161

188

150

198

220

200

185

180

225

230

Oct.

265

325

295

265

230

205

190

300

220

185

180

195

210

220

205

198

335

455

365

290

280

610

965

745

560

442

380

345

320

295

350

Nov.

305

320

335

340

315

onn

298

350

375

345

320

300

280

270

260

350

590

475

420

398

635

830

775

1,255

520

310

240

285

320

Dec.

210

208

185

160

14H

165

190

170

145

160

165

175

170

168

180

170

160

150

142

145

162

175

152

141

140

138

139

a Probably needle ice obstruction; discharge interpolated. & Discharge interpolated.

Monthly discharge of West Canada Creek at Twin Rock Bridge, N. Y.,for 1909. 

[Drainage area, 364 square miles.]

Month.

May.. .........................................

July. ..........................................

Discharge in second-feet.

Maximum.

5,220 

4,480 

2,420 

7,920 

8,630 

1,560 

392 

360 

365 

965 

1,260 

210

8,630

Minimum.

322 

126 

617 

370 

395 

238 

178 

145 

150 

180 

240 

' 138

126

Mean.

1,400 

1,560 

1,030 

3,690 

2,580 

545 

248 

201 

199 

336 

413 

165

1,030

Per 

square 

mile.

3.85 

4.29 

2.83 

10.1 

7.09 

1.50 

.681 

.552 

.547 

.923 

1.13 

.453

2.85

Run-off 

(depth in 

inches on 

drainage 

area).

4.44 

4.47 

3.26 

11.27 

8.17 

1.67 

.79 

.64 

.61 

1.06 

1.26 

.52

38. IS

WEST CANADA CREEK 1 AT KAST BRIDGE, N. Y.

This station, which 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., was established May 15, 1905, to obtain

i For description of this creek, see general description of Mohawk River basin, p. 193.
200 SURFACE WATER SUPPLY, 1909, PART I.

data regarding the flow of West Canada Creek. Data on discharge 

are obtained by the current-meter method.

Records for 1909 have been furnished by the State engineer department.

About 20 miles above the gaging station is the dam of the Utica 

Gas & Electric Co., which develops power for transmission to Utica 

and other places in this vicinity. Water is diverted from West 

Canada Creek near the village of Hinckley, for domestic and commercial uses at Utica, by the Consolidated Water Co. of Utica, N. Y.

No important tributaries enter the 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.

Discharge measurements of West Canada Creek at Kast Bridge, N. Y., in 1909.

Date.

May 24

July 28

Hy drographer .

E.G. Niles................................ .....................

Area of 

section.

So. ft. 

465

454

302

Gage 

height.

Feet. 

29.28

29.14

28.29

Discharge.

Sec.-ft. 

1,080

1,080

351

Daily discharge, in second-feet, of West Canada Creek at Kast Bridge, N. Y., for 1909.

Day.

1... .......

2..........

4..........

5..........

6..........

7..........

8..........

9.......... 10..........

11..........

19

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

91

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29.......... 

30..........

31..........

Jan.

0658

0665

ol,095

4,585

4,150

2,142

1,735

1,700

1891

1760

"1,018

0504

o636

. (0)

05,600

04,222

03,914

04,875

6,450

5,770

3 V)i

2,372

1,630 

1,420

ol,070

Feb.

o891

0767

2,786

3,265

1,910

1,805

1,665

1,595

1,324

1,455

1,910

1,630

7 AQd

6,450

6,705

7 7GG

6,195

4 <>fia

2,694

Mar.

1 Q7K

1 1Q1

1,525

i occ

993

1 '942 044

891

891

1,044

1 1Q1

1,385

1 197

1^146

1,095

942

QKO

804

Q1 1

737

700

"7AZ

942

2,786

2 418

1,700

1 7oc

1,980 

1,770

1,840

Apr.

2 Q7Q

A 9QC

3 7Qfi 

A Q7K

6,620

13,700

8 47n

5,165

2 Q7G

2 694

4,802

1 K QAf\

17,120

in Af)K

8,275

S

Oftn

7,885

12 440

8 1 7Q

6,365

6,025

(")

(")

(6 )

4

KQK

K OOQ

4,585 

5,165

May.

5

OOQ

6

7QA

4

Qf>9

3 O9J,

3,265

2

Q7Q

6,025

4,585

8,665

6,535

2 280

2^015

2

Q7Q

2 648

2

oofi

1 ft7^

1 490

1,248

1 OQQ

1 Efin

968

853

790

687

1,018

1,120 

853

June.

7931

518

A KA

993

1,945

1,324

942 709

891

1,095

955

QJ.9

ftll

694

1,070

1,095

QQ3

797

687

497

ARK

533

394

518

428 

356

July.

000

QfVl

47^

K4.1

4.37

390

295

OrtJ.

3/U

°.fi1

361

314

00 C

342

ooa

39°.

Q.9ft

9K7

257

IU1

7^9

1 1 79

1,018

680

342 

jtia

399

Aug.

9Q K

285

333

276

295

O;KI

215

276

919

OQQ

518

651

489

3t;l

304

Qftfi

OQA

oon

01 a

243

OAQ

280 MA.

Sept.

97fi

188

qoQ

0^.9

A91 (6

(»

(6

(6

°.(M

9K9

90 K

299

342

91 K

165

9/i4

00 K

295

314

342

917

AftQ

267

OQO

342

371

Oct.

423

489 407

399

O(V7

319

390

394

314

390

A-\ Q

AAK

797

782

606

489

7KO

1,525

1 455

QQQ

737

A9ft

651

621 

518 >aM

Nov.

489

497

11 »

456

526

548

firtfi

614

fiftfi

CCO

475

504

497

73n

701

»11

1 ffj\

1,805

1 406

866

811

1,070 

1 

' 044

Dec.

840

621

694

701

701

577

A9C

4/ii

409

4GQ

497

708

636

643

1Q1

606

518

KA9

KAQ

591

651

KCO

Kf\A

497

475 

446

(0)

o Excessive ice obstruction. & No record.
NORTH ATLANTIC COAST. 201

Monthly discharge of West Canada Creek at Kast Bridge, N. Y.,for 1909. 

[Drainage area, 574 square miles.]

Month.

April (27 days) ................................

July...........................................

October. ......................................

December (1-30). ..............................

Discharge in second-feet.

Maximum.

7,130 

7,790 

2,790 

17,100 

8,660 

1,940 

1,170 

651 

621 

1,520 

1,800 

840

Minimum.

562 

767 

737 

2,650 

687 

356 

257 

215 

165 

200 

423 

404

Mean.

2,530 

3,020 

1,330 

7,230 

2,990 

808 

430 

330 

312 

567 

754 

577

Per 

square 

mile.

4.41 

5.26 

2.32 

12.6 

5.21 

1.41 

.749 

.575 

.544 

.988 

1.31 

1.01

Run-off 

(depth in 

inches on 

drainage 

area).

4.92 

5.48 

2.68 

12.65 

6.01 

1.57 

.86 

.66 

.53 

1.14 

1.46 

1.13

EAST CANADA CREEK 1 AT DOLGEVILLE, N. Y.

This station, which was established September 23, 1898, for the 

purpose of obtaining data regarding the flow of East Canada Creek, 

is located at the dam of the Herkimer County Light & Power Co., 

about 7 miles above the outlet of the stream at High Falls, near the 

village of Dolgeville, N. Y.

i 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 

1909 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.

1 For description of this creek see general description of Mohawk River basin, p. 193.
202 SURFACE WATER SUPPLY, 1909, PART I. 

Daily discharge, in second-feet, of East Canada Creek at Dolgeville, N. Y.,for 1909.

Day.

1. .........

3..........

4. .........

5--.-......

6..........

7..........

9..........

10..........

11..........

12..........

13..........

14..........

11

16. .........

17..........

18..........

19..........

20..........

22..........

23..........

24. .........

25..........

26..........

27..........

28..........

29..........

30. .........

31..........

Jan.

234

149

257

282

74.0

1 14/1

806

« 781

758

SQ1

416

247

155

561

OQO

343

388

a 1,373

1 £Qfi

1,081

591

480

569

a 563

Feb.

383

334

298

284

628

a 864

1,126

1,083

933

1,054

725

800

a 566

1,055

1,307

2,151

2,538

2 361

2,360

2,414

2,050

Mar.

71 3

578

QQQ

CCQ

425

360

401

« 438

365

017

040

Af\Q

ecc

o629

af\a

007

4Q7

700

709

664

510

fiQ1

fifvd

Apr.

QCO

1 204

1*746

a 1,921

2 127

5 540

3

e71

2 7 eo

2

Q(Zf)

7 ro7

6,717

3

QJC

"3,815

3,671

A 7KK

2,745

2 QQQ

2

OQQ

"2,005

1,939

2

O7Q

2

OOT

1 

' 880

May.

2 483

a 2, 690

2,120

1,970

2

1QJ

1,985

2

074

1 994

01^635

1,674

2 720

1,741

1,141

825

a 1, 139

1 1 97

892

622

481

606

521

a OOQ

417

OCA

419

438

582

»485

June.

274

218

on/i

256

QQA

« 779

588

811

525

77Q

1,203

1 049

714

402

667

634

643

'414

404 077

269

218

234

212

July.

206

204

a 128

174

157

144

-\Af\

143

207

209

ol!9

237

145

147

272

763

0576

429

297

230

195

190

201

Aug.

o!05

124

123

134

139

1 £f\

121

105

115

105

111

105

350

f^fvd

631

516

Q/M

258

148

154

152

o263

134

156

Sept.

147

1 K4

147

195

o!67

163

162

212

OKft

294

165

169

164

165

161

297

o463

356

156

151

151

217

189

218

218

Oct.

200

oll3

175

1 87

165

175

197

167

o95

155

161

178

184

165

113

ol59

414

441

01 7

768

a 428

257

439

381

300

o!62

Nov.

262

261

265

228

208

184

o!47

325

293

250

240

216

205

207

338

461

399

456

374

434

417

OQA

324

443

460

Dec.

378

000

309

269

219

248

166

206

228

232

276

199

233

a 320

204

195

185

192

o]70

202

190

179

190

160

« Sunday.

Monthly discharge of East Canada Creek at Dolgeville, N. Y.,for 1909. 

[Drainage area, 256 square miles.]

Month.

May...........................................

July. ..........................................

Discharge in second-feet.

Maximum.

1,950 

2,900 

816 

7,540 

2,720 

1,200 

763 

631 

463 

768 

461 

378

7,540

Minimum.

149 

284 

317 

962 

380 

210 

99 

85 

129 

95 

147 

142

85

Mean.

616 

1,290 

535 

3,090 

1,230 

499 

220 

211 

205 

266 

300 

221

724

Per 

square 

mile.

2.41 

5.04 

2.09 

12.1 

4.80 

1.95 

.859 

.824 

.801 

1.04 

1.17 

.863

2.83

Run-off 

(depth in 

inches)..

2.78 

5.25 

2.41 

13.50 

5.53 

2.18 

.99 

.95 

.89 

1.20 

1.30 

.99

37.97

SCHOHAKIE CREEK 1 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

1 For description of this creek see general description of Mohawk River basin, p. 193.
NORTH ATLANTIC COAST. 203

New York, by whom the following tables of discharge were supplied. 

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; at lowwater 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 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.

Daily discharge, in second-feet, of Schoharie Creek at Prattsville, N. Y.,for 1909.

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...............

27...............

28...............

29. ..............

30. ..............

31...............

Jan.

225

145

185

250

670

2,675

990

530

300

275

250

350

275

275

670

275

300

410

565

705

565

530

745

2,350

1,680

691

621

565

530

452

428

Feb.

565

670

881

849

0769

1,233

1,053

446

428

1,450

849

593

428

881

1,341

1,305

905

905

6,500

2 350

1,170

929

2,175

1 380

1,053

929

721

Mar.

551

512

440

392

1,170

1,215

691

410

335

2,725

1,500

600

500

452

392

335

305

275

275

265

217

177

118

2,388

1,450

990

881

849

635

530

Apr.

470

452

488

579

452

530

1,323

1,350

1,125

705

452

392

380

6,340

4,128

2,300

1,260

1,053

905

769

649

621

691

600

512

488

452

649

621

621

May.

945

990

1 380

1,017

1,380

929

881

691

1,520

691

551

551

635

721

670

con

380

285

O£E

AAf)

QCA

265

250

June.

177

138 i"a

193

205

235

193

153

177

315

IVI9

265

IV19

392

335

990

649

470

380

OOE

235

1^

106

1 E0

138

July.

118

106

85

80

80

73

66

73

E7

43

KA

4343"

50

61

50

43

43

qE

39

39

OK

43

43

29

35

91

19

23

21

23

Aug.

19

15

17

19

19

23

19

19

17

17

1 t\

10

10

10

10

21

si

181

138

90

66

KA

^9 '43

4A

43

Q7

31

OQ

29

23

Sept.

01

29

qE

29

23

10

10

10

19

19

29

oq

35

29

25

23

21

19

23

19

15

23

OQ

19

oq

61

106

66

Oct.

4<l

35

41

35

35

35

23

23

31

23

90

23

23

oq

23

29

OQ

31

qE

29

29

01

OQ

39

q7

37

qE

31

oq

OK

27

Nov.

31

29

29

27

33

27

25

29

29

27

29

35

27

25

23

19

19

19

oq

27

25

23

27

25

oq

23

27

41

qQ

4.q

Dec.

AQ

19

9Q

oq

23

21

CA

37

24

10

CA

CA

CA

1QE

AA(\

237

165

175

Q9

67

CO

QE

QE

95

QE

95

CO

83

oq

89

116

nice went out Feb. 5.
204 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Schoharie Creek at Prattsville, N. Y.,for 1909. 

[Drainage area, 240 square miles.]

Month.

April. . .......................................

May..........................................

July...........................................

Discharge in second-feet.

Maximum.

2,675 

6,500 

2,725 

6,340 

1,520 

990 

118 

181 

106 

43 

43 

440

6,500

Minimum.

145 

428 

118 

380 

250 

106 

19 

10 

8 

23 

19 

10

8

Mean.

628 

1,220 

771 

1,045 

674 

291 

51 

37 

27 

30 

28 

91

408

Per 

square 

mile.

2.62 

5.09 

3.21 

4.35 

2.81 

1.21 

.21 

.15 

.11 

.12 

.12 

.37

1.70

Run-off 

(depth in 

inches on 

drainage 

area).

3.019 

- 5.294 

3.701 

4.859 

3.235 

1.355 

.242 

.179 

.127 

.145 

.127 

.440

22.723

KINDERHOOK CREEK AT BOSSMAN, 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, N. Y., joining Claverack Creek, about 2 miles 

from 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 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.

A box gage of the tape-and-weight type is located on the highway bridge and is read three times daily. The datum of the gage 

has remained unchanged during the maintenance of the station. 

Discharge measurements are made from the bridge or by wading. 

Conditions for obtaining accurate discharge are good, and a very good 

rating curve has been developed. .--_ -
NORTH ATLANTIC COAST. 205

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 1909.

Date.

Feb. 28

Oct. 27

Hydrographer.

D. M. Wood. ..............................................

Width.

Feet. 

154

155

Area of 

action.

Sq.ft. 

394

138

QQ

Gage 

height.

Feet. 

28.11

26.86

26.67

Discharge.

Sec.-ft. 

960

210

124

Daily gage height, in feet, of Kinderhook Creek at Rossman, N. Y.,for 1909. 

[Lester Alien, 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...............

27...............

28...............

29...............

30...............

31...............

Jan.

26.34

26.38

26.47

26.59

26.83

29.61

28.19

27.82

27.81

27.52

27.46

27.52

27.17

27.81

27.36

27.53

27.56

27.48

27.45

27.41

27.32

27.17

26.92

27.40

28.18

28.11

27.89

27.66

27.86

27.34

27.68

Feb.

27.29

27.19

27.23

27.35

26.94

28.42

28.56

27.96

27.84

27.86

28.36

27.88

27.64

27.56

27.54

27.72

28.14

27.71

27.65

34.14

30.30

29.18

28.57

28.67

30.05

28.50

28.42

28.27

.......

Mar.

27.73

27.70

27.66

27.67

27.59

27.27

27.41

27.43

27.29

27.93

29.54

28.41

28.25

27.88

27.86

27.79

27.72

27.61

27.52

27.56

27.36

27.42

27.35

27.31

27.48

29.59

28.68

28.82

29.37

28.78

28.58

Apr.

28.56

28.36

28.42

28.37

28.23

28.27

28.72

28.86

28.42

28.22

27.89

27.82

27.75

28.18

30.22

29.64

28.95

28.58

28.31

28.15

28.03

27.92

27.92

27.99

27.74

27.80

27.78

27.66

27.90

27.84

May.

28.12

28.32

28.15

28.27

28.37

28.18

28.03

27.90

27.80

27.66

27.55

27.52

27.46

27.35

27.35

27.38

27.52

27.60

27.55

27.34

27.19

27.28

27.30

27.16

27.01

26.92

26.97

27.12

27.35

27.35

27.22

June.

26.92

26.88

27.03

27.04

26.99

26.76

26.91

27.10

26.81

26.91

27.06

26.93

26.66

26.76

26.89

26.85

26.84

28.21

27.93

27.52

27.38

27.15

27.03

27.12

27.18

26.99

26.72

26.90

27.02

26.83

July.

26.78

26.81

26.74

26.50

26.46

26.62

26.59

26.54

26.62

26.51

26.27

26.55

26.58

26.52

26.54

26.55

26.53

26.40

26.22

26.42

26.46

26.43

26.44

26.45

26.37

26.56

26.54

26.48

26.52

26.51

26.51

Aug.

26.40

26.45

26.31

26.38

26.61

27.22

26.84

26.60

26.64

26.57

26.62

26.48

26.34

26.45

26.38

26.60

26.52

26.62

26.59

26.59

26.70

26.42

26.56

26.50

26.46

26.52

26.38

26.37

26.42

26.37

26.42

Sept.

26.31

26.37

26.42

26.39

26.37

26.37

26.39

26.41

26.47

26.44

26.51

26.32

26.48

26.48

26.49

26.50

26.42

26.36

26.31

26.31

26.26

26.29

26.27

26.41

26.31

26.30

26.42

26.66

27.00

26.78

.......

Oct.

26.66

26.62

26.46

26.53

26.54

26.50

26.48

26.50

26.52

26.46

26.43

26.48

26.49

26.51

26.50

26.50

26.38

26.50

26.40

26.37

26.40

26.47

26.46

26.30

26.59

26.67

26.63

26.61

26.58

26.56

26.44

Nov.

26.56

26.54

26.48

26.56

26.63

26.43

26.29

26.40

26.56

26.46

26.41

26.44

26.35

26.27

26.40

26.41

26.49

26.35

26.36

26.36

26.37

26.64

26.57

26.56

26.42

26.49

26.58

26.37

26.61

26.56

.......

Dec.

26.60

26.58

26.59

26.56

26.43

26.55

26.49

26.58

26.56

26.57

26.46

26.25

26.57

26.70

26.86

26.88

26.85

26.80

26.47

26.48

26.40

26.44

26.56

26.53

26.49

26.40

26.62

26.69

26.86

26.83

26.49

NOTE. This stream rarely freezes at the gage; it is probable, however, that the relation of stage to 

discharge was more or less affected during the winter periods for brief intervals, due to backwater from 

ice below the gage.
206 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Kinderhook Creek at Rossman, N. Y.,for 1909.

Day.

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...............

Jan.

40

47

64

92

163

2,470

980

688

680

483

447

483

296

680

391

489

508

458

441

418

370

296

195

412

972

. 914

740

575

718

380

588

Feb.

354

306

325

386

202

1,180

1,310

795

703

718

1,130

561

508

496

616

568

10,200

1,950

1,320

1,250

1,180

1,050

Mar.

623

602

575

582

528

344

418

429

354

771

2,380

1,170

1 030

733

718

666

616

541

508

391

386

364

458

1,420

1,560

2,170

1,320

Apr.

1,310

1,130

1,180

1,140

1,010

1,050

1,460

1,600

1,180

688

638

972

3,310

2,510

1,700

1,080

947

850

764

764

01 C

630

659

C7K

748

703

May.

922

1,090

947

1,050

1,140

972

748

673

502

483

386

386

401

534

502

380

349

359

9Q9

99Q

195

214

386

386

320

June.

195

180

237

241

221

141

191

265

156

191

249

198

111

141

184

170

167

997

771

483

288

237

974

221

128

187

233

163

July.

147

156

134

70

62

100

92

80

100

72

30

82

89

75

80

82

77

50

24

54

62

56

58

60

84

80

66

75

72

72

Aug.

50

60

36

47

97

320

167

94

105

87

100

66

40

60

47

94

75

100

92

92

122

54

84

62

75

47

45

54

45

54

Sept.

36

45

54

48

45

45

48

52

64

58

72

37

66

66

68

70

54

44

36

36

29

33

30

52

36

34

54

111

225

147

Oct.

Ill

100

62

77

80

70

66

70

75

62

56

66

68

72

70

70

70

50

45

50

64

62

34

92

114

102

97

89

84

58

Nov.

84

80

66

84

102

56

33

50

84

62

52

58

42

30

50

52

68

42

44

44

45

105

87

84

54

68

89

45

97

84

Dec.

94

89

92

84

56

82

68

89

84

87

62

28

87

122

173

180

170

153

64

66

50

58

84

77

68

50

100

119

173

163

68

NOTE. The above daily discharges are based on a rating curve well denned below 1,720 second-feet. 

Open-water rating curve has been used for the entire year.

Monthly discharge of Kinderhook Creek at Rossman, N. Y.,for 1909. 

[Drainage area, 331 square miles.]

Month.

May....................................

July....................................

September ........................

Discharge in second-feet.

Maximum.

2,470 

10,200 

2,450 

3,310 

1,140 

997 

156 

320 

225 

114 

105 

180.

10,200

Minimum.

40 

202 

344 

575 

195 

111 

24 

36 

29 

34 

30 

28

Mean.

532 

1,330 

856 

1,110 

541 

264 

77.0 

82.0 

59.8 

72.0 

64.7 

94.8

24 | 416

Per 

square 

mile.

1.61 

4.02 

2.59 

3.35 

1.63 

.798 

.233 

.248 

.181 

".218 

.195 

.286

1.28

Run-off 

(depth in 

inches on 

drainage 

area).

1.86 

4.19 

2.99 

3.74 

1.88 

.89 

.27 

.29 

.20 

.25 

.22 

.33

17.11

Accuracy.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.
NORTH ATLANTIC COAST. 207 

ESOPUS CHEEK 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 17,000,000,000 cubic feet, and a present quantity of about 

250,000,000 gallons of water per day will be carried through the Catsskill 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 500,000,000 gallons daily.

ESOPUS CREEK NEAR OLIVEBRIDGE, N. Y. ,

During 1906 a weir for the purpose of measuring the flow of Esopus 

Creek was constructed near Olivebridge, N. Y., by the Board of Water 

Supply of the City of New York. It is located about 1 mile below 

the Olivebridge post office. The following description and discharge 

data have been furnished by the Board of Water Supply of the City 

of New York.

The weir is constructed of concrete, having a cross section similar 

to that experimented on in the hydraulic laboratory at Cornell University by the United States Geological Survey, in series 30, described 

in Water-Supply Paper 150.

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.
208 SURFACE WATER SUPPLY, 1909, PART I.

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 J-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 water-stage 

register, geared 1 to 1 and running 24 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 drainage area of Esopus Creek above the weir is 239 square 

miles, as measured on the topographic maps of the United States 

Geological Survey.

Information in regard to this station is contained in the reports 

of the New York State engineer and surveyor.

Daily discharge, in second-feet, of Esopus Creek near Olivebridge, N. Y.,for 1909.

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. ..............

27...............

28...............

29...............

30...............

31...............

Jan.

172

164

226

276

1,581

4,735

2,279

1,336

944

625

522

447

379

332

532

438

489

416

300

418

393

368

474

908

1,130

1,262

1,076

887

757

714

563

Feb.

363

541

516

466

570

1,170

659

485

380

1,266

1,197

836

816

751

787

1,754

2,030

1 408

1,'742

«9,376

3,375

2,120

1,606

2,299

2,416

1,619

1,?67

1,168

Mar.

918

852

818

686

563

527

491

44n

429

1,028

1,128

802

725

652

566

536

AKf)

401

389

333

317

OQA

278

2,782

2 009

1 456

1,356

1 164

984

807

Apr.

769

743

909

814

830

1,554

1,616

1,192

QW

775

687

4,840

4,768

2,975

2,003

1 K17

1,250

1,072

QCQ

888

854

797

675

7ft9

fi19

660

664

885

May.

1,296

1,498

1,280

1 433

1,259

1,154

1,069

978

953

1,080

886

798

716

682

749

1,022 QA-l

764

700

658

692

630

551

480

434

481

550

429

374

338

June.

306

286

271

269

461

380

314

282

267

323

465

358

322

374

515

371

1 1 *f)

753

615

515

436

410

342

308

271

235

222

201

175

July.

150

122

110

100

89

84

75

72

72

67

67

67

62

62

62

62

62

48

81

76

48

36

64

140

105

89

78

67

62

62

57

Aug.

64

84

78

72

62

62

60

42

36

33

29

28

26

28

23

134

656

406

248

184

156

128

110

94

84

72

72

62

53

53

48

Sept.

44

44

44

36

36

33

33

33

33

74

132

78

62

53

48

48

62

62

53

48

44

36

40

57

67

48

48

111

124

89

Oct.

78

67

62

64

67

62

62

57

53

53

48

57

62

57

53

48

44

40

36

33

40

44

48

53

62

67

72

72

62

57

53

Nov.

53

53

55

62

57

53

48

48

44

44

42

33

33

29

33

29

33

36

34

33

29

29

33

29

37

48

46

44

53

70

Dec.

52

70

75

67

72

67

72

10ft

.80

04

92

7S

89

608

454

310

248

211

168

136

205

162

162

162

162

162

162

162

126

105

154

« Maximum discharge at 3 a. m. Feb. 20 was 14,600 second-feet.
NORTH ATLANTIC COAST. 209

Monthly discharge of Esopus Creek near Olivebridge, N. Y.,for 1909. 

[Drainage area, 239 square miles.]

Month.

July...........................................

No vem be r

Discharge in second-feet.

Maximum.

4,735 

9,376 

2,782 

4,840 

1.498 

1,152 

150 

656 

132 

78 

70 

008

9, 370

Minimum.

164 

363 

278 

612 

338 

175 

36 

23 

33 

33 

29 

52

23

Mean.

811 

1,539 

820 

1,279 

838 

388 

78 

106 

57 

56 

42 

158

514

Per 

square 

mile.

3.39 

6.44 

3.43 

5.35 

3.51 

1.62 

.33 

.44 

.24 

.23 

.18 

.66

2.15

Run-off 

(depth in 

inches on 

drainage 

area).

3.922 

6.703 

3.955 

5.970 

4.040 

1.812 

.374 

.511 

.267 

.271 

.199 

.760

28.784

ESOPUS CREEK AT KINGSTON, N. Y.

The Kingston gaging station was established July 5, 1901, by the 

United States Geological Survey, and was taken over 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 1909. A. continuous record of gage heights has been 

kept by John Douglas, of Kingston, who reads the gage each night 

and morning. The station was discontinued April 30, 1909.

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 

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. 

90562° WSP 261 11 14
210 SURFACE WATEE SUPPLY, 1909, PART I.

This station was expensive to maintain and required much attention. At flood stages the stream overflowed the flats to the west of 

the bridge and its channel changed so as to require new sets of observations. Sharp bends in the channel caused a somewhat irregular 

current which required more detail and care in the measurements 

than at other stations.

For these reasons it was found more expedient and economical to 

continue Mount Marion as the principal station on the lower Esopus.

Information in regard to this station is contained in the report of 

the State engineer and surveyor, State of New York.

Daily discharge, in second-feet, of Esopus Creek at Kingston, N. Y.,for 1909.

Day.

1.. .............

2...............

3...............

4...............

5...............

6...............

7...............

8. ..............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

279

223

262

334

684

6,150

2,725

2,060

1,620

1,054

874

714

874

914

Feb.

660

750

770

666

684

1,860

1,500

1,158

978

1,375

1,710

1,668

1,572

1 ^^

Mar.

i ^fin

1,074

1,010

946

1,162

706

615

606

954

1 f\\ 9

1,674

1,098

990

882

Apr.

1,010

922

Qin

1,090

oon

922

1,710

1,058

910

778

QQO

4,930

5 4flc

Day.

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30............... 01

Jan.

890

890

994

690

660

710

648

714

1,050

2,200

2,140

1,626

1,405

1,114

1,034

914

Feb.

1 608

2,435

1,740

1,425

2,050

4,625

2,910

1,440

2,340

3,350

2,172

1,752

1,536

Mar.

738

698

660

615

600

564

486

269

269

2,220

3,726

2,112

1,992

1,860

1,310

1,090

Apr,

3,814

3,030

1,530

1,270

882

874

994

1,046

1,058

850

858

534

854

802

1,090

Monthly discharge of Esopus Creek at Kingston, N. Y.,for*1909. 

[Drainage area, 324 square miles.]

Month.

April. . ........................................

Discharge in second-feet.

Maximum.

6,150 

20,500 

3, 726 

5,405

Minimum.

223 

660 

269 

534

Mean.

1,204 

2,393 

1,112 

1,460

Per 

square 

mile.

3.72 

7.39 

3.43 

4.51

Run-off 

(depth in 

inches on 

drainage 

area).

4.292 

7.705 

3.961 

5.039

ESOPUS CREEK AT MOUNT MARION, N. Y.

The Mount Marion station was established April 4, 1907, by the 

Board of Water Supply of the City of New York. A continuous 

record of gage heights has been kept by John Sauer, of Saugerties, 

who reads the gage morning and evening. The description and 

following records of discharge were supplied by the Board of Water 

Supply of the City of New York. 

This station is located on the single-span steel highway bridge at a 

place called Pleasant Valley, on the Esopus Creek. It is on the
NORTH ATLANTIC COAST. 211

Saugerties Road and 1 mile east of the Mount Marion station of the 

West Shore Railroad.

The banks of the creek on both sides are high, steep, and rocky. 

The right bank is about 40 feet above water level; the left is at least 

100 feet high.

The bed of the stream is rocky and clean, forming one channel 

which is straight above the station for about 1,000 feet and below 

the station for about 600 feet.

At the station the bed is ledge roek with the strata steeply inclined, 

giving jagged corners and an irregular but permanent cross section.

A standard board of water supply gage is located on the downstream side of the bridge. The length of the chain from end of weight 

to marker is 49.01 feet. The bench mark is a chisel draft on the 

bridge seat of the left abutment, downstream side near the lower 

chord. The elevation of the bench mark is 46.30 feet above the zero 

of the gage. The initial point of soundings is located on the handrail of the bridge near the left bank of the stream, downstream side, 

and is marked with black paint.

In May, 1908, the flooring of the bridge was renewed, but provisions 

were made for the accurate continuance of gage heights during this 

short period.

For very low stages of the creek the water is too sluggish at the 

bridge station for good meter measurements. A wading station was 

therefore established about three-fourths mile above the bridge and 

about three-fourths mile below Glenerie Falls. The KingstonSaugerties road runs parallel to the creels on the right bank and the 

station is 200 feet from the road. The banks on both sides are of the 

same character as at the bridge. The bed of the stream is gravelly 

and liable to some change; under certain conditions there may be 

two channels. This station is used only when the depth of water 

does not exceed 3 feet. The current is swift and good measurements 

are obtained at this point; gage heights are referred to the bridge

In May, 1902, several measurements were taken at this bridge by 

the United States Geological Survey. It was then called the Glasco 

Bridge near Glenerie.

Daily discharge, in second-feet, of Esopus Creek at Mount Marion, N. Y.,for 1907-1909.

Day.

1907. 

1.... ...........

2...............

4...............

5...............

9...............

10 . ............

Jan. Feb.

.......

.. ..

Mar. Apr.

880

805

728

660

698

770

May.

850

785

728

1,136

1,500

1,258

1,310

1,390

1,200

1,104

June.

601

728

1,460

1,240

1,258

1,850

1,524

1,240

1,040

931

July.

329

254

190

171

145

150

298

190

177

134

Aug.

75

75

75

69

63

69

71

63

59

59

Sept.

27

29

39

79

2,125

838

487

329

260

487

Oct.

2,025

1,425

1,^20

1,350

1,460

1,120

924

1,216

1,634

1,310

Nov.

2,280

2,000

8,000

4,625

3,190

2,660

8,800

6,100

3,850

2,910

Dec.

678

660

589

580

595

430

430

410

430

3,100
212 SURFACE WATER SUPPLY, 1909, PAET I.

Daily/discharge, in second-feet, of Esopus Creek at Mount Marion, N. Y., for 1907-1909 

Continued.

Day.

1907.

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23. ..............

24...............

25. ..............

27...............

28...............

29. ..............

30. ..............

31...............

1908. 

1.. .............

2...............

3...............

4...............

5...............

6...............

T... ............

8...............

10...............

11...............

12...............

13...............

14...............

15...............

10...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25. ..............

2G. ..............

27...............

28...............

29. ..............

30. ..............

31...............

1909. 

1. ..............

2...............

3...............

4...............

5...............

G.. .............

7...............

8...............

9...............

10...............

Jan.

2,170

1,800

1,500

1,260

1,300

895

930

1,290

1,260

930

840

1,390

3,740

a2,800

1,870

1,600

1,375

1,150

1,025

930

880

840

aSOO

680

680

- 840

860

680

725

288

288

303

7,350

4,100

1,770

1,300

Feb.

a 345

345

340

340

340

335

330.

a 326

OOC

325

330

330

a 330

a 4, 070

9,980

4,960

o2, 310

1,700

1,320

950

840

800

a 944

975

830

735

«QC

828

1,486

1,486

979

852

Mar.

750

695

775

725

645

605

590

590

eon

a 550

590

590

2,830

2,910

2,830,

1,700

1 790

2,430 Q ncn

2,300

«3, 510

7,000

5,270

3,360

i O.ETI

1,035

951

Q19

sin

840

1.210

Apr.

7jn

880

961

972

880

805

805

698

660

678

597

565

KA(\

820

1,425

1,040

945

862

2,530

2,230

1,720

1,500

1 260

1,210

1,290

a2 530

2,075

1,790

al,350

1,190

i onn

1,175

1,075

1,050

QQP;

con

925

OKA

i Ofin

1,158

1 088

1,570

1,470

1.122

May.

1,028

898

820

752

678

910

1,746

1,286

1,080

910

820

758

710

820

780

650

601

540

8,550

4,590

2,830

1,980

1,350

1,375

«7,000

4 000

2,630

1,575

1,150

1,230

1 000

880

790

79 e

680

soft

7,430

2 430

i i ^n

770

 son

1,980

1,882

2 700

2,107

1,747

1,590

1,470

i f^n

1.370

June.

770

610

550

5C5

418

379

371

379

329

379

322

284

245

245

209

209

199

190

402

880

880

770

760

a 715

530

495

455

380

390

330

295

280

310

715

480

340

250

200

one

185

a 200

195

180

165

155

C1 C

443

497

395

coc

K1 K

403

387

455

July.

127

145.

185

177

120

127

141

290

298

185

156

120

134

115

111

106

94

84

7?

84

145

150

310

325

925

a. 560

360

250

210

190

175

155

140

135

125

120

115

155

155

135

ion

280

225

1QC

175

nqn

177

1 P;Q

146

146

Aug.

50

46

44

46

44

41

39

41

39

37

39

39

39

44

46

48

41

48

39

39

37

170

150

128

132

120

128

128

124

98

95

112

120

108

98

92

92

92

92

86

«86

83

80

74

68

57

62

92

86

80

68

68

80

68

Q1

94

00

74

68

68

Sept.

862

2,960

1,500

972

710

580

450

362

322

290

290

245

390

1,850

1,160

820

660

580

3,025

3,050

68

62

 57

a45

43

39

38

07

36

35

34

33

32

a 31

31

31

31

31

01

30

30

on

30

30

on

oqn

Q/l

C7

80

80

74

68

68

63

63

70

Oct.

1,160

1,136

961

862

752

660

589

550

487

460

589

505

430

418

379

362

329

4,310

6,130

4,330

2,930

150

116

101

92

92

86

80

80

74

74

74

65

71

80

74

68

68

62

C7

62

68

62

C7

a 62

62

137

1,320

815

oen

730

169

ion

122

10C

115

inK

101

94

Nov.

2,425

1,975

1,610

1,425

1,200

961

862

795

785

710

698

898

770

710

961

972

862

785

752

728

618

a 520

440

400

360

322

285

278

240

240

230

 225

195

210

195

185

175

165

165

170

165

.165

160

175

160

i 7e

160

141

80

77

80

80

on

87

QA

74

80

Dec.

5,650

4,325

2,350

t,850

1,850

1,563

1,270

1,104

987

862

805

752

924

4,500

3,075

2,350

1,906

1,794

2,280

2,170

2,750

150

150

140

120

120

137

530

440

402

220

315

300

270

315

315

240

292

216

180

140

202

294

224

190

190

i ^n

216

138

134

126

115

115

i ^n

168

130

o Meter measurement. 

NOTE. Discharge from Feb. 2 to 12, 1908, estimated because of ice cover.
NORTH ATLANTIC COAST. 213

Daily discharge, in second-feet, of Esopus Creel: at Mount Marion, N. Y., 

for 1907-1909 Continued.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

1,090

950

735

700

725

60Q 

550 

750 

810 

725

625

550

600

870

2,130

2,040

1,550

1,315

1,000

870

810

«2,880 

1,680 

1,635 

1,617 

1,534

2,103

4,010

2,430

2,380

17,850

7,500

4,150

3,036

3,590

5,300

3,190

2,330

1,995

2,580

1,860

1,454

1,245

1,119

1,021

965

840

768

750

685

650

585

575

3,216

6,870

3,320

2,604

2,103

1,725

1,406

1,000

915

855

5,970

7,410

4,825

2,940

2,107

1,770

1,470

1,280

1,350

1,210

1,262

1,158

1,070

1,000

1,140

1,018

1,175

1,770

1,410

1,175

1,052

1,000

1,035

1,510

1,430

1,157

1,052

965

840

750

665

625

1,000

780

665

585

650

600

500

525

575

615

685

2,844

1,707

1,189

979 

780 

685 

' 600 

515

435

363

335

312

265

135

122

122

122

122

115

108

115

115

108

115 

108 

108 

]38 

138

135

122

111

94

94

87

63

58

58

58

155

840

768

455

312

247

206

173

155

146

138

130

122

111

97

87

111

146

119

101

87

87 

87 

94 -94

87

74

80

87

105

119

111

108

115

210

195

87

97

101

101

105

101

91

87

78

87

83

87

87

80

83

91

105

97

87

83

77

94

94

115

112

112

130

130

112

115

900

1,702

1,035

725

637

475

345

260

247

260

240

205

179

189

189

199

170

155

a Ice went out Feb. 11.

Monthly discharge of Esopus Creek at Mount Marion, N. Y.,for 1907-1909. 

[Drainage area, 378 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Per 

square 

mile.

Run-off 

(depth in 

inches on 

drainage

1907.

April 4-30..................................... 1,425 540

May..................... ... ........ 1,746 540

June.......................................... 1,850 ' 190

July........................................... 329; 75

August........................................ 75 37

September........................... ........ 3,050 ] 27

October........................................ 6,130 I 329

November.................................... 8,800

December..................................... 5,650 410

1908.

January....................................... 3,740

February..................................... 9,980

March......................................... 7,000

April.............................r............ 3,200

May........................................... 8,550

June.......................................... 880

July........................................... 925

August........................................ 170

September.................................... 230

October....................................... 1,320

November.................................... 618

December..................................... 530

The year................................ 9,980

1909.

January....................................... 7,350

February..................................... 17,850

March......................................... 6,870

April.......................................... 7,410

May........................................... 2,700

June.......................................... 2,844

July........................................... 239

August........................................ 840

September.................................... 210

October....................................... 169

November.................................... 130

December..................................... 1,702

Theyear................................ 17,850 I 58

836

953

652

162

50

859

1,352

2,177

1,681

2.21

2.52

1.72

.43

.13

2.27

3.58

5.76

4.45

2.22

2.91

1.92

.50

.16

2.53

4.12

6.43

5.12

325

5.50

790

C80

155

110

57

30

57

141

120

1,240

1,323

2,157

1,406

2,392

401

242

99

43

223

243

239

3.28

3.50

5.70

3.72

6.33

1.06

.64

.26

.11

.59

.64

.63

3.785

3.775

6.579

4.158

7.304

1.176

.734

.304

.132

.678

.717

.729

30 834 2.21 30.071

635

575

855

592

265

87

58

63

78

68

112

1,247

2,824

1,527

1,757

1,278

661

138

168

99

100

83

316

850

3.30

7.47

4.04

4.65

3.38

1.75

.37

.44

.26

.26

.22

84

3.804

7.780

4.661

5.190

3.904

1.954

.422

,514

.292

.308

.248

.966

2.25 30.043
214 SURFACE WATER SUPPLY, 1909, PART I. 

BONDOTJT CHEEK BASIN. 

DESCRIPTION.1

Rondout Creek rises in the timber-covered mountain group forming the/Wittemberg Chain, flows southeastward to Naponach, where 

it encounters the foot of the Shawangunk Range, turns abruptly to 

the northeast, and enters the Hudson at Rondout. On the south its 

basin is separated from that of Wallkill River only by the narrow 

Shawangunk Mountain. Notable falls occur at Honk 'Falls and 

Naponach, and on Good Beer Kill above Ellenville. On Good Beer 

Kill there is a fall of 870 feet from the cape, 3 miles above Ellenville, to Ellenville. Of this about 200 feet is concentrated in a series 

of cascades called Hanging Rock Falls. Above its junction with 

Sandberg Creek, at Naponach, Rondout Creek is a mountain stream. 

At Honk Falls a natural declivity affords a fall of 125 feet. *

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 1909 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.

A portion of the water of the creek is diverted by a dam below High 

Falls and sent through the Delaware & Hudson Canal and is discharged into the creek below the gaging station. At Rock Locks, 

which is about 1^ 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 gage.

i Abstracted from Bull. 85, New York State Mus. Nat. Hist., 1905, pp. 258-259.
NOETH ATLANTIC COAST. 215

Information in regard to this station is contained in the report of 

the State engineer and surveyor, State of New York.

Daily discharge, in second-feet, of Rondout Creek at Rosendale, N. Y.,for 1909.

Day.

1...............

2...............

3...............

4...............

5...............

7.. .............

8...............

9

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23. ..............

24...............

25...............

£6...............

27. ..............

28. ..............

29...............

30...............

31...............

Jan.

232

OCfl

250

292

4,150

2,344

4,200

1 yJC7

821

340

292

821

1,055

933

1,163

1,091

821

821

797

933

1,820

3,595

2,700

'957

629

741

709

Feb.

693

677

645

605

565

805

877

789

805

1,127

1,787

1,360

1,271

1,163

1,330

1,280

1,820

1,952

2,024

18,300

5,200

3,100

4,050

3,475

2,192

1,820

1,534

Mar.

1,320

1,217

1,109

957

629

549

£AK

1,413

2,000

1,500

1,280

1,037

941

869

805

749

677

629

581

533

493

437

2,910

5,500

2,192

1,868

1,555

1,391

Apr.

1,217

1.073

933

869

821

770

789

950

838

761

663

584

506

1,462

3,362

2,125

1,604

1,113

905

1,131

1,282

1,163

1,075

1,168

1,315

1,827

2,377

May.

2,918

3,665

2,642

1,892

1,422

1,063

2,277

1,949

1,341

1,120

1,013

953

803

769

864

777

722

642

592

671

631

558

478

449

456

617

481

415

360

June.

325

304

268

266

380

V77

341

315

285

304

KfiQ

467

465

430

387

363

736

4,112

831

671

504

402

361

325

301

290

316

279

July.

255

232

245

189

1 <V>

102

119

85

77

72

81

81

81

79

93

110

105

94

87

80

121

190

134

97

102

91

85

79

79

Aug.

57

40

47

54

86

71

66

56

40

33

24

33

35

34

153

865

738

504

327

231

153

159

158

140

111

77

72

69

60

61

Sept.

75

101

78

69

57

52

50

.53

48

81

176

129

106

96

87

75

64

67

68

61

64

77

127

152

152

127

151

268

256

231

Oct.

208

179

158

145

118

98

91

81

86

81

100

87

82

152

129

113

100

97

99

93

118

173

156

141

131

118

107

99

93

99

Nov.

106

111

101

88

78

71

64

93

88

87

90

92

86

82

90

83

90

84

94

101

100

72

78

75

88

89

121

159

190

Dec.

207

243

220

192

162

160

160

160

205

205

178

170

3,225

2,539

208

135

104

100

108

129

139

312

333

333

317

306

295

311

339

339

NOTE. These discharges include the flow of the Delaware & Hudson Canal, which was open for the year 

on Apr. 4.

Monthly discharge of Rondout Creek at Rosendale, N. Y., for 1909. 

[Drainage area, 380 square miles.]

Month.

January... 

February.. 

March.....

April......

May.......

June.......

July........

August....

September. 

October... 

November. 

December..

The year.

Discharge in second-feet.

Maximum.

7,400

18,300

5,500

3,362

3,808

4,112

255

865

268

208

190

3,225

18, 300

Minimum.

232

565

437

506

360

266

72

24

48

81

64

100

24

Mean.

1,490

2,278

1,295

1,211

1,201

561

117

149

106

118

95

387

751

Per 

square 

mile.

3.92

6.00

3.42

 3.19

3.16

1.48

.31

.39

.28

.31

.25

1.02

1.98

Run-off

(depth in 

inches on

drainage 

area).

4.518

6.245

3.930

3.553

3.646

1.647

.356

.450

.314

.360

.281

1.181

26. 481
216 SURFACE WATER SUPPLY, 1909, PART I.

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 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.

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 ior the prevention of excessive floods in the basin.

The datum of the chain gage attached to the bridge has remained 

the same since the station was established. Discharge measurements 

were made from the bridge or by wading.

The discharge is affected by ice during 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.

The following discharge measurement was made by Bolster and 

Rice by wading below the bridge:

September 5, 1905: Gage height, 2.01 feet; discharge, 9.0 second-feet.
NORTH ATLANTIC COAST. 217

Daily gage height, in feet, of Passaic River near Chatham, N. J.,for 1909. 

[Miss M. A. Butler, observer.]

Day.

1...............

2.. .............

3...............

4...............

5...............

6...............

7...............

8...............

9

10...............

11...............

12. ..............

13...............

14...............

1 K

16...............

17...............

18...............

19

20. ..............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30. ..............

31...............

Jan.

2.8

4.5

4.3

4.1

3 9

3.6

3.3

3.1

2.9

3.2

3.5

3.5

3.5

3.5

O A

3.3

3.1

2.9

2.7

2.6

2.9

3.8

3.5

3.3

3.1

3.0

2.9

Feb.

2.7

2.6

2.5

2.5

2.6

9 Q

3.2

3.1

2.9

3.3

4.0

3.7

3.5

3.4

3 A

3.6

4.0

3.9

3 7

4

0

4.2

4.1

3 Q

4:5

4.6

4.2

Mar.

3.8

3.6

3.6

3.5

3.4

3.2

3.0

2.9

3.0

3.3

3.2

3.0

2.9

2.8

2.8

2.7 2.6"

2.5

2.4

2.4

' 2.3

2.3

2.3

2.2

3.0

4.0

4.1

4.1

3.8

3.6

3.5

Apr.

3.3

3.1

3.0

2.9

2.8

2.7

2.6

2.5

2.4

2.3

2.3

2.2

2.2

2.3

4.7

4.5

4.2

4.0

3

0

3 A.

3.7

4.0

3.8

3.9

3.6

3.4

3.2

3.1

9 Q

4.0

May.

4.3

4.5

4.3

4.0

3.6

3.3

3.1

2.8

2.6

2.5

2.4

2.4

2.3

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.3

9 ^

2.4

2.4

2.3

2.3

2.3

2.3

2.2

2.2

June.

2.2

2.2

2.2

2.2

2.4

2.4

2.3

2.3

2.3

2.3

2.3

2.2

2.2

2.3

2.3

2.2

2.2

2.3

9 3

2.3

2.2

2.2

2.2

2.2

2.2

2.3

2.3

2.2

2.2

2.2

July.

2.2

2.2

2.2

2.2

2.2

2.2

2.2

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

2.2

2.3

2.3

2.3

2.1

2.2

2.2

2.1

2.2

2.2

Aug.

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.1

2.2

3.3

3.1

2.7

2.5

2.3

2.3

2.3

2.2

2.2

2.1

2.2

2.2

2.2

2.2

2.1

Sept.

2.2

2.2

2.1

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.2

2.2

2.1

2.0

2.0

2.0

2.1

2.1

2.0

2.0

2.0

2.0

2.1

2.1

2.4

2.3

2.3

2.4

2.3

2.3

Oct.

2.2

2.2

2.2

2.2

2.2

2.1

2.1

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

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

'Nov.

2.0

2.0

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

2.0

2.0

2.0

2.0

2.0

 2.0

2.0

2.0

2.1

2.2

2.3

2.5

2.4

2.4

2.3

Dec.

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.4

2.3

2.3

2.2

2.2

2.2

4.5

4.3

3.9

3.5

3.3

NOTE. Ice conditions prevailed about as follows: Jan. 1 to 4,14 to 23, 26 to 31, Feb. 1 to 9, and Dec. 19 

to 31.

Daily discharge, in second-feet, of Passaic River near Chatham, N. J.,for 1909.

Day.

1...............

2...............

5...............

6...............

1... ............

8.... ...........

9

10...............

11...............

12...............

13...............

14............... i f»

16...............

18...............

19

20. ..............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28. ..............

29...............

30...............

31.../...........

Jan.

119

825

725

C25

525

390

271

202

144

77

Feb.

2?i

435

350

310

310

390

K7K

525

435

725

675

625

525

825

1,360

1,090

875

675

Mar.

480

390

390

350

310

235

172

144

172

271

235

172

144

119

119

97

77

60

45

31

31

31

20

172

C7C

625

625

480

390

ocn

Apr.

271

202

172

144

119

97

77

60

4.K

31

31

20

20

31

825

575

480

310

435

575

480

390

235

202

144

575

May.

725

825

725

575

390

271

202

119

77

60

45

31

31

31

20

20

20

20

20

20

31

60

45

45

31

31

31

31

20

20

June.

20

20

20

20

45

45

31

31

31

31

31

20

20

31

31

20

20

31

31

31

20

20

20

20

20

31

31

20

20

20

July.

20

20

20

20

20

20

20

20

20

12

12

12

12

12

12

12

12

12

12

12

12

20

31

31

31

12

20

20

12

20

20

Aug.

20

20

20

20

20

20

20

20

20

20

12

12

12

12

12

20

271

202 97

60

31

31

31

20

20

12

20

20

20

20

12

Sept.

20

20

12

12

12

12

8

8

8

8

20

20

12

8

8

8

12

12

8

8

8

8

12

12

45

31

31

45

31

31

Oct.

20

20

20

20

20

12

12

12

12

12

12

12

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

Nov.

8

8

12

12

12

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

12

20

31

60

45

45

31

Dec.

31

20

20

20

20

20

20

45

31

31

20

20

20

825

725

525

350

271

NOTE. These discharges are based on a rating curve that is well defined below 575 second-feet.
218 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Passaic River near Chatham, N. J.,for 1909. 

[Drainage area, 101 square miles.]

Month.

May.....................................

July.....................................

Discharge in second-feet.

Maximum.

825 

1,360 

625 

925 

825 

45 

31 

271 

45 

20 

60 

825

1,360

Minimum.

20 

20 

20 

20 

12 

12 

8 

8 

8

8

Mean.

 182 

438 

237 

299 

148 

26.1 

17.5 

37.0 

16.3 

10.8 

14.0 

129

128

Per

square 

mile.

1.80 

4.34 

2.35 

2.96 

1.48 

.258 

.173 

.366 

.161 

.107 

.139 

1.28

1.28

Run-off 

(depth in 

inches on 

drainage 

area).

2.08 

4.52 

2.71 

3.30 

1.71 

.29 

.20 

.42 

.18 

.12 

.16 

1.48

17.17

Accuracy.

C. 

A. 

A. 

A. 

A. 

A. 

B. 

A. 

B. 

B. 

B. 

B.

NOTE. Discharge during the periods of ice conditions based on climatological data.

Discharge Jan. 1 to 4, estimated, 40 second-feet; Jan. 14 to 23, estimated, 66 second-feet; Jan. 26 to 31, estimated, 130 second-feet; Feb. 1 to 9, estimated, 78 second-feet; Dec. 19 to 31, estimated, 76 second-feet.

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, Hvhich 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 basin. 

The 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 sand hills 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 & Raritan 

Canal.
1STOKTH ATLANTIC COAST. 219

BABITAN RIVER AT BOTJNDBROOK, N. J.

The 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 2^ 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 record 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 1^ miles below the station a dam diverts water into the 

Delaware & 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 chain gage attached to the bridge has remained 

the same since the establishment of the station. Discharge measurements are ; made from the bridge. 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

Daily gage height, in feet, of Raritan River at Boundbrook, N. J.,for 1909. 

[J. K. Tantuni, observer.]

Day.

1.... ........

2..'..........

3............

5.............

6............ 

7............

8............

9............

10............

Jan.

1.75

1.5

1.55

1.5

2.15

5.9 

3.0

2.15

2.15. 

1.95

Feb.

1.6

1.6

1.6

1.55

1.5

2.3 

2.15

1.8

1.6 

3.25

Mar.

3.1

3.-S5

2.9

2.6

2.3

2.2

2.25

2.4

2.5 

2.55

Day.

13..'..........

15............

16............ 

17............

18............

19............ 

20............

Jan.

1.8

1.8

1.65

1.75

1.7

1.7 

2.1

2.3

1.95 

1.9

Feb.

3

C

2

C

2.05

2.1

2

C

3.0 

3.95

9 7

2.45 

5.35

Mar.

2.05

1.9 

1 9

1.75

1.7 

1.7

Day.'

91

99

23............

24............

26............ 

27............

28............

29............ 

30............

31............

Jan.

1.6

1.6

1.65

2.15

2.8

2.4 

2.15

1.8

1.65 

1.7

1.8

Feb.

3.05

2.75

2.35

7.1

6.6

3.85 

3.2

3.1

Mar.

1.65

1.55

1.5

1.5

3.05

3.7

2.5

2.4

2.2

2.2

NOTE. River frozen over from about Jan. 16 to 20.
220 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Raritan River at Boundbrook, N. J.,for 1909.

' Day.

1- -.-.-.

6........

1. .......

8. .......

9

Jan.

990

715

768

71 ^

1,510

9 94ft

1,510

Feb.

820

820

715

1,730

1,510

1,050

3,330

Mar.

3,520

1,730

1,890

Day.

11........

12........

15........

17........

18........

20........

Jan.

1,050

1,050

875

990

930

800

1,000

1,200

900

700

Feb.

3,800

2,050

1,370

1,440

2,050

4,700

2,370

1,970

7, 860

Mar.

1,810

1,370

1,370

1,510

1,370

1,170

1,170

990

930

930

Day.

21........

22........

23........

24........

25........

2 1. .......

27........

28........

23........

30........

31........

Jan.

820

820

875

1, 510

2,540

1,890

1,510

1,050

875

930

1,050

Feb.

2,970

2,460

1,810

12,500

11,100

4,500

3, 240

3,060

Mar.

875

768

715

715

2,970

4,200

2,290

2,050

1,890

1,580

1,580

NOTE. Daily discharge estimated Jan. 16-20.

Monthly discharge of Raritan River at Boundbroole, N. J.,for 1909. 

[Drainage area, 5"00 square mi'es.J

Month.

March. .................

Discharge in second-feet.

Maximum.

9,240

12.500 

4,200

Minimum.

a 700 

715 

715

Mean.

1.430 

3,020 

1.770

Per 

square 

mile.

1.79 

3.78 

2.21

Run oft 

(depth in 

inches on 

drainage 

area).

2. Of> 

3.91

2.55

Accuracy.

0. 

B. 

B.

a- Estimated.

DELAWARE RIVER DRAINAOE BASIN.

DESCRIPTION.

The headwaters of Delaware Kiver are found in Delawa're, 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 1 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 Eange 

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.

1 This branch was formerly described as the main stream, but recent carefnl measurements show the 

drainage area of the East Branch to be considerably larger than that of the West Branch.
NORTH- ATLANTIC COAST. 221

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 Navesink 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.

EAST BRANCH DELAWARE RIVER AT HANCOCK, N. Y.

This station, which is located at the highway bridge half a 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, was established October 14, 1902, and has since been maintained in cooperation with the New York State engineer department, 

and with the United States Weather Bureau since January 1, 1908. 

The Erie Railroad bridge is just below the gaging station.

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 attached to the bridge has remained 

the same since the establishment of the station. Discharge measurements are made from the bridge or by wading.

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 may require many measurements and new ratings each year. During the whiter months the 

discharge is affected by needle ice jamming on these rifts causing 

backwater at the station.'

Information in regard to this station is contained in the annual 

reports of the State engineer and surveyor, State of New York.

Discharge measurements of East Branch Delaware River at Hancock, N. TT., in 1909.

Date.

July 22

Nov. 18

Hydrographer. Width.

Feet. 

2G7

120

Area of 

section.

Sq.ft.

89

Gage 

height.

Feet.

2

fiA

2.53

Discharge.

Sec.-ft.

999

13S

NOTE. Measurements made by wading.
222 SURFACE WATEE SUPPLY, 1909, PAET I.

Daily gage height, in feet, of East Branch Delaware River at Hancock, N. Y., for 1909.

[David Van Etten, observer.]

Day.

1...............

4, ..............

5...............

8...............

9...............

10...............

12....---........

13.......------.,

15. ..............

16............. . .

17..-....--......

19...............

20. ..............

21...............

22. ..............

23. ..............

24. ..............

25...............

26. ..............

27. ..............

28. ..............

00

^n

31....-..-.-..-..

Jan.

3.8

3.8 4.2'

4.7

5.8

- 10. O.

8.1

5.8

5.2

4.9

4.6

4.5

4.1

3 Q

4.1

3.9

3 9

3.8

3.6

3 Q

3.8

3.7

4.0

6.1

5.7

5.0

4.7

4.4

4.1

Feb.

3.5

3.5

' 3.5

3.9

3.8

3 9

5.3

4.5

4.2

4.0

5.7

4.5

4.5

4.6

4.4

7.0

E 7

11 1

8.2

6.4

5.7

5.6

7.9

5 9

5.6

5.3

Mar

4.7

4.7

4.5

4.4

4.2

3 Q

3.9

3.9

5 Q

4 9

4.8

4.5

4.4

4.1

0. Q

0. Q

3 7

3.8

3.6

3.6

3.8

6.4

5.1

K A

5-4

K n

4.7

Apr

4.7

4.7

4.8

5,0

4.9

4.8

5

4

5.8

5.4

4.9

4.7

4.3

4.8

7.0

6.0

E C

5.1

4.9

4.7

4.6

A C

4.4

4.4

A K

A K.

May.

5.3

6.3

5.5

6.2

6.0

5.2

5.1

4.8

4.5

a 1

6.1

5.4

5.0

4 9

4.7

4.7

\ 0

4.1

3.9

3.8

3.7

3.6

S 7

o 7

3.6

3.4

June.

3.3

3.3

3.2

3.2

3.3

3.6

3.5

3.3

3.2

3.2

0 c

3.6

3.4

3.8

3.8

3 Q

3.6

3.8

4.1

3.8

3 7

3.6

0 E

3.5

3.4

3.3

3.2

o o

0 1

3.1

July.

3.0

1 ft

2.9

2.9

2.9

2.8

2.8

2.8

2.7

2.7

2 7

2.6

2.6

9 fi

2.7

2.6

2 7

2.7

o 7

2.6

i n

2.9

2.9

2.8

9 7

2.9

2.7

Aug.

2.7

2.7

2.6

2.6

2.7

2.5

2.5

2.6

2.5

2.5

2.5

2.4

2.4

2.5

2.4

2.5

2.7

3.5

3.0

2.9

2 Q

2.8

2.8

2.6

2.6

2.7

2.7

2.6

2.6

2.5

Sept.

2.6

2.5

2.5

2.6

2.5

2.5

2.6

2.5

2.5

2.6

2.5

2.6

2.6

2.5

2.5

2.6

2.5

2.5

2.6

2.5

2.5

2.6

2.5

2.6

2.7

2.6

2.5

2.7

2.6

2.7

Oct.

2.7

2.6

2.6

2.7

2.5

2.5

2 6

2.5

2.5

2.6

2.5

2.6

2.7

2.6

2.6

2.6

2.5

2.5

2.6

2.5

2.5

2.7

2.6

2.6

2.7

2.7

2.6

2.6

2.7

2.16

2.6

Nov.

2.7

2.6

2.5

2.6

2.5

2.5

2.6

2.5

2.6

2.7

2.5

2.5

2.6

2.5

2.5

2.6

2.5

2.5

2.6

2.6

2.5

2.6

2.5

2.6

3.1

2.8

2.9

2.9

2.8

3.1

Dec.

3.0

3.0

2.9

3.0

2.7

2.7

3.1

2.7

3.0

3.0

2.9

2.9

3.0

3.2

4.2

3.7

3.8

3.7

3.7

3.3

3.6

3.7

3.6

3.9

3.9

3.8

3.8

3.8

3.7

3.7

3.?

NOTE. Ice conditions existed during greater part of Jan. and Dec. 17 to 31. 

Daily discharge, in second-feet, of East Branch Delaware River at Hancock, N. Y.,for 1909.

Day.

1..........

o

6......--..

8..........

9..........

10--.-..--.-

12..........

13......---.

14...........

16..........

17--------..

18..........

19..........

20----......

21..........

23... .......

24..........

25..---.-...

26..........

27..........

28..........

29..........

30..........

31..........

Jan.

250

250

300

300

5,000

22,000

14,600

6,140

4,480

3,710

3,000

2,000

1,200

1,100

900

1,500

1,100

1,000

800

800

1,200

1,200

1,770

7,040

5,850

3,960

3,230

2,560

2,100

1,960

Feb.

970

970

1,590

1,420

1,590

4,740

2,780

2,150

1,770

5,850

2,780

2,780

3,000

2,560

4,740

10,200

5,850

4,480

30,100

15,800

5,850

5,560

13,800

6,440

5,560

4,740

Mar,

3,230

2,560

2,150

1,590

1,960

1,590

1,420

1 ^QH

3,470

2,150

1,960

1,590

1,590

1,110

4,220

5,010

5,010

Apr.

3,230

3,960

3,710

3,470

5,010

3,710

2,560

2

QCT1

3,470

10,600

10,200

6,740

5,280

3,710

3,230

3 (Yin

3

OQA

2,560

May.

4,740

7,360

6,740

5,280

3,470

14,600

7,040

5,010

3,710

3,230

3 nnn

3,230

2,560

2

o.cn

1,960

1,960

1,770

1,420

1,110

1,260

1,260

1,110

840

June.

725

725

620

725

1,110

725

620

620

970

840

1,420

1,590

1,110

1,960

1,260

1,110

970

840

725

620

620

525

525

July.

440

367

367

OA7

OA4.

I3C\A

304

248

248

248

248 -me

198

198

248

198

9JQ

248 -1QQ

248

on>i

367

304

367

248

Aug.

248

248

198

153

1 CO

198

1 CO

1 CO

248

970

440

367

367

304

304

198

198

248

248

198

248

198

153

Sept.

198

153

153

198

153

153

198

153

153

198

198

198

153

198

198

1 IS

153

153

198

248

198

153

248

198

248

Oct.

248

198

198

248

153

153

153

153

198

153

198

248

 198

198

198

153

153

198

153

153

248

198

198

248

248

198

198

248

198

198

Nov.

198

198

153

153

198

1 CO

198

248

1 =.3

1 EO

1 EO

198

1 CO

153

198

198

198

153

198

525

304

367

367

304

525

Dec.

440

440

367

440

248

248

coc

4AC\

440

oc7

367

440

2,150

1,260

800

700

500

j-fift

400

400

300

300

300

250

250

200

150

150

150

NOTE. Daily discharge Jan. 1 to 6, 12 to 21, 23, and 30, also Dec. 17 to 31, estimated on the basis of discharge at other Delaware River stations. Daily discharge for the remainder of the year based on a well 

defined rating curve.
NORTH ATLANTIC COAST. 223

Monthly discharge of East Branch Delaware River at Hancock, N. Y., for 1909. 

[Drainage area, 920 square miles.]

Month.

July....................................

Discharge in second-feet.

Maximum.

22,000 

30,100 

8,020 

10,600 

14,600 

1,960 

440 

970 

248 

248 

525 

2,150

30,100

Minimum.

250 

970 

1,110 

2,350 

840 

525 

198 

113 

153 

153 

153 

150

113

Mean.

3,310 

5,610 

2,780 

4,040 

3,750 

963 

289 

240 

180 

196 

223 

461

1,810

Per 

square 

mile.

3.60 

6.10 

3.02 

4.39 

4.08 

1.05 

.314 

.261 

.196 

.213 

.242 

.501

1.97

Run-off 

(depth in 

inches on 

drainage 

area).

4.15 

6.35 

3 48 

4.90 

4.70 

1.17 

.36 

.30 

.22 

.25 

.27 

.58

26.73

Accuracy.

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

DELAWARE RIVER AT PORT JERVIS, N. Y.

This station, which is located at the toll bridge over Delaware 

River at Port Jervis, was established for the United States Weather 

Bureau by Irving Righter, city engineer, Port Jervis, N. Y., October 

12, 1904, and is maintained to obtain data for flood predictions. 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.

The gaging section is affected by ice to a greater or less extent 

each winter.

The chain gage is attached to the toll bridge, from which discharge measurements are made. Considerable difficulty has been 

experienced in maintaining the datum of the 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 elevation of 

the datum of the gage is 414.89 feet above mean sea level. A 

correction varying from +1.7 to +2.0 feet has been applied to 

gage heights prior to September 4, 1908, so that all gage heights 

published by the Survey refer to the same datum.

Conditions of flow at this point are constant, and a good rating 

curve has been developed for low and medium stages. Careful comparisons of the records of this station with those obtained at 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.
224 SURFACE WATEE SUPPLY, 1909, PAET I.

Information in regard to this station is contained in the annual 

reports of the State engineer and surveyor, State of New York.

Discharge measurements of Delaware River at Port Jervis, N. Y., in 1909.

Date.

July 6

Aug. 23

Nov. 16

17

Hydrographer.

K. C. Gram...............................................

W. G. Hoyt. ..............................................

.....do....--.......-.---.............----.-................

Width.

Feet. 

529

498

264

263

Area of 

section.

Sq.ft. 

1,610

1,690

610

689

Gage 

height.

Feet. 

1.85

1.65

95

1 07

Discharge.

Sec.-ft. 

1,010

879

354

432

Daily gage height, in feet, of Delaware River at Port Jervis, N. Y.,'for 1909. 

[J. M. Dolph, observer.]

Day.

1...............

2...............

3.. .............

4...............

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...-.-...-.--..

31...............

Jan.

2.5

2.5

2.5

2.4

2.8

Q fi

10.0

fi s

5.2

4.7

4 H

4.3

3.8

3.5

3.7

3.9

3.1

2.8

2.7

2.7

3.1

3.2

3.2

6.7

6.8

5.8

4.6

4.2

4.0

Feb.

3.4

2.9

2.8

3.2

3.2

6.2

5.1

4.4

4.0

4.8

4.5

4.7

5.5

7.5

6.7

Q 9

17.7

7.1

7.2

9

0

7.8

6.6

6 9

Mar.

5.1

4.7

4.7

4.4

4.1

4.0

4.0

3.8

3.8

6.8

e o

5 9

4.7

4 <\

4.2

4.0

4.0

3.8

3.6

3.5

3 9

3.0

^ n

7.5

6.5

6.4

6.0

5.7

5.3

Apr.

5.0

4.0

5.1

K C

5.2

5.0

4.6

4.1

3 Q

3.9

7.6

8.4

7.6

7.0

6.8

6.4

5.6

5.1

5.0

K 0

5.0

4

K

4

K

4.4

4 9

May.

6.5

8.5

7.5

7.2

7.5

7.5

7.0

7.4

6.8

5.4

6.6

7.0

6.0

5.2

4.8

4.5

4.0

3.6

3.8

3.6

3.4

3 f\

2.7

3.2

3 9

3.4

3.2

3.0

June.

2.8

2.8

2 4

2.0

2.7

3.6

3 A

2.8

3.0

3.2

3.6

3.4

4.0

4 0

4.0

3.8

4.1

4 ft

4.2

4.0

3.6

3.2

3.0

2.7

2.7

2.7

2.7

2.5

2.5

July.

2.5

2.4

2.2

2.1

1.9

1.7

1.7

1.7

1.7

1.6

1.6

1.4

1.4

1.4

1.4

1.8

1.5

1.5

1.8

1.6

1.5

1.7

1.8

1 9

1 9

1.9

' 1.7

1.6

1.6

1.5

Aug.

1.5

1.4

1.4

1.4

1.4

1.3

1 9

 1.2

1.2

1.3

1 1

1.2

1 9

1.2

1.4

1.8

2.2

2.0

1 9

1 6

1.6

1.3

1 ^

1.2

1.0

Sept.

1.0

1.0

.9

.9

.9

9

.9

9

.9

.9

1.2

1.1

1.0

1.0

1.0

1.0

1.2

1.1

1.0

.9

.9

1.0

1.0

1.0

1.0

1.3

1.2

Oct.

1.1

1.0

1.0

1.0

.8

.8

.8

.8

.8

1.0

1.0

1 9

1.2

1.1

1.0

g

g

1.0

1.0

1.0

1.2

1.2

1.2

1.1

1.1

1.1

1.0

Nov.

1.1

1.1

1.1

1.1

1.0

1.0

1.0

1.0

.9

.9

.9

.8

1.0

1.0

1,1

1.1

1.1

1.1

9

9

.8

1.4

1.0

1.0

1.5

1.3

Dec.

1 5

1.5

1.5

1.4

1.4

1.3

1.5

1.4

1.3

1.3

1 3

1.5

2.3

3

n

3.3

3 1

2.8

9 7

2.7

2 7

9 fi

2.6

2.5

2.5

2.5

2.3

9 Q

2.1

2.1

2.3

NOTE. Ice conditions Janl 1 to 5 and Dec. 19 to 31.
NOKTH ATLANTIC COAST. 225 

Daily discharge, in second-feet, of Delaware River at Port Jervis, N. Y'., for 1909.

Day.

1..........

2. .........

3..........

4..........

5. .........

6. .........

7. .........

s

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16.. ........

17..........

18..........

19..........

OA

21..........

23..........

24..........

25..........

26. .........

27..........

28..........

29. .........

30..........

31..........

Jan.

1,000

1,000

1,800

19,200

12,500

8,630

7 880

7,160

5,510

4,640

5,210

5,820

2,840

2,610

2,610

0 KCA

3,820

3,820

18,600

13,500

10,700

8,250

6,810

6,140

Feb.

3,070

2,840

3,820

3,820

15,700

10,200

7,520

6 1 4ft

9

AOA

11,100

7,880

8/630

9,830

30, 500

18,600

36,500

108,000

21, 800

37,300

18,000

15,700

Mar.

10,200

8,630

7,520

6,470

6,140

6,140

5,510

5,510

io 9ftft

10, 700

9,830

8,630

7 880

6^810

6,140

6,140

5,510

4,920

4 640

3' 820

3,310

4,640

17,400

16,800

14,600

13,000

11,100

Apr.

7,520

6,140

7,520

6,470

12, 100

10, 700

9

CQA

8,250

6,470

5,820

5,820

23,900

9/1 cr\f\

ift sftft

12, 500

in 9ftft

9,830

11,100

9,830

7 880

7,880

7,520

9 

' 830

May.

17,400

31,200

23,900

9O (VIA

23,200

19,200

11 600

18,000

OA CAA

14,600

10, 700

9,020

9,830

7,880

7,160

6,140

4,920

5,510

4,920

4,360

3,310

3,820

3,820

3,310

June.

2,840

2,840

2,000

1,340

4

QOA

2,840

3

QOA

4 Q9ft

4,360

6,140

6,140

5,510

6,470

6,810

4,920

2,610

2,610

2,610

July.

1,650

1 4dn

1,200

Qfifi

Qfift

855

855

680

680

680

680

680

1,080

765

765

1,080

855

765

Qfift

1,080

1,200

1,200

ofin

855

855

765

Aug.

765

765

680

680

680

680

600

525

525

525

600

600

525

525

525

680

1,080

1,650

1,340

1,200

1 '855 080

855

680

600

600

600

525

525

390

Sept.

330

330

330

330

330

330

330

330

eoe

AKK

390

QQA

KOK

455

330

330

330

330

390

390

390

600

525

Oct.

455

390

390

qofi

275

275

275

275

97 e

97>i

QGfi

390

525

525

AKK

QQA

330

OOA

330

QQA

390

390

525

525

AKK

455

455

390

Nov.

455

455

455

455

qon

390

330

330

QOA

97^

275

275

390

455

455

455

455

330

330 971;

971;

680

680

390

OQA

765

600

Dec.

765

765

765

680

680

680

(if\f\

765

680

600

600

600

765

1,820

3,310

4,090

3,560

2

QAf\

2,200

1,700

1,400

1,200

1 200

1,000

1 nftft

I

AAfl

800

800

QAf|

700

fiftrt

NOTE. Daily discharges Jan. 1 to 5 and Dec. 19 to 31 estimated on the basis of an intercomparison oi discharge at Delaware River stations. Daily discharges for open-water conditions obtained from a rating 

curve which is well defined below discharge of 27,500 second-feet.

Monthly discharge of Delaware River at Port Jervis, N. Y.,for 1909. 

[Drainage area, 3,250 square miles.]

Month.

-*>»~'

April....................................

July.....................................

Discharge in second-feet.

Maximum.

42,800 

108,000 

23,900 

30, 500 

31,200 

9,020 

2,190 

1,650 

600 

525 

765 

4,090

108,000

Minimum.

1,000 

2,840 

3,310 

5,820 

2,610 

1,340 

680 

390 

330 

275 

275 

600

275

Mean.

9,090 

18, 200 

9,350 

11.500 

12,100 

4,140 

1,030 

725 

395 

387 

417 

1,260

5,620

Per 

square, 

mile.

2.80 

5.60 

2.88 

3.54 

3.72 

1.27 

.317 

.223 

122 

.119 

.128 

.388

1.73

Run-ofi 

(depth in 

inches on 

drainage 

area).

3.23 

5.83 

3.32 

3.95 

4.29 

1.42 

37 

26 

14 

14 

14 

= 45

23.54

Accuracy.

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

90562° WSP 261 11 15
226 SURFACE WATEE SUPPLY, 1909, PART I.

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 form 

a basis for estimates of the total flow of the river to tidewater, 

necessary for the solution of navigation problems, and, in conjunction with records obtained at other stations in the drainage area, 

are 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 attached to the bridge has remained 

the same during the continuance of the station. Discharge measurements are made from the bridge. 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.

Discharge measurements of Delaware River at Riegelsville, N. J., in 1909.

Date.

Apr. 22

July 9

Sept. 4 a

Hydrographer.

.....do.....................................................

Width.

Feet. 

508

449

437

Area of 

section.

Sq.ft. 

6,130

3,480

3,160

Gage 

height.

Feet. 

8.01

2.60

1.82

Discharge.

Sec.-ft. 

21,900

2,710

1,360

a Strong wind blowing upstream.

Discharge measurements of Delaware division, Pennsylvania Canal, at Riegelsville, N. /.,

in 1909.

Date.

Apr. 22

July 9

Sept. 4

Hydrographer. Width.

Feet.

34

Area of 

section.

Sq.ft.

214

Gage 

height .»

Feet. 

8.01

2.60

1.90

Discharge.

Sec.-ft. 

222

257

261

a River gage.
NORTH ATLANTIC COAST. 227

Daily gage height, in feet, of Delaware River at Riegelsville, N. J.,for 1909. 

[John H. Deemer, observer.]

Day.

1...............

2.... ...........

3...............

4...............

5.. .......... ...

7...............

8...-....--...-.

9.... .. .........

10... .......... ..

11.....:.........

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19

20. ..............

22...............

23...............

24. ..............

26...............

27...............

28...............

29...............

30

31...............

Jan.

2.81

2.64

2.89

3.21

3.48

8.65

16.55

10.80

8.26

7.12

6.62

6.08

' 5.54

5.00

4.66

4.44

3.98

4.05

4.02

3.64

3.90

3.86

4.06

4.30

5.06

9.32

7.98

6.75

5.86

5.31

4.92

Feb.

4.31

4.05

4.06

3.94

4.09

4.41

5.56

7.29

6.22

5.65

7.78

7.68

6.96

6.61

7.01

8.42

13.19

12.74

10.29

12.70

19.48

14.28

11.34

12.46

14.38

13.60

11.52

9.82

Mar.

8.88

8.00

7.54

7.22

6.65

5.86

6.02

5.95

6.10

6.60

8.90

7.54

7.05

6.68

6.29

6.01

5.60

5.32

5.22

4.98

4.80

4.68

4.54

5.11

9.62

10.52

8.80

8.49

8.14

7.56

Apr.

7.01

6.71

6.50

6.58

6.76

6.38

6.56

6.84

6.26

5.85

5.49

5.21

5.78

9.62

12.09

10.72

9 19

8.18

7.50

7.88

8.00

7.79

8.49

8.06

7.44

6.99

6.79

6.70

8.34

May.

9 85

12.75

12.59

10.95

11.44

10.40

9 20

8.85

7.90

7 98

9.86

8.60

6.72

6.46

6.02

5.69

5.24

5.01

4.99

4 79

4.51

4.40

4.50

4.66

4 48

4.32

June.

4.12

3.83

3.81

3 74

4.20

4 49

4.22

4.10

4.05

4.34

4.21

4.78

4.64

5.89

5.78

4.72

4.39

4.12

4.04

3.86

3.66

3.59

3.50

July.

3.32

3.11

3.00

2.76

2.78

2.71

2.62

2.55

2.52

2.48

2.52

2.42

2.42

2.62

2.58

2.44

2.46

2.38

2.30

2.41

2.64

3.26

3.01

2.94

2.88

2.76

2.82

2.60

2.54

Aug.

2.41

2.36

2.10

2.14

2.12

2.06

2.12

2.10

2 nn

1.99

2.12

2.41

2.48

2.79

2.80

2.79

2.58

2.50

2.48

2.28

2.26

2.16

2.09

1.98

2.00

1.99

Sept.

1.95

1.91

1.92

1 86

1.86

1.81

1.89

1.86

1.78

1.78

2.16

2.11

2.11

2.10

2.05

2.10

2.31

2.04

2.08

2.00

1.96

1.98

2.10

2.32

2.18

2.16

2.22

2.05

2.15

Oct.

2.16

2.11

1.99

2.08

2.00

1.90

1.95

1.94

1.86

1.89

2.01

2.29

2.05

2.05

2.06

2.04

1.99

2.08

1.92

1.98

2.01

1.95

2.04

2.21

2.15

2.08

2.05

2.01

1.99

1.92

Nov.

1.96

2.01

1.78

1.89

1.96

1.88

1.88

1.90

1.88

1.81

1.84

1.90

1.74

1.81

1.85

1.89

1.79

1.91

1.98

1.94

2.12

2.24

2.14

2.00

2.16

2.14

Dec.

2.18

2.20

2.22

2.21

2.05

2.19

2.24

2.19

2.21

2.01

2.01

1.92

2.11

7.04

5.62

4.89

4.38

3.94

3.32

3.22

3.04

2.92

2.81

2.98

2.86

2.98

2.58

2.66

2.49

2.32

2.20

NOTE. Some ice running and slush ice in the first part of January. Ice conditions Dec. 26-31: Kiver 

frozen over Dec. 30 and 31. No water flowing in canal Jan. 1 to Mar. 18 and Dec. 20-31.

Daily discharge, in second- feet,of Delaware River at Riegelsville, N. J.,for 1909.

Day.

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.

3,050

2,680

3,240

4,030

4,750

24,800

76,700

36,900

22,900

17,600

15,500

13,400

11,400

9,500

8,360

7,640

6,190

6,400

6,310

5,190

5,950

5,830

6,440

7,190

9,700

28,300

21,500

16,100

12, 600

10,600

9,230

Feb.

7,220

6,400

6,440

6,070

6,530

7,540

11,500

18,400

13,900

11,800

20,600

20, 100

16,900

15,500

17, 100

23,600

52,400

49,300

33,800

QQ inn

60,100

40,200

47 500

go' 800

55,300

41,300

31, 100

Mar.

26,000

21,600

19,500

18,000

15,600

13,600

12,600

13,200

12, 900

13,500

15,400

26, 100

19,500

17, 300

14,200

11,600

10, 600

10,300

9,430

8,820

8,420

7 960

9 880

30,000

35,200

24,000

22,300

19, 600

Apr.

17, 100

15, 900

15,000

15,400

16, 100

15,200

14, 600

15,300

16,400

14,100

12,500

11,200

10,200

12,300

30,000

45,000

27,200

22,500

21,000

21,600

20, 600

94 nnn

17, 100

15,800

23,200

May.

31,300

49,400

48, 300

37,800

40,800

34, 500

27, 700

25,800

26, 10T

21, 100

21,500

31,300

24, 500

19,800

17,400

15,900

14,900

13,400

13,200

11 900

10,700

9,530

9 470

7,860

7; 510

7 s*3ft

7,770

7,250

June.

6,620

5,830

5,680

5,480

5,800

6,870

8,850

7,800

6,930

6,560

6,400

6,400

7,320

7,060

6,900

8,750

8,990

12,700

9,810

7,480

5,250

4 800

4,480

July.

4,310

3,780

3,500

3,140

2,940

2,990

2,830

2,640

2,500

2,440

2,360

2,440

2,240

2,280

2,240

2,640

2,280

2,320

2,160

2,680

3,360

3,210

3,080

2,600

2,480

Aug.

2,220

2,090

2,120

1,940

1,940

1,870

1,800

1,660

1,730

1,690

1,600

1,690

1,660

1,500

1,480

1.690

2,220

2,360

3,010

3,030

3,010

2,560

2,400

1,970

1 940

1 ? 760

l'640

L470

1,500

1,480

Sept.

1,420

1,360

1,380

1,290

1,290

1,220

1,340

1,290

1,170

1,170

1,760

1,680

1,680

1,660

1 600

1,580

2,030

1,560

i ^nn

1,470

1,660

2,050

1,800

1,760

1,870

1,740

Oct.

1,760

1,680

1,480

1,480

1,630

1,500

1,350

1,420

1,410

1,290

1,340

1,520

1,990

1,580

1,580

1,600

1,560

1,480

1,630

1,470

1,520

1,420

1,560

1,850

1,740

1,630

1 CCA

1,480

1,380

Nov.

1,380

1,440

1,520

1,420

1,440

1,290

1,170

1,340

1,440

1,320

1,320

1,350

1,320

1,220

1,260

1,350

1,120

1,220

1,280

1,340

1 190 I'seo

1,470

1,410

1,690

1,900

1,730

1,760

1,730

Dec.

1,800

1,830

1,870

1,850

1,580

1,810

1,900

1,810

1,850

1,520

1,520

1,380

1,680

17,300

11,700

9,130

7,450

6,070

4,310

4,050

3,600

3,310

3,050

3,450

3,170

3,100

2,100

2,460

2,140

1,840

1,650

NOTE. These discharges are based on a rating curve that is well defined between 1,100 and 80,000 

second-feet. Discharges Dec. 26 to 31 reduced 10 per cent from open-channel rating because of ice 

conditions.
228 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Delaware River at Riegelsville, N. J.,for 1909. 

[Drainage area, 6,430 square miles.]

Month.

May....................................

July....................................

Discharge in second-feet.

Maximum.

76,700 

99, 100 

35, 200 

45,000 

49,400 

12,700 

4,310 

3,030 

2,050 

1,990 

1,900 

17,300

99,100

Minimum.

2,680 

6,070 

7,960 

10,200 

7,250 

4,480 

2,010 

1,470 

1,170 

1,290 

1,120 

1,380

1,120

Mean.

13, 500 ' 

29,600 

16,800 

19, 400 

20, 100 

7,190 

2,800 

1,980 

1,550 

1,540 

1,410 

3,630

9,830

Per 

square 

mile.

2.10 

4.60 

2.63 

3.06 

3.17 

1.16 

.477 

.350 

.283 

.281 

.261 

.589

1.53

Run-off 

(depth in 

inches on 

drainage 

area).

2.42 

4.79 

3.03 

3.41 

3.66 

1.29 

.55 

.40 

.32 

.32 

.29 

.68

21.16

Accuracy.

A. AA. 

A. 

A. 

A. 

A. AA. 

A. 

A. 

A.

NOTE. In order to obtain the discharge per square mile and the run-off depth in inches 270 second-feet 

were added Mar. 19 to Dec. 19, 1909, before computing the discharge per square mile. Hence the first 

three columns contain the actual discharge available in the river, while the remaining two columns represent the actual run-oflf from the drainage area above Riegelsville, including the discharge of the canal. See 

description, p. 226.

WEST BRANCH DELAWARE RIVER AT HANCOCK, N. Y.

This station, which is located at the toll suspension bridge, half a 

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, was established October 15, 1902, and has since been maintained in cooperation with the New York State engineer department 

and with the United States Weather Bureau since January 1, 1908.

Oquaga Creek, which drains the eastern portion of Broome County, 

is the nearest important tributary to West Branch Delaware River. 

It enters from the right, about 10 miles upstream from the gaging 

station.

The datum of the chain gage attached to the toll bridge has 

remained the same since the establishment of the station. Discharge 

measurements are made from the suspension bridge or by wading. 

Conditions for accurate ratings can not be considered good. The 

high-water stage is probably affected by backwater from East Branch 

Delaware River. The low-water stage is controlled by riffles 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.

Information in regard to this station is contained in the annual 

reports of the State engineer and surveyor, State of New York.

Discharge measurements of West Branch Delaware River at Hancock, N. Y., in 1909.

Date.

July 21 a

Hydrographer. Width.

Feet. 

190

72

Area of 

section.

Sq.ft. 

168

74

Gage 

height.

Feet. 

2.75

2.48

Discharge.

Sec.-ft. 

155

51

a Measurement made at wading section.
NORTH ATLANTIC. COAST. 229

Daily gage height, in feet, of West Branch Delaware River at Hancock, N. Y.,Jor 1909.

[David Pulver, 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...............

27...............

28...............

29...............

30...............

31...............

Jan.

4.3

4.0

4.2

4.5

5.1

9.5

7.2

5.7

<; 9

5.1

4 6

4 6

3.8

3.7

3.2

4.0

3.6

3.6

4.2

4 1

4.1

7.6

6.3

5.7

5.0

4.5

4.0

4.0

Feb.

3 Q

3

0

3 Q

3 9

4 0

4.6

4.7

4.4

4.0

5.5

4 4

4 3

4.5

4.5

5

0

7.0

5.6

<; 9

o n

8

n

5.8

6.0

7.8

6.0

5.6

5 4

Mar.

4.7

4.6

4.6

4.4

3 9

'3.8

4.0

3.8

0 Q

0 Q

6.9

5.1

4.8

4.7

4.5

4.2

4 1

3.9

3.8

3

0

3.6

3 7

3.6

3.4

4.1

6.2

5.2

5.6

5.6

5.1

5.0

Apr.

4.8

4.8

5.0

5.1

4.8

4.8

5.2

5.2

5.0

4.8

4 <;

4.3

5.1

7 Q

7.0

6.1

5.6

5.2

5

0

4.9

5.0-

4.7

4.6

4.4

4.4

4.2

4.3

4.4

May.

5.9

K Q

6.6

6

0

C Q

5.6

c 9

4.4

4 7

5.1

5.5

5.0

4.8

5.0

5.7

4.5

4.7

4.4

4.2

4.0

4.0

3 Q

3.8

3.8

3.4

3.6

3.7

3.5

3.4

June.

3 9

3 9

3 9

3

1

3

0

3

Q

3

C

3 3

3 9

3 9

4.7

4.0

5.0

4.7

4.2

5.9

5 9

4.8

4 4

4.2

4.2

4

0

3 Q

3.8

3.5

3

C

3.3

3.2

July.

3 9

3 1

3

1

3 0

3 1

3

1

9 Q

2.9

2

0

9 7

2.9

2

0

2.6

2.6

2.7

2

C

2.6

o n

3

n

2

0

2 7

9 7

2 Q

3

n

3.0

3.2

9 ft

2.7

2.6

2.7

2.6

Aug.

2 7

2 a

2.7

2

ft

2.9

2

r

2 7

9 £

9 ^

2 5

2.4

2

C

9 £

2

0

3 2

3 1

9 Q

O Q

2 9

2.6

2 7

2.6

9 7

2.7

2.6

2 7

2.6

2.6

2.5

Sept.

2

/1

9 *

2.4

9 <;

2.4

2

C

2.4 9 <;

9 <;

2

r

9 fi

9 £

9 <;

2.4

2

/1

2.4

2

r

2.5

2 A

2 3

2.4

2.4

2.4

2.6

2.4

9 C

2.4

2.4

2.5

Oct.

2.4

2 4

9 °.

2.4

2 5

2.5

2.4

9 4

2

/1

2.7

2 9

9 7

2.5

2.6

2.5

2 5

9 £

2.6

2.5

2.6

2.5

2.6

2.6

2.5

2.6

2.5

Nov.

2.5

2

/1

2

C

2 4

2 5

2 5

2 ft

2.4

2

C

2.4

2

C

2.4

2 5

2.4

2

C

9 *

2 5

2.4

9 fi

2.5

2.5

2.6

2.7

2.6

2.9

2.7

2.8

Dec.

2

/1

'9 £

9 7

2.9

*> ft

2

0

2

r

2

0

2 7

2

C

2

0

2

r

9 7

3.5

3.9

3 7

3

0

3

0

3.3

3

C

3

1

3.2

3.2

3.1

3.2

3.3

3.1

NOTE. Probable ice conditions during the greater'part of January and February, also Dec. 19 to 31. 

Daily discharge, in second-feet, of West Branch Delaware River at Hancock, N. Y.,for 1909.

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...............

27...............

28...............

29. ..............

30...............

01

Jan.

150

150

200

200

2,650

8,120

3,940

2,840

2,650

1,810

1,200

790

700

348

1,000

800

615

500

500

800

1,000

900

1,520

5,000

2,500

2,100

1,660

1,000

1,000

Feb.

890

890

890

1,000

1,810

4,700

1,970

1,520

3,470

1,520

1,380

1,660

1,660

3,040

7,510

3,700

2,840

14,100

10,700

5,780

4,190

4,700

10,000

4,700

3,700

3,250

Mar.

1,970

1,810

1,810

1,520

890

790

790

790

790

7,210

2,650

2,130

1,970

1,660

1,250

1,120

890

790

790

615

700

615

468

1,120

5,230

2,840

3,700

3,700

2 650

Apr.

2.130

2,130

2,470

2,650

2,130

2,130

2,840

2,840

2,470

2,130

1,660

1,380

1,380

2,650

8,430

7,510

4,960

3,700

2,840

3,040

2,300

2,470

1,970

1,810

1,520

1,520

1,520

1,250

1,380

1,520

May.

4,440

5,780

4,190

6,340

5,500

4,190

3,700

2,840

1,520

1,970

2,650

3,470

2,470

2,130

2,470

3,940

1,660

1,970

1,520

1,250

1,000

1,000

890

790

790

615

468

615

700

538

468

June.

348

348

348

297

404

790

538

404

348

348

1,970

1,380

1,000

2,470

1,970

1,520

1,250

4,440

2,840

2,130

1,520

1,250

1,250

1,380

890

790

538

538

404

348

July.

348

297

297

250

297

297

163

204

163

127

204

163

95

95

127

67

95

250

250

163

127

127

204

250

250

348

163

127

95

127

95

Aug.

127

95

95

127

95

204

95

67

127

67

67

67

46

67

67

163

348

297

204

250

204

95

127

95

127

127

95

127

95.

95

67

Sept.

95

67

46

67

46

67

46

67

67

67

163

95

67

46

95

95

46

67

67

46

30

46

46

46

95

46

67

46

46

67

Oct.

46

46

30

46

46

67

67

46

67

46

95

127

204

127

95

95

67

95

67

67

67

67

95

67

95

67

95

95

67

95

67

Nov.

67

67

95

67

46

67

67

95

46

67

95

46-

67

46

67

46

67

67

46

67

46

95

67

67

95

127

95

204

127

163

Dec.

95

67

127

204

163

163

67

163

127

67

163

67

127

538

890

700

404

404

300

200

200

200

150

150

100

100

100

100

75

75

75

NOTE. Daily discharges for open water conditions based on a fairly well-defined rating curve. Discharges for Jan. 1 to 6,12,17,19 to 23, 24 to 28, and Dec. 19 to 31 corrected for ice conditions by comparison 

of discharge at Delaware River stations. Other days In January and, Feb. 1 to 5 were probably more or 

less affected by ice.
230 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of West Branch of Delaware River at Hancock, N. Y.,fcr 1909. 

[Drainage area, 680 square miles.]

Month.

March.... ...............................

April....................................

June................... .................

July.....................................

September. .............................

November ..............................

The year. .........................

Discharge in second-feet.

Maximum.

14,000 

14,100 

7,210 

8,430 

6,340 

4,440 

348 

348 

163 

204 

204 

890

14,100

Minimum.

150 

348 

468 

1,250 

468 

297 

67 

46 

30 

30 

46 

67

30

Mean.

2,090 

3,680 

1,830 

2,620 

2,320 

1,140 

189 

127 

65.2 

78.2 

79.5 

205

1,180

Per 

square 

mile.

3.07 

5.41 

2.69 

3.85 

3.41 

1.68 

.278 

.187 

.096 

.115 

.117 

.301

1.74

Run-off 

(depth in 

inches on 

drainage 

area).

3.54 

5.63 

3.10 

4.30 

3.93 

1.87 

.32 

.22 

.11 

:13 

.13 

.35

23. 63

Accuracy.

C. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

MONGATJP RIVER NEAR RIO, N. Y.

This station, which is located at the steel highway bridge at Partridge ranch, near Rio, about 6 miles above Mongaup village and about 

14 miles from Port Jervis, N. Y., was established December 8, 1906. 

The station is maintained by Charles H. Cooke, civil engineer, .of 

New York City, in cooperation with the United States Geological 

Survey and the State engineer's department of New York. On 

account of inability to obtain reliable gage readings, earlier observations at this station have not been published.

The bridge, to which the chain gage is attached, has a span of 140 

feet. The stream flows in one channel at all stages and measurements 

are made from the downstream side of the bridge, or by wading. 

The channel above the station is straight for about 500 feet and during low and medium stages is divided into two parts by a small island 

just above the bridge. The channel below the bridge is straight for 

about 200 feet when it makes an abrupt turn to the right. The banks 

on either side are of medium height and overflow only during extreme 

high stages.

Conditions for measuring at this point are fairly good except in 

low stages when the current becomes rather sluggish. Low-water 

measurements are usually made by wading at the ripples below the 

bridge. A fairly good rating curve has been developed for stages 

below 3 feet.

Discharge measurements of Mongaup River near Rio, N. Y.,for 1909.

Date.

July 24

Nov. 19<»

Hydrographer.

C. C. Covert..............................................

Width.

Feet. 

138

72

Area of 

section.

Sq.ft. 

157

60

Gage 

height.

Feet. 

1.12

.74

Discharge.

Sec.-ft. 

150

51

a Measurement made at wading section.
NORTH ATLANTIC COAST. 231

Daily gage height, in feet, of Mongaup River near Rio, N. Y.,for 1909. 

[Mrs. C. S. Rolles, observer.]

Day.

1. ......

2.......

3.......

4. ......

5. ......

6. ......

7.......

8. ......

9.......

10.......

11.......

12.......

13.......

14. ......

15.......

Aug.

0.66

.69

.70

.74

.66

.69

.69

.80

Sept.

0.72

.74

.72

.69

.72

.69

.66

.66

.66

.78

.86

.82

.78

.72

.72

Oct.

0.74

.68

69

.64

.68

.65

.62

.59

.62

.70

.79

.82

80

.69

Nov.

0.68

.69

.64

.69

.72

.70

.68

.68

.69

.70

.70

.69

.68

.70

Dec.

0.80

.78

.85

.78

.78

.72

.62

.74

.78

.75

.88

.90

1.80

1.60

Day.

16.......

17.......

18.......

19.......

20. ......

23. ......

25. ......

26. ......

27. ......

28. ......

29.......

30.......

31.......

Aug.

0.92

1.09

1.14

.95

.89

.84

.76

.79

.75

.74

' .74

.75

.74

Sept.

0.69

.76

7K

.66

.69

fid

.69

.62

.72

.80

.68

.66

.72

.75

.76

Oct.

0.66

.75

.69

.68

.68

68

.69

.72

.78

.78

80

.80

.79

.78

.76

.74

Nov.

0.70

.65

.65

.64

.66

.64

.64

.66

.68

.70

.78

.88

.91

.78

.78

Dec.

1.30

1.15

1.25

1.25

1.25-

1.40

1.42

NOTE. Ice conditions prevailed during the greater part of December.

Daily discharge of Mongaup River near Rio, N. Y.,for 1909. 

[Drainage area, 189 square miles.]

Day.

1.......

2.......

3. ......

4.......

5.......

6.......

7. ......

8. ......

9.......

10.......

11.......

12. ......

13.......

14.......

15. ......

Aug.

39

44

45

52

39

44

44

63

Sept.

49

52

49

44

49

44

39

39

39

59

77

68

59

49

49

Oct.

52

42

44

36

42

38

33

29

33

45

52

61

68

63

44

Nov.

42

44

36

44

49

52

45

42

42

44

45

45

44

42

45

Dec.

63

50

74

59

59

49

33

52

38

59

54

81

86

445

345

Day.

16.......

17.......

18.......

19.......

21.......

22.......

23.......

24.......

26.......

27.......

28.......

29.......

30. ......

31.......

Aug.

92

327

164

1 99

100

84

72

56

61

54

52

52

52

^4.

Sept.

44

56

54

39

44

44

44

33

49

42

39

49

54

Oct.

39

54

44

42

42

42

44

49

59

59

63

61

59

Nov.

45

38

38

36

39

36

36

39

42

45

59

81

89

59

CQ

Dec.

220

168

ISO

150

140

130

120

NOTE. The above daily discharges are based on a well-defined rating curve. Discharges for Dec. 18 to 22 

are estimated because of ice conditions.

Monthly discharge of Mongaup River near Rio, N. Y.,for 1909. 

[Drainage area, 189 square miles.]

Month.

Aug. 8-31 ...............................

Dec. 1-22........................... ...

Discharge in second-feet.

Maximum.

327 

77 

68 

89 

445

Minimum.

.39 

.33 

. .29 

.36 

.33

Mean.

79.7 

49.2 

48.7 

46.7 

119

Per 

square 

mile.

0.422 

.260 

.258 

.247 

.630

Run-off 

(depth in 

niches on 

drainage 

area).

0.38 

.29 

.30 

.28 

.52

Accuracy.

A. 

A. 

A. 

A. 

B.
232 SURFACE WATER SUPPLY, 1909, PART I.

NEVERSINK RIVER AT GODEFFROY, N. Y.

Neversink River is formed by the confluence of the East and West 

branches of Neversink Cre'ek, in the western part of Ulster County, 

and flows southward across Sullivan and Orange counties into 

Delaware River at Port Jervis.

Its principal tributaries are Sheldrake Creek, which comes in from 

the west through a chain of lakes and joins the river at Thompsonville, about 25 miles from the mouth; and Bush Kill, a small tributary from the same side, joining at Oakland Valley, some 12 miles 

farther downstream. From the east Basher Kill, a tributary of 

considerable importance, formed by Pine Kill and Gamauer Brook, 

flows into the Neversink near Godeffroy, about 9 miles from Port 

Jervis, and just above the gaging station which is located at the 

suspension highway bridge at this point.

The river drains a narrow valley along the southern slope of the 

Catskill Mountains. There are several reservoirs in the upper 

watershed, two of which are now in use. The principal power is 

located at Roses Point, near Cuddybackville, in the vicinity of the 

old Delaware and Hudson Canal. About half a mile above this 

point a low concrete dam diverts water through the old feeder ditch 

to the plant. This plant supplies Port Jervis, Middletown, and other 

small places in the vicinity with electric light and power.

The gaging station is located at the suspension highway bridge 

about half a mile east of the town of Godeffroy and 8 miles above the 

mouth of the river. A staff gage was established at this point August 

4, 1903, and was washed out October 9 in the same year. The station was reestablished August 22, 1909, to obtain general and statistical data regarding the flow of the Neversink, and is maintained in 

cooperation with the State engineer's department.

An enameled iron staff gage was bolted to the river face, downstream end of the left abutment. This gage was removed by a flood 

January 21, 1910, and a chain gage was fastened to the left hand 

downstream tower on August 1, 1910, at the same datum. This 

datum is 0.98 foot lower than that of the gage of 1903; therefore all 

previously published gage heights for this station should have 0.98 

foot added in order to apply to the present datum. The new gage 

datum has remained the same during the maintenance of the station 

Conditions are good for accurate discharge measurements at the suspension bridge during the open-water period, except for extreme low 

water, when wading measurements at various sections have to be 

resorted to, or a bridge about 1 mile farther downstream used. The 

area of the drainage basin above the station is 314 square miles; 1 

area above mouth is 346 square miles.1 Information in regard to, 

this station is contained in the annual reports of the State engineer 

and surveyor, State of New York.

1 Taken from Bien's Atlas of New York.
NORTH ATLANTIC COAST. 233 

Discharge measurements of Never sink River at Godeffroy, N. Y., in 1909.

Date.

Aug. 21

22

Nov. 20«

Hydrographer.

C. C. Covert ...............................................

Width.

Feet. 

157

154

40

Area of 

action.

Sq.ft. 

495

532

32

Gage 

height.

Feet. 

2.84

2 70

2.10

Discharge.

Sec.-ft. 

298

202

31

a Measurement made at wading section 800 feet below mouth of Basher Kill. 

NOTE. See also miscellaneous measurement^, p. 294.

Daily gage height, in feet, of Neversink River at Godeffroy, N. Y.,for 1909. 

[Mrs. Wm. Morgan, observer.]

Day.

1. ......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

Aug. Sept.

2.40

2.52

2.48

2.40

2.42

2.48

9 4fl

2.45

2.45

2.52

2.50

2.55

2.48

2.60

2.55

Oct.

2.60

2.60

2.60

2.70

2.55

2.60

2.60

2.55

2.55

2.60

2.60

2.60

Nov.

o 7*;

2.65

2.75

2.75

2.70

2.70

2.75

2.70

2

7K

2.75

2.65

2.65

2.75

2.75

Dec.

2.45

2.50

2.50

2.35

2.55

2.45

2.60

2.65

2.65

3.20

3.94

3.68

Day.

16......

17......

18......

19......

on

21. .. .

22. .. .

23. .. .

26. .. .

27. .. .

28. .. .

29. .. .

30. .. .

31......

Aug.

2.85

2.72

2.55

2

7Q

2.35

2 40

2.58

2.42

2.50

Sept.

2.50

2.50

2.50

2.60

2.65

2 go

2.60

2.55

2 50

2.55

2

KA

Oct.

2.55

2.50

2.55

2.60

2.60

2.55

2.65

2.75

2 60

2.80

2.75

2 go

Nov.

2.75

2.65

2.80

2.60

2.50

2.50

2.65

2.70

2.70

2.60

Dec.

2.60

2.55

2.45

2.55

2.40

2.65

2.65

2.55

2.55

2.55

NOTE. River reported frozen over Dec. 25.

PATTLINS KILL AT COLUMBIA, N. J.

Paulins Kill rises on the east slope of Kittatinny Mountain, in central Sussex County, N. J., and flows south westward 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.

The gaging station was established August 1, 1908, by Messrs. 

Meikleham & Dinsmore, through whose courtesy records have been 

furnished for publication.
234 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Paulins Kill River at Columbia, N. J., for 1909.

Day.

I....

2....

3....

4....

5....

6....

7....

8....

9....

10....

11....

12....

13....

14....

15....

Jan.

1.00

1.01

1.10

1.13

1.19

3.28

3.95

2.02

2.12

1.80

1.68

1.65

1.62

1.58

1.41

Feb.

1.57

1.35

1.30 1:15

1.13

1.31

1.95

1.62

1.48

1.52

3.18

2.35

1.98

1.96

2.05

Mar.

2.45

2.23

1.91

1.74

1.51

1.50

1.98

2.05

2.04

2.35

2.60

2.36

2.31

2.10

2.06

Apr.

1.87

1.83

1.78

1.76

1.77

1.75

1.74

1.59

1.53

1.50

1.42

1.40

1.38

1.40

2.80

May.

3.62

3.85

3.45

3.08

2.82

2.62

2.57

2.30

2.24

2.17

2.28

2.22

2.12

1.91

1.78

June.

1.22

1.11

1.23

1.20

1.45

1.52

1.42

1.43

1.32

1.21

1.12

1.00

1.05

1.08

1.06

July.

0.93

.91

.93

.90

.94

.92

.90

.94

.95

1.01

.96

.90

.87

1.84

1.82

Day.

16....

17....

18....

19....

20....

21....

22....

23....

24. ...

25....

26-.--

27...-

28--.-

29...-

30. ...

31

Jan.

1.60

1.65

1.62

1.56

1.52

1.54

1.55

1.56

1.56

1.61

2.18

1.81

1.70

1.64

1.62

1.58

Feb.

3.10

3.93

3.15

2.92

3.16

5.90

8.30

2.90

3.54

4.30

3.81

3.18

2.95

......

Mar.

2.02

1.88

1.79

1.74

1.73

1.70

1.70

1.71

1.68

1.67

2.78

2.J5

2.08

1.84

1.90

1.88

Apr.

2.81

2.11

2.05

2.00

2.11

2.60

2.91

2.68

3.01

2.74

2.45

2.25

2.22

2.20

3.11

May.

1.78

1.75

1.71

1.76

1.75

1.72

1.73

1.60

1.57

1.55

1.53

1.47

1.50

1.46

1.39

1.32

June.

1.02

1.00

1.42

1.59

1.21

1.19

1.16

1.14

1.11

1.12

.98

.97

.96

.93

.92

July.

0.92

.93

.94

.98

.99

.96

.97

.99

1.00

.96

.93

.91

.97

.98

1.00

.99

Daily discharge, in second-feet, of Paulins Kill at Columbia, N. J.,for 1909.

Day.

1....

2....

3....

4....

5....

6....

7....

8....

9....

10....

11....

12....

13....

14....

15....

Jan.

103

104

123

130

148

1,000

1,300

412

450

330

290

278

270

260

205

Feb.

256

188

176

138

130

178

387

270

230

240

930

550

400

390

425

Mar.

595

500

370

310

237

234

400

425

420

550

660

553

533

445

430

Apr.

353

340

325

323

324

313

310

260

245

235

210

200

198

200

747

May.

1,150

1,270

1,054

880

756

665

645

530

500

470

540

495

450

370

326

June.

150

126

152

148

218

240

210

212

180

150

127

103

113

120

115

July.

85

83

85

82

90

84

82

90

92

104

93

82

75

343

334

Day.

16.-..

17--..

18....

19....

20- ...

21....

22. ...

23. ...

24....

25. ...

26....

27...-

28.--.

29....

30....

31....

Jan.

264

278

270

252

240

247

250

252

252

267

440

334

295

276

270

260

Feb.

885

1,280

910

800

915

1.830

3,250

795

1,095

1,450

1,230

930

818

Mar.

410

360

328

310

305

295

295

300

290

288

740

465

440

340

365

363

Apr.

750

450

425

405

450

660

800

700

845

720

595

505

495

487

890

May.

326

312

300

314

312

302

304

265

255

250

245

223

235

221

200

180

June.

105

103

210

260

150

146

140

133

126

127

100

94

93

85

84

July.

84

85

90

100

102

93

94

102

103

93

85

83

94

100

103

102

NOTE. These discharges are based on a rating curve that is fairly well denned between 20 and 600 

second-feet.

Monthly discharge of Paulins Kill at Columbia, N. J.,for 1909. 

[Drainage area, 179 square miles.]

Month.

March. ......................................

May. ........................... ...

July...........................................

Discharge in second-feet.

Maximum.

1,300 

3,250 

740 

890 

1,270 

260 

343

Minimum.

103 

130 

234 

198 

180 

84 

75

Mean.

331 

753 

405 

459 

463 

144 

107

Per 

square 

mile.

1.85 

4.21 

2.26 

2.57 

2.59 

.805 

.598

Run-off 

(depth in 

inches on 

drainage 

area).

2.13 

4.38 

2.61 

2. 87 

2.99 

.90 

.69
NORTH ATLANTIC COAST. 235 

LEHIGH RIVER DRAINAGE BASIN. 

DESCRIPTION.

Lehigh River at South Bethlehem, exclusive of Monocacy Creek, 

drains 1,235 square miles, and including Monacacy Creek at high 

stages drains 1,286 square miles of territory in nine counties of Pennsylvania. The river rises in the Pocono Mountains at an elevation 

of approximately 2,000 feet above sea level and its slope is steep 

throughout its course, falling in the lower 45 miles from Mauch Chunk 

to Easton, where it joins Delaware River, about 8 feet to the mile; 

for the 40 miles above Mauch Chunk the slope is about 24 feet to the 

mile. It is crossed between Easton and Mauch Chunk by nine dams 

of the Lehigh Coal & Navigation Co., erected to deflect the water into 

the Lehigh Canal.

The river and its tributaries are much used for domestic and industrial water supplies and the canal for water power. Its head-water 

region is thinly inhabited in the eastern portion of the basin and 

contains much second-growth timber. On the west side the basin 

lies in the anthracite coal field and is much deforested; the tributaries from this side bring in large quantities of sand and culm 

from washeries and mine water.

The lower tributaries, particularly the Little Lehigh, Jordan, 

Monocacy, and Saucon creeks, drain limestone regions and are 

largely instrumental, in addition to mine water, in maintaining a 

high minimum flow.

LEHIGH RIVER AT SOUTH BETHLEHEM, PA.

This station was established by the United States Geological Survey September 22, 1902, on the New Street Bridge, connecting 

Bethlehem and South Bethlehem, and was until February 13, 1905, 

under the supervision of Prof. Mansfield Merriman, of Lehigh University. On that date the station was discontinued, to be reestablished by the Water Supply Commission of Pennsylvania at the same 

point on April 26, 1909. The present equipment consists of a 

standard chain and weight gage, similar to that previously employed, the new datum being 0.09 foot higher than the old. The 

elevation of the zero of the present gage is 210.64 feet above mean 

tide, referred to the following bench marks. All gage heights 

have been corrected to correspond to the new datum.

Bench mark No. 1. Shelf in fourth course from bottom on right-hand downstream 

corner, third pier from left bank. Elevation 223.55 feet above sea level, or 12.91 feet 

above zero of gage.

Bench mark No. 2. No. 72 of Lehigh Valley Railroad. Iron pin set in south pier 

of New Street Bridge. Elevation, 232.87 feet above sea level, or 22.23 feet above 

zero of gage.
236

The proper length of the chain from the end of the weight to the 

marker is 43.05 feet.

The initial point for soundings is a point on the handrail over the 

center of the pier between the third and fourth trusses from the 

left bank.

The channel is straight for one-third mile above station and for 

several hundred feet below the station. A low rubble dam crosses 

a portion of the channel a few hundred feet below the bridge, having 

been placed late in the fall of 1902, causing an alteration in the 

rating curve. Changes in this dam caused a further slight change 

in the rating curve between 1905 and 1909.

The left bank is low and overflows at high stages; the right bank is 

high and does not overflow. The river bed consists of sand, gravel, 

and bowlders and seems to be fairly permanent, with good velocity 

at low stages.

The ice effect at this station is probably usually negligible.

The Lehigh Canal follows the left bank and passes over Monocacy 

Creek and under the left span of the bridge; the creek also passes 

under the bridge, entering the river a short distance below. An ice 

plant and grist mill takes water from the canal and returns it to the 

river above the bridge. The canal is measured at Main Street Bridge, 

one-third of a mile above the station, and the discharge, reduced by 

the amount of tail-race flow of ice plant and grist mill, is added to the 

river discharge.

At high stages the river overflows into the canal and creek.

The original observer was H. E. Edmonds; since 1909 John E. 

Santee, toll taker on the New Street Bridge, has been the observer.

Excessive floods are known to have occurred on the Lehigh in 1862 

and 1869, when the stage reached about 21.48 feet and 20.5 feet 

respectively, as based on the present datum. The discharges were 

approximately 66,000 and 62,000 second-feet, respectively, or 53.4 

and 50.2 second-feet per square mile. On account of the congestion 

of industry between Allentown and the mouth, considerable damage 

has been done by these floods on the Lehigh.

This station since its reestablishment has been operated by the 

Water-Supply Commission of Pennsylvania, and many of the measurements have been made by students of Lehigh LTniversity, under the 

direction of the civil-engineering department.
NOETH ATLANTIC COAST. 237

Discharge measurements of Lehigh River at South Bethlehem, Pa.,in 1902-1904 and 1908-9.

Date.

1902. 

Sept. 22

Nov. 14

1903.

Aug. 3

Oct. 12

1904. 

July 21

Nov. 7

1908. 

Feb. 17

Sept. 14

1909. 

Mar. 26

Apr. 17

21

24

May 1

2

3

3

15

June 29

Oct. 2

6

13

Nov. 18

Dee. 15

16

17

1910. 

Jan. 8

22

Feb. 21

23

Mar. 1

Apr. 18

25

25

27

Hydrographer.

E. G. Paul................................................

H. A. Rice................................................

..... do....................................................

J.C.TS.oyi.. ...............................................

.....Ao...................... ......................... i....

W. C. Sawyer.............................................

R. J. Taylor........... ....................................

R . H. Bolster. ..............................................

.....do.....................................................

W. S. Com................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

C. E. Ryder...............................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

340

308

363

279

339

268

330

334

331

qqo

333

331

333

320

285

278

278

282

273

330

286

352

338

341

345

340

348

348

347

Area of 

section.

Sq. ft.

787

879

880

1,160

969

2,180

760

QOQ

1,940

674

1,739

1,920

1,518

2,084

2,058

1,219

876

675

674

752

660

1,318

796

4,523

1,521

1,907

2,908

1,908

2,835

2,675

2,219

Gage 

height.

Feet. 

2.22

2.7

2.5

3.41

2.78

6.46

2.20

5.48

1.92

5.29

4 66

4.54

4.85

6.25

6.68

6.60

6.03

5.90

3.60

2.56

1.87

1.80

1.80

2.13

1.78

3.96

3.69

3.09

2.29

13.34

4.54

5.74

8.64

5.70

7.44

7.95

6.64

Discharge.

Sec. ft. 

1,171

1.696

1,436

2,480

1,583

10,536

838

1,276

8,050

456

6,059

5,980

4,304

5,708

9,054

9,669

8,154

7,855

2,606

1,019

494

414

384

666

359

3,353

1,675

1,419

768

30,586

4,293

6,745

14,209

7,056

11.261

12,843

9,308

NOTE. All gage heights refer to datum established by Water-Supply Commission of Pennsylvania 

in 1909.

Daily gage height, in feet, of Lehigh River at South Bethlehem, Pa., for 1902-1905 and

1909.

Day.

1902. a 

I.....

2.....

3.....

4.....

5.....

6.....

7..... 

8.....

9.....

10.....

Sept. Oct.

6.0

6.0

5.2

4.65

4.55

5.45

4.95

4.30

3 9

Nov.

3.55

3.30

3.3

3.25 

3.1

2.95

2.85

Dec.

2.5

2.5

2.8

2.9

2.9

2.9

2.9 

2 9

2.45

2.45

Day.

1902.a 

11.....

12.....

13.....

14.....

15.....

16.....

17..... 

18.....

19.....

on

Sept. Oct.

3.65

5.57

5.75

4.95

4.45

4.15

3.85

3.65

Nov.

2.8

2.75

2.7

2.7

2.7

2.65

2.65

2.55

2.5

Dec.

2.5

2.6

2.65

2.7

2.7

4.3

8.6 

5.9

5.0

4.5

Day.

1902.o 

21.....

22.....

23.....

24......

25.....

26.....

27.....

28.....

29.....

30.....

 31.....

Sept.

2.2

2.1

2.07

2,7

8.35

8.0 

6.1

5, 75

5.6

Oct.

3.3

3.15

3.1

2.95

2.9

2.9

2.85 

5.15

4.8

4.3

3.9

Nov.

2.5

2.5

2.5

2.5

2.5

2.5

2.5 

2.5

2.5

2.5

Dec.

4.8

12.2

8.25

6.35

5.55

5.0

4.6 

4.2

4.0

3.9

3.8

a Canal closed during 1902 on account of flood during that year.

NOTE. Above gage heights reduced 0.10 foot to conform with change in datum made by WaterSupply Commission ol Pennsylvania in 1909.
238 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Lehigh River at South Bethlehem, Pa., for 1902-1905 and

1909 Continued.

Day.

1903.a 

1...............

^.... ...........

o

4...........--.-

6..-------......

7. .......-...---

9

10...............

19

1 1

U.. . ------------

15.-.. ...........

16...............

17...............

19.------------..

20. ....--..--.-..

21

22............---

OQ

24...--..--.-....

OK

26. ..............

27...............

28...............

30. ............. .

31...............

1904.6 

1...............

3...............

5...........----

6...............

7.. ...... .......

8..... ....... ...

9...............

10...............

11...............

13...............

15.-------.-.....

17...............

19...............

22...............

OQ

24. ..............

OK

26. ..............

97

28. ..............

30. ..............

31...............

Jan.

3.5

3.4

5.25

4.72

4.4

4.15

3.9

3.8

3.35

3.20

3.10

3.05

2.90

3.05

3.20

3.30

3.20

3.05

3.00

2.70

4.70

4.80

4.00

3.40

3.15

3.30

3.20

3.30

4.30

4.20

4.60

2.7

2.7

2.4

2.8

2.6

2.6

2.6

2.7

2.6

2.5

2.5

2.6

2.7

2.7

2.6

2.5

2.4

2.3

2.3

2.6

2.3

2.7

5.3

3.7

3.6

3.2

3.2

3.1

3.0

Feb.

44

4.3

4.1

5.0

5.0

5.0

4.9

4.7

4.4

3.8

3.8

5.0

4.7

4.4

4.1

4.2

3.4

3.3

3.4

3.4

3.4

3.4

3.4

3.3

3.3

3.2

9.3

2.9

2.7

2.7

2.6

2.7

2.8

4.0

3.8

3.4

3.0

2.9

2.8

2.7

2.7

2 7

2.6

2.6

2.5

2.5

2.5

6.43

4 EC

4.2

3.2

3.15

3.0

3.2

Mar.

10.2

7.0

5.6

4.9

4.6

4.4

4.2

4.2

4.8

4.6

4.6

4.4

4.2

4.0

3.8

3.8

3 7

3.6

2.4

2.4

4.9

6.0

9.2

6.8

5.1

4.6

4.2

3.9

4.5

3.2

3.3

3.9

3.4

10.15

9.05

c 7

5.2

4.2

4.0

3.9

3.8

3.6

3.6

3.5

A 9

4 1

4.3

4 6

5.2

5.0

4.8

4.2

4.0

4 0

Apr.

4.2

3.9

3.9

3.9

3.7

3.6

3.6

4 4

6.1

5.6

4.9

4.8

4.7

5.4

6.4

5.9

4.9

4 4

4.3

4.0

3.8

3.7

3.6

3.5

'3.4

3.3

3.3

3.2

3.1

6.5

6.65

5.6

4.6

4.4

4 9

4.2

4.3

4.2

3.9

3.8

3.7

3.6

3.4

3.3

3.2

3.1

3.0

3 A

0 A

3.0

2 Q

2.9

2

0

2.8

2 Q

3.1

3.1

3.0

May.

3.0

2 9

2.9

2.9

2 9

2.8

2.8

2.7

2.7

2.6

2.6

2.6

2.5

2.5

2.4

2.4

2.5

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.2

2.2

2.2

2.2

2.1

2.1

2.9

2.9

2.8

2.7

2.7

2.6

2

C

2.5

2.5

2.6

2.5

2.3

2.3

2.9

2.7

2.6

2.6

2

fi

2

C

2.5

2.4

2.4

2.4

2.5

2 6

2

C

2.3

2.3

2 7

June.

2.2

2.1

2.1

2.0

2.0

1.9

1.9

2.3

2.7

2.6

2.4

4.0

4.2

3.7

3.3

3.1 * n

2.9

3.4

3.2

3.9

3.6

3.4

3.2

3.0

3.6

3.3

2.7

2.9

9 fi

3.1

3

1

3 A

2.9

3.0

3.7

3.0

2 9

2.8

2 ft

2.4

2.4

2.4

2.4

2

0

2

0

2

Q

2 2

2 1

2.5

July.

3.3

3.0

2.9

2.8

2.7

2.7

2.7

9 7

2.6

2.6

2.5

2.5

2.5

2.4

2.4

2.3

2.3

2.5

3.9

3.8

3.5

3.3

3.2

3.2

3.4

3.5

3.5

3.5

3.5

3.7

4.1

2.5

2.4

2.3

2.2

2.1

9 n

2

C

3.0

3 A

2.8

2.6

2.6

2.2

2.1

2

0

2.6

2

C

2

1

2.0

2

0

3

C

3

1

2.9

2.7

2

C

Aug.

3.9

2.9

2.8

2.7

3.1

3.9

4.6

4.4

3.9

3.4

3.3

3.1

3.0

2.9

2.9

2 9

2.9

2.9

2.8

2.7

2.7

2.6

2.6

2.5

2.4

2.4

2.4

3.3

3.1

3.8

2.4

2.5

2.5

2.4

2 9

2.3

2.3

9 9.

2.9

2

K

2.3

2

0

2.4

2

O

2.2

2 9

2.1

2

O

3 AC

2.8

2.9

2 7

2

K

2.4

2

0

2 9

2 9

2.2

2

1

Sept.

3.4

3.2

3.1

2.9

2.8

2.7

2.7

2.6

2.6

2.7

2.7

2.7

2.6

2.6

3.7

3.7

3.3

3.0

2.9

2.7

2.7

2.6

2.5

2.4

2.4

2.4

2.3

2.4

2.4

2.4

2.1

2.2

2 A

2.1

2 A

2

1

2 A

2>8

2

0

2.1

2 A

2.0

3.4

3.6

2 7

2.7

2.6

2

C

2

C

2.4

2 2

2 2

2 9

2.4

Oct.

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.3

5.6

11.9

7.9

6.1

5.3

4.8

4.4

3.8

3.8

3.9

3.9

3.7

3.5

3.4

3.3

3.2

3.1

3.0

2.9

2.8

2.7

2.6

2.6

2.3

2.2

2.2

2.2

2 9

2 2

2.2

2 9

2.2

2 A

2.6

2.6

2 ft

2

C

2.4

2

0

2

0-

2.4

6.2

4.6

4.0

o 7

3.5

3

0

3 1

3.0

2.9

9 a

Nov.

2.6

2.6

2.6

2.5

2.6

2.6

2.5

2.5

2.5

2.5

2.5

2.5

2.4

2.4

2.4

2.3

2.5

3.8

3.2

3.0

2.8

2.9

2.9

2.7

2 7

2

C

2.4

2.2

2.4

2.5

2.7

2 7

2 7

2.6

2 ft

2 ft

2 ft

2

C

2

C

2

C

2

C

9 Pi

2

C

5 1

O 1

0 A

2.8

2.7

2 7

2 6

0 I

0 A

3 A

2 9

9 a

9 7

2 7

2 7

2 7

2 7

Dec.

2.4

2.3

2.3

2.3

2.4

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2.5

3.1

2.5

9 (\

2.5

2

0

4.4

6.1

4.5

4.05

3.6

3.5

3.4

3.3

3.2

2.6

2.6

2 7

2.7

9 fi

2.5

2.4

2.4

2

C

2

C

2

C

2.4

2.4

2.4

2.4

9 °.

2.4

2.4

2.3

2

O

2.4

2.4

2.4

2 9

2

0

9 *\

2

e

2.7

2.6

3.4

4.3

3.5

3

0

« Canal in operation May 21 to Oct. 11, 1933. b Canal in operation July 12 to Nov. 28, 1904.

NOTE. Above gage heights reduced 0.10 foot to conform with change in datum made by WaterSupply Commission of Pennsylvania in 1909.
FORTH ATLANTIC COAST. 239

Daily gage height, in feet, of Lehigh River at South Bethlehem, Pa,, for 1902-1905 and

1909 Continued.

Day.

1905.«

3..............

4..............

5..............

7..............

8..............

9..............

10..............

Jan.

3.4

3.4

3.4

3.4

3.3

3.3

10.15

7.9

5.9

5.4

Feb.

2.8

2.7

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

Day.

1905.« 

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

Jan.

4.6

4.5

4.3

4.1

3.8

3.7

3.6

3.6

3.5

3.5

Feb.

2.6

2.6

2.6

Day.

1905.« 

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

3.5

3.3

3.2

3.0

2.8

2.4

3.3

3.1

3.0

2.9

2.9

Feb.

a Canal in operation Apr. 18 to Nov. 28, 1905.

NOTE. Above gage heights reduced 0.10 foot to conform with change in datum made by Water-Supply Commission of Pennsylvania in 1909. '

NOTE. Canal also in operation May 22, 1906, to Dec. 2, 1906; Apr. 16,1907, to Dec. 13,1907; Apr. 16,1908. 

to Nov. 20, 1908.

Day.

1909. 

1. ..........................

2...........................

3...........................

5...........................

6...........................

8...........................

9...........................

10................ .......... -

11...........................

12...........................

13...........................

14...........................

15...........................

16...........................

17...........................

18...........................

19

20...........................

21...........................

22...........................

oq

24...........................

25...........................

27...........................

29...........................

30...........................

01

Apr.

4.46

4.30

4.11

4.01

5.70

May.

6.18

6.63

5.98

5.68

5.24

4.85

4.54

4.37

4.10

4.05

4.54

4.15

3.84

3.73

3.59

3.51

3.42

3.20

3.13

3.08

2.99

3.12

3.02

2.98

2.93

2.86

2.86

3.00

2.96

2.80

2.77

June.

2.69

2.59

2.75

2.65

2.78

3.03

3.17

2.92

2.85

2.95

2.83

2.76

2.67

2.76

2.74

2.70

2.65

3.28

3.31

3.14

2.81

2.60

2.60

2.57

2.56

2.53

July.

2.48

2.36

2.24

2.22

2.27

2.26

2.21

2.24

2.16

2.04

2.00

2.03

1.95

2.02

2.05

2.36

2.25

2.19

2.12

1.97

2.02

2.02

2.43

2.93

2.61

2.49

2.30

2.22

2.25

2.19

Aug.

1.98

2.08

2.05

2.02

1.94

1.86

1.86

1.91

1.88

1.87

1.86

1.79

1.85

1.82

1.76

2.00

1 99

2.06

2.02

1.96

1.86

1.66

1.81

1.83

1.82

1.82

1.67

1.60

1.70

1.77

Sept.

1.70

1.75

1.63

1.53

1.76

1.74

1.76

1.59

1.61

1.85

1.90

1.85

1.89

1.83

1.74

1.70

2.14

2.05

1.83

1.94

1.82

1.83

1.75

1.86

2.06

1.85

1.95

1.84

1.85

1.80

Oct.

1.78

1.70

1.66

1.78

1.74

1.65

1.74

1.70

1.63

1.55

1.71

2.00

2.23

2.00

1.90

1.73

1.58

1.90

1.77

1.72

1.78

1.73

1.64

1.67

2.06

1.94

1.94

1.86

1.81

1.71

1.59

Nov.

1.82

1.72

1.74

1.78

1.72

1.74

1.60

1.80

1.76

1.76

1.78

1.75

1.65

1.55

1.62

1.74

1.63

1.64

1'.71

1.72

1.58

1.74

1.73

1.65

1.68

1.63

1.73

1.75

1.80

1.66

Dec.

1.90

1.88

1.87

1.86

1.84

1.92

1.84

1.87

1.88

1.74

1.70

1.50

1.90

6.42

4.38

3.60

3.14

3.01

2.68

2.62

2.43

2.43

2.42

2.34

2.32

2.19

2.27

2.21

2.18

2.11

2.21

NOTE. Water withdrawn from canal level below Lock No. 42 and just above New Street Bridge, Bethlehem, Jan. 1,1909, and restored Mar. 13,1909. It was again withdrawn on Dec. 17, 1909, and not restored 

during the remainder of the mouth.
240 SURFACE WATEE SUPPLY, 1909, PART I.

Rating tables for Lehigh River at South Bethlehem, Pa. 

Sept. 22 to Dec. 2,1902.

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:

615

700

790

885

985

1,100

1,220

1,340

1,470

1,610

1,750

1,900

2,050

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.

2,210

2,370

2,540

2,710

2,890

3,070

3,260

3,450

3,650

3,860

4,070

4,290

4,510

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

Discharge.

Sec.-ft.

4,740

4,970

5,200

5,430

5,670

5,910

6,150

6,390

6,880

7,380

7, 880

8,380

8,900

Gage 

height.

Feet.

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

Discharge.

Sec.-ft.

9,420

9,940

10,470

11,010

11,550

12,100

12,660

13,220

13,780

14, 360

14,940

15, 520

NOTE. Theabove table is not applicable for ice or obstructed channel conditions. It is based on three 

discharge measurements made during 1902 and the form of the later curves, and is well defined between gage 

heights 2.2 feet and 2.8 feet.

Dec. 3, 1902, to Feb. 13, 1905.

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

410

485

560

640

730

830

930

1,040

1,160

1,280

1,410

1,550

1,690

1,840

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

1,990

2,140

2,300

2,470

2,640

2,820

3,000

3,180

3,370

3,560

3,750

3,950

4,150

4,350

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

4,560

4,770

4,990

5,210

5,440

5,670

6,150

6,630

7,130

7,630

8,130

8,640

9,160

9,680

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

10,200

10, 740

11, 280

11, 820

12, 380

12,940

13, 500

16,420

19, 490

22, 730

26, 130

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on four 

discharge measurements made during 1903-4 and the form of later curves, and is well defined between gage 

heights 2.1 feet and 3.5 feet, and fairly well above gage height 3.5 feet.

Apr. 26 to Dec. 31, 1909.

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

205

260

320

385

455

530

615

705

800

900

1,010

1,125

1,245

1,370

1,500

1,635

1,775

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

4.70

4.80

1,920

2,075

2,235

2,400

2,570

2,745

2,925

3,105

3,290

3,480

3,680

3,880

4,090

4,300

4,520

4,740

4,970

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

7.60

7.80

8.00

5,200

5,430

5,910

6,390

6,880

7,380

7,880

8,380

8,900

9,420

9,940

10, 470

11,010

11,550

12,100

12,660

13,220

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

16, 120

19, 180

22,400

25, 780

29, 330

33,040

36, 890

40,860

44,950

49, 150

53, 450

57, 850

62, 350

66, 950

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 

discharge measurements made during 1908 to 1910, and is well defined below gage height 15 feet.
NORTH ATLANTIC COAST. 241

Daily discharge, in second-feet, of Lehigh River at South Bethlehem, Pa., for 1902-1905

and 1909.

Day- Sept. Oct. Nov. Dec. Day- Sept. Oct. Nov. Dec.

1902.

5,550

5,320

7,500

6,270

5,200

4,740

3,860

3,360

7,800

8,260

6,270

5,080

3,360

3,160

2,890

2,710

2,540

2,710

2,620

2,370

2,130

1,980

1,900

1,820

1,750

1,750

1,750

1,470

1,470

1,550

1,690

1,690

1,690

1,690

1,690

1,100

1,100

1,160

1,280

1,340

1,410

1,410

1902.

1,100

985

955

1,750

15,400

14,400

9,160

8,260

7,880

4,400

3,760

3,450

3,360

3,160

2,710

2,460

2,370

2,130

2,050

2,050

1,980

6,760

5,910

4,740

3,860

1,680

1,680

1,540

1,540

1,470

1,470

1,470

1,470

1,470

1,470

1,470

1,470

1,470

1,470

1,470

4,150

15,200

7,880

5,670

4,560

5,210

26,800

14,200

9,030

7,000

5,670

4,770

3,950

3,560

3,370

3,180

Day. Jan. Feb. Mar. Apr. May. June. July. | Aug. Sept. Oct. Nov. Dec.

1903. a,

2,640

2,470

6,270

5,030

4,350

3,850

3,370

3,180

2,380

2,140

1,990

1,920

1,690

1,920

2,140

2,300

2,140

1,920

1,840

1,410

21...........

22...........

23...........

24...........

25...........

26...........

27...........

28...........

29...........

30............i 3,950

31............! 4,560

4,990

5,210

3,560

2,470

2,060

2,300

2,140

2,300

4.150

4,350

4,150

3,750

5,670

5,670

5,670

5,440

4,990

4,350

3,180

3,180

5,670

4,990

4,350

3,750

3,950

2,470

2,300

2,300

2,470

2,470

2,470

2,470

2,470

2,300

2,300

2,140

17,300

20,100

10,700

7,130

5,440

4,770

4,350

3,950

3,950

5,210

4,770

4,770

4,350

3,950

3,560

3,180

3,180

3,000

2,820

1,040

1,040

1,040

5,440

8,130

17,000

10,200

7,630 

5,910 

4,770 

3.950 

3; 370 

4,560

3,950

3,370

3,370

3,370

3,000

2,820

2,820

4,350

8,380

7,130

5,440

5,210

4,990

6,630

9,160

7,880

6,880

5,440

4,350

4,150

3,560

3,180

3,000

2,820

2,640

2,470

2,300

2,300

2,140

1,990

1,840

1,690

1,690

1,690

1,690

1,550

1,550

1,410

1,410

1,280

1,280

1,280

1,160

1,160

1,040

1,040

1,160

1,040

1,040

1,040

1,080

975

975

975

975

875

875

875

875

775

775

875

775

775

685

685

605

605

975

1,460

1,340

1,080

3,600

4,000

3,040

2,860

2,340

2,040

2,040

1,880

1,740

2,520

2,180

2,520

3,420

2,860

2,520

2,180

1,880

2,860

2,340

2,340

1,880

1,740

1,600

1,460

1,460

1,460

1,460

1,320

1,320

1,200

1,200

1,200

1,080

1,080

975

975

1,200

3,420

3,220

2,680

2,340

2,180

2,180

2,520

2,680

2,680

2,680

2,680

3,040

3,790

3,420

1,740

1,600

1,460

2,040

3,420

4,820

4,400

3,420

2,520

2,340

2,040

1,880

1,740

1,740

1,740

1,740

1,740

1,600

1,460

1,460

1,320

1,320

1,200

1,200

1,080

1,080

1,080

2,340

2,040

3,220

2,520

2,180

2,040

1,740

1,600

1,460

1,460

1,320

1,320

1,460

1,460

1,460

1,320

1,320

3,040

3,040

2,340

1,880

1,740

1,460

1,460

1,340

1,200

1,080

1,080

1,080

975

1,080

1,080

1,080

975

975

975

975

975

975

975

7,180

25,800

13,300

8,380

6,390

5,210

4,350

3,180

3,180

3,370

3,370

3,000

2,640

2,470

2,300

2,140

1,990

1,840

1,690

1,550

1,410

1,280

1,280

1,280

1,280

1,280

1,160

1,280

1,280

1,160

1,160

1,160

1,160

1,160

1,160

1,040

1,040

1,040

930

1,160

3,180

2,140

1,840

1,550

1,690

1,690

1,410

1,410

1,160

1,040

830

1,040

1,160

1,040

930

930

930

1,040

1,040

1,040

1,040

1,040

930

930

930

1,160

1,990

1,160

1,160

1,280

1,160

930

4,350

8,380

4,560

3,660

2,820

2,640

2.470

2,300

2,140

1,280

1,280

1,410

1904.6

1,410

1,410

1,040

1,550

1,280

1,280

1,280

1,410

1,280

1,160

1,160

1,280

1,410

1,410

1,280

1,690

1,410

1,410

1,280

1,410

1,550

1,550

3,560

3,180

2,470

1,840

1,690

1,550

1,410

1,410

2,140

2,300

3,370

4,390

2,470

2,470

20,000

16,600

9,420

7,380

6,150

4,560

3,950

3,560

3,370

9,420

9,810

7,130

4,770

4,350

3,950

3,950

3,950

4,150

3,950

3,370

3,180

3,000

2,820

2,470

1,690

1,690

1,550

1,410

1,410

1,280

1,160

1,160

1,160

1,160

1,280

1,160

930

930

1,310

1,410

1,410

1,690

1,280

1,990

1,990

1,840

1,690

1,840

3,180

3,120

3,060

3,000

2,420

1,840

1,160

1,040

930

830

730

640

1,160

3,280

1,840

1,840

1,550

1,320

1,320

1,140

975

1,080

975

1,200

1,320

1,200

1,080

875

975

975

975

1,740

1,200

975

975

1,080

775

775

875

685

775

685

775

685

685

975

775

685

685

925

2,520

975

875

875

875

875

875

875

875

875

875

875

1,080

1,320

1,320

1,320

1,460

1,460

1,460

1,320

1,320

1,320

1,320

1,200

1,200

1,200

1,200

1,200

1,200

2,040

2,040

1,410

1,280

1,160

1,040

1,040

1,160

1,160

1,160

1,040

1,040

1,040

1,040

1,040

930

1,040

« Canal in operation May 21 to Oct. 11,1903, during which period 45 second-feet was added to the daily 

discharge.

& Forty-five second-feet added to the daily discharge July 12 to Nov. 28,1904, while the canal was in operation. Daily discharge interpolated for days when the gage was not read.

90562° WSP 261 11- -16
242 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Lehigh River at South Bethlehem, Pa., for 1902-1905

and 1909 Continued.

Day. Jan. Feb.

1904.« 

16....-....--. 1

17............. 1

18............

19............

21............

22............ 1

23............ 8

24............ 6

25............ 3

26............ 3

27............ 2

29............ 2

31... ......... 1

Day.

1905.

2. .............

3..............

5..............

6..............

7..............

8..............

9..............

10..............

, 160 1, 410 

,040 1,280 

930 1, 280 

930 1, 160 

,280 1,160

930 1,160 

, 410 9, 240 

, 900 4, 660 

,390 3,950 

,660 3,560

, 000 2, 140 

, 820 2, 060 

, 140 1, 840 

, 140 2, 140 

,990 ...

,840 ...

Jan.

2,470 

2,470 

2,470 

2,470 

2,300

2,300 

19, 600 

12, 900 

7,630 

6,390

Miir.

3,180 

2,820 

2,820 

2,640 

3,950

3,950 

3,750 

3,950 

4,150 

4,770

6,150 

5,670 

5,210 

3,950 

3,560 

3,560

Feb.

1,550 

1,410 

1,280 

1,280 

1,280

1,280 

1,280 

1,280 

1,280 

1,280

Day.

1909.& 

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.. ..... -------

SO..............

31..............

Apr.

2,300 

2,140 

1,990 

1,840 

1,840

1,840 

1,840 

1,690 

1,690 

1,550

1,550 

1,690 

1,990 

1,990 

1,840

May.

1,690 

1,410 

1,280 

1,280 

1,280

1,160 

1,160 

1,040 

1,040 

1,040

1,160 

1,280 

1,160 

930 

930 

1,410

Day.

11 

12 

13 

14 

15

16 

17 

18 

19 

20

Apr.

4,260 

3,920 

3,540 

3,360 

7,180

1905.

May.

8,380 

9,540 

7,880 

7,120 

6,050

5,130 

4,430 

4,070 

3,520 

3,430

4,430 

3,620 

3,040 

2,840 

2,600

2,460 

2,310 

1,960 

1,860 

1,790

1,670 

1,850 

1,710 

1,650 

1,590

.1,500 

1,500 

1,680 

1,630 

1,420 

1,380

June.

1,280 

1,160 

1,350 

1,230 

1,390

1,720 

1.920 

1,570 

1,480 

1,610

1,450 

1,360 

1,250 

1,360 

1,340

1,290 

1,230 

2,090 

2.140 

1,880

1,680 

1,430 

1,240 

1,170 

1,170

1,140 

1,120 

1,100 

1,090 

1,120

June.

1,690 

1,550 

1,280 

1,160 

1,040

1,040 

1,040 

1,040 

930 

930

930 

830 

730 

880 

1,160

Jan.

4,770 

4,560 

4,150 

3,750 

3,180

3,000 

2,820 

2,820 

2,640 

2,640

July.

825 

775 

975 

1.320 

1,200

775 

775 

685 

875 

975

1,200 

2,680 

2.040 

1.740 

1,460 

1,200

Aug.

975

875 

875 

775 

975

1,960 

1,600 

1,740 

1,460 

1,200

1,080 

975

875 

875 

875 

775

Feb.

1,280 

1,280 

1,280

July.

1,030 

900 

788 

769 

816

809 

760 

789 

714 

609

575 

600 

538 

592 

618

905 

798 

741 

678 

552

592 

592 

978 

1,590 

1,180

1,040 

845 

769 

798 

741 

634

Aug.

560 

643 

618 

592 

530

472 

472 

508 

486 

479

472 

410 

465 

444 

404

575 

568 

626 

592 

545

472 

341 

437 

451 

444

444 

347 

305 

365 

410 

341

Sept.

2,860 

2,040 

1,460 

1,460 

1,320

1,200 

1,200 

1,080 

1,080

875

875 

875 

875 

875 

1,080

Oct.

1,200 

1,200 

1,080 

975 

975

1,080 

8,680 

4,820 

3,600 

3,040

2,680 

2,340 

2,040 

1,880 

1,740 

1,600

Day.

1905.

Tffi

93

25

97

98

23 -

30

31

Sept.

365 

398 

323 

266 

404

391 

404 

300 

311 

465

500 

465 

493 

451 

391

365 

696 

618 

451 

530

444 

451 

398 

472 

626

465 

538 

458 

465 

430

Oct.

417 

365 

341 

417 

391

335 

391 

365 

323

278

372 

575 

778 

575 

500

384 

294 

500 

411

378

417 

384 

329 

347 

626

530 

530 

472 

437 

372 

300

Nov. Dec.

1,880 1,040 

1, 600 930 

1, 460 930 

1,460 1,040 

1,320 1,040

2,040 1,040 

1, 880 830 

1,880 930 

1,740 1,160 

1, 600 1, 160

1,460 1,410 

1, 460 1, 280 

1, 460 2, 470 

1,410 4.150 

1, 410 2, 640 

....... 2,300

Jan.

2,300 

2,140 

1,840 

1.550

1

2

,040

.300

1^990 

1,840 

1,690 

1,690

Nov.

444 

378 

391 

417 

378

391 

305 

430 

404 

404

417 

398 

335 

278 

317

391 

323 

329 

372 

378

294 

391 

384 

335 

353

323 

384 

398 

430 

341

Feb.

Dec.

500 

486 

479 

472 

458

515 

458 

479 

486 

384

365 

250 

500 

9,000 

4,090

2,620 

1,830 

1,650 

1,220 

1,150

933 

933 

922 

840 

820

696 

772 

714 

687 

624 

714

a Forty-five second-feet added to the daily discharge July 12 to Nov. 28, 1904, while the canal was in 

operation. Daily discharge interpolated for days when the gage was not read.

6 Forty-five second-feet added to the daily discharge Apr. 26 to Dec. 16, 1909, while the canal was in 

operation.
NORTH ATLANTIC COAST. 243

Monthly discharge of Lehigh River at South Bethlehem, Pa., for 1902-1905 and 1909. 

[Drainage area, 1,235 square miles.]

Month.

1902. 

Sept. 22-30 ..............................

1903.

July.....................................

1904.

July.....................................

 1905.

Feb. 1-13 ...............................

1909. 

Apr. 26-30. ..............................

May.....................................

July.....................................

December

Discharge, in second-feet.

Maximum.

15,400 

8,900 

3,360 

26,800

6,270 

17,300 

20, 100 

9,160 

1,840 

4,000 

3,790 

4,820 

3,040 

25,800 

3,180 

8,380

25,800

8,900 

9,240 

20,000 

9,810 

1,690 

3,180 

3,280 

1,960 

2,860 

8,680 

2,040 

4,150

20,000

19,600 

1,550

7,180 

9,540 

1,920 

1,590 

643 

696 

626 

444 

9,000

Minimum.

955 

1,980 

1,470 

1,100

1,410 

2,140 

1,040 

1,990 

775 

605 

975 

1,080 

975 

975 

830 

930

605

930 

1,160 

2,140 

1,550 

930 

730 

640 

775 

685 

875 

1,200 

830

685

1,040 

1,280

3,360 

1,380 

1,090 

552 

305 

266 

300 

278 

250

Mean.

6,650 

4,810 

1,940 

4,710

2,990 

4,160 

5,590 

4,300 

1,200 

1,960 

1,970 

2,070 

1,590 

3,720 

1,330 

1,870

2,720

1,940 

2,220 

5,040 

3,270 

1,240 

1,600 

1,270 

1,110 

1,080 

1,730 

1,500 

1,320

1,950

3,750 

1,310

4,450 

3,360 

1,410 

785 

478 

444 

424 

370 

1,170

Per 

square 

mile.

5.38 

3.90 

1.57 

3.81

2.42 

3.37 

4.53 

3.48 

.972 

1.59 

1.60 

1.68 

1.29 

3.01 

1.08 

1.51

2.20

1.57 

1.80 

4.08 

2.65 

1.00 

1.30 

1.03 

.899 

.875 

1.40 

1.21 

1.07

1.58

3.04 

1.06

3.60 

2.72 

1.14 

.636 

.387 

.360 

.343 

.300 

.947

Run-off 

(depth in 

inches on 

drainage 

area).

1.80 

4.50 

1.75 

4.39

2.79 

3.51 

5.22 

3.88 

1.12 

1.77 

1.84 

1.94 

1.44 

3.47 

1.20 

1.74

29.92

1.81 

1.94 

4.70 

2.96 

1.15 

1.45 

1.19 

1.04 

.98 

1.61 

1.35 

1.23

21.41

3.50

.51

.67 

3.14 

1.27 

.73 

.45 

.40 

.40 

.33 

1.09

Accuracy.

B. 

B. 

B. 

B.

B. 

B. 

B. 

B.

A. 

A. 

A. 

A. 

A. 

B. 

A. 

A.

B. 

B. 

B. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

B. 

B.

A. 

A. 

A. 

A.. 

A. 

A. 

A. 

A. 

A.

LEHIGH RIVER AT EASTON, PA.

The following table of daily discharges formed a part of a thesis 

entitled "Gagings of the flow of the Lehigh River" by students in 

civil engineering, Lafayette College, Easton, Pa., and have been furnished for publication by Prof. William T. Lyle, of the college. The 

bulk of the work was done with a Price meter, and the check as made 

by a Haskell meter was very close. The daily discharges were 

obtained by means of a hydrograph.
244 SURFACE WATEE SUPPLY, 1909, PAET I.

Daily discharge, in second-feet, of Lehigh River at Easton, Pa., for 1909.

Day.

1....... .........

2................

3 ............

d

5................

6................

7.. ..............

8................

g

10................

11................

12................

13................

14................ 1 1;

Feb.

4,800

Mar,

*> 400

5,100

4,700

4

KAfi

3,800

3,700

3,800

3,700

4,600 A qnn

4,100

3,800

Apr.

3 7nn

3,500

3,400

3,400

3,200

3,000

o onn

2,700

2,100

7,700

May.

8,400

8,400

8,300

7,900

6,600

8,300

5,100

7,000

4,100

5,100

3,900

3,300

2 onn

Day.

16................

17.. ...........

18................

19................

20................

21. ............

22................

23................

25................

26................

27................

28................

29................

QA

31 ............

Feb.

8,100

14,200

8,500

6,700

14,800

11,700

8,600

6,800

13,400

12,500

8,400

4,100

6,200

Mar.

3,500

3,400

3,000

2,900

3,000

2,900

2,700

2,500

2,300

3,700

7,300

5,400

4,900

"4,500

4,300

4,100

Apr.

6,700

6,100

5,200

4,400

4,400

5,000

5,300

5,000

5,400

5,200

5,100

4,600

4,500

4,000

May.

2,900

2,900

2,600

2,500

2,300

 2,300

2,500

2,300

2,100

2,100

2,100

2,100

2,500

TOHICKON CHEEK 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.

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pa., for 1909.

Day.

1............

2............

3............

4............

5............

6............

7............

8............

9............

10............

Jan.

42.3

39.6

32.6

1, 422. 8

495.0

124.5

97.6

58.7

Feb.

56.5

4.0 7

48.7

4.0 7

53.4

89.0

82.5

53.4

872.9

Mar.

102.5

338.7

qno c

216.0

m e

130.0

358.5

610.5

787.5

Apr.

86 9

62.4

(\A K

67.6

EC E

46 8

44 5

36.0

24.7

May.

432.5

258.5

134.0

90.3

79 Q

37. 6

119.5

79.5

June.

28.7

30 7

OK 9

OQ O

34.0

04 Q

26.8

27.4

July.

9 0

11.7

8.4

6.3

7.1

6.3

6.2

fi t;

5.9

Aug.

4.5

4.2

3 7

5 9

6.8

2.9

4.4

q 9

2.7

2.4

Sept.

2.3

2.5

2.1

1 8

1.8

2.3

<>, 2

2.3

2.4

Oct.

3.2

2 7

O C

2.7

2.6

5 Q

4

0

3.0

2.5

Nov.

3.6

7 9

9

0

5 Q

6 Q

6.8

5.1

7.0

7 q

5.4

Dec.

18.4

1 K 7

11.7

7 9

7.9

9 0

9.0

9 0

9.0
NOETH ATLANTIC COAST. 245

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pa., for 1909

Continued.

Day.

11............

12............

13............

14............

15-.---.--....

16............

17............

18............

19............

20............

21............

22............

23............

24............

25......... ..

26............

27............

28............

29............

30............

31............

Jan.

58.7

Kfi K

44.0

CO A

79 f\

87.0

87.0

87.0

87.0

79 H

106.0

OQK X

579.5

470.0

241.0

72.6

61.2

Feb.

810.0

201.0

156.0

86.4

1 ^7^ t\

287.5

398.5

1, 140. 5

2, 038. 0

261.5

AOQ K

3, 047. 5

1, 392. 0

306.5

127.5

Mar.

600.0

106.0

150.0

176.5

145.5

Q1 9

66.8

54.1

49.0

33.5

OK Q

43.8

on A

39.0

620.7

810.0

220.0

198.5

193.0

224.5

112.5

Apr.

23.9

27.2

513.4

1, 247. 0

074 K

154.0

102.7

ra <)

1, 108. 5

981.5

846.0

578.5

400 K

198.5

85.5

77.0

79.3

724.0

May.

85. 5

7fi Q

K1 Q

46.0

QA O

30.2

30.6

30.6

23.7

20.0

70.5

163.5

74 3

52.6

40.1

34.8

107.0

126.7

60.8

41.8

June.

29.7

28.3

24.6

24.6

24.6

21.4

488.0

139.7

63.6

40.4

28.4

OK 0

25.3

20.7

67.4

112.5

61 9

14.5

10.6

July.

4.7

3.6

3 9

4.2

4.2

5.0

9.0

9.1

6.1

5.1

5.4

5.9

10.3

11.5

10.9

7.0

Q n

7.1

4.9

5.6

5.7

Aug.

2.0

2.7

3.1

2.6

2.6

4.3

8.2

7.2

4.3

4.4

6.0

6.4

4.1

3.4

2.9

2.7

2.8

3.9

4.6

3.4

2.4

Sept.

2.8

2.9

2.8

2.7

2.6

2.6

2.3

2.4

5.5

3.4

2.7

3.3

2.8

2.6

2.5

2.5

2.6

2.4

5.6

6.3

Oct.

2.6

3.8

6.0

5.2

2.7

2.2

2.4

2.4

2.6

3.1

6.3

3.8

3.6

6.8

3.7

2.7

5.2

5.2

3.2

4.4

4.3

Nov.

6.5

11.7

10.8

4.5

3.6

5.1

8.1

8.0

9.1

7.0

3.7

3.0

10.4

6.5

22.5

34.1

16.3

28.3

34.7

37.1

Dec.

9.0

7.0

793.3

2,823.5

388.0

142.0

79.0

66.4

47.0

30.1

30.1

31.1

30.1

26.6

21.4

18.3

14.5

12.2

13.3

14.5

13.3

Monthly discharge of Tohickon Creek at Point Pleasant, Pa., for 1909. 

[Drainage area, 102 square miles.]

Month.

April. . ........................................

May............ ...............................

July...........................................

November. ....... ... ....................

The year. .... . . ....................

Discharge, in second-feet.

Maximum.

2,380 

3,050 

810 

1,250 

432 

488 

12.7 

8.2 

6.3 

6.8 

37.1 

2,820

3,050

Minimum.

32.6 

48.7 

33.5 

23.6 

20.0 

10.6 

3.6 

2.0 

1.8 

2.2 

3.0 

7.0

1.8

Mean.

245 

550 

229 

277 

97.8 

52.0 

7.04 

4.00 

2.85 

3.68 

11.2 

153

136

Per 

square 

mile.

2.40 

5.39 

' 2.25 

2.72 

.959 

.510 

.069 

.039 

.028 

.036 

.110 

1.50

1.33

Run-off 

(depth in 

inches on 

drainage 

area.)

2.77 

5.61 

2.59 

3.04 

1.11 

.57 

.08 

.C4 

.03 

.04 

.12 

1.73

17.73

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.
246 SURFACE WATEE SUPPLY, 1909, PAET I.

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.

Daily discharge, in second-feet, of Neshaminy Creek, below forks, Pennsylvania, for

1909.

Day.

2.............

3... ..........

6.... ........ -

7.............

9

10.............

11.............

19

13...?.........

15.............

16.............

17.............

18.............

19.............

20.............

21.............

22....... ......

23.............

24.............

25.--...--.....

26.............

27.............

28.............

30.............

Q 1

Jan.

186.0

- 134.5

115.0

105.0

1,178.6

1,752 0

333.5

171.0

164.0

164 0

164.0

134.5

116.5

146.0

164.0

233.5

287.0

242 0

213.0

194.0

159.5

284 5

499.5

516 0

339 5

204.5

188 0

1 KC C

92 5

720

Feb.

72.0

72.0

72.0

98.5

139.5

102.0

88.5

118.0

104.5

1,021.5

233.2

179.5

200.5

307.5

901.0

773 5

300 5

422 0

380.5

280.0

1,112.3

3, 759. 2

1,425.0

284.5

200.5

Mar.

272.5

597.0

442.1

334.5

331.0

286.5

286.5

523.0

706.0

662.5

253.5

ooc n

366.0

270.0

209.0

183.0

167.0

171.5

154.0

134. 0

128.0

673.7

243.5

267.5

OCQ ft

212 0

919 n

Apr.

169.0

141.0

140.0

136.5

126.0

119.0

110.5

95.0

89.0

75.0

78.0

650.6

1,224.0

350.0

216.5

178.0

161.0

KAE Q

684.7

542.0

CCC K

279.0

227.0

145.0

1QQ £

May.

817.0

673.3

310.5

235.0

203.0

182.5

147.0

206.5

172.5

199.5

202.5

142.5

117.0

102.5

gao

89.5

82.0

78.0

73.5

67.0

83.5

241.0

110.5

83.0

65.0

82.5

166.0

76.0

EQ fl

June.

53.0

74.0

84.0

77.5

82.0

76.0

61.5

50.0

50.5

57.5

63.0

57.0

61.0

147.2

498.3

105.0

80 0

132.5

105.0

58.0

45.0

39 5

37.0

34.0

32.5

30 0

31.0

32 5

29.5

26.0

July.

23.0

18.2

14. 5

14.5

17.5

19.2

18.0

15.5

15.5

17.5

17.0

13.7

13.0

14.5

15.2

17.0

16.2

14.7

15.0

15.0

15.0

15.0

28.0

41.0

33.5

19.7

24.2

26.5

16.5

14.5

14.5

Aug.

14.0

13.0

12.5

12.7

12.7

12 2

12.0

12.5

11.5

10.5

10.7

10.5

10.0

9.5

10.2

97-5

119.5

47.5

24.5

18.0

16.0

13.5

13.0

13 0

12.2

12' o

11.5

10.2

10.0

9.2

8-7

Sept.

11.2

13.5

11.7

9.5

9.0

9.0

8.5

8.0

8.5

11.5

13.5

12.5

11.7

10.7

10.3

10.5

10.5

10.0

10.3

10.3

9.3

9.7

9.1

11.3

17.0

16.5

13.5

12 5

12 3

11.2

Oct.

11.0

11.0

11.0

10.5

10.0

9.5

9.5

10.0

9.3

9.0

9.8

8.1

9.2

11.0

9.5

9.3

9.7

10.3

10.3

10.3

11.7

11.2

11.2

12.5

9.9

8.9

8.7

8.8

10.0

8.7

8.8

Nov.

9.5

11.7

14.0

14.0

12.6

11.7

11.0

11.0

12.0

12.2

10.0

10.2

12.6

12.5

12.2

12.5

13.3

13.2

11.0

11.5

10.2

10.0

12.3

29.2

63.5

77.5

55.0

32.0

22 0

18.0

Dec.

18.0

11.5

12.0

12.7

17.5

IKK

15.0

i c n

15.0

14 2

233.0

112.5

81.0

81.0

81.0

67.5

43.0

320

32.0

32.0

34.0

57.5

75.5

76.5

75.5

el n
NOBTH ATLANTIC COAST. 247

Monthly discharge of Neshaminy Creek, below forks, Pennsylvania, for 1909. 

[Drainage area, 139 square miles.]

Month.

January. ......................................

April............................. ......

May...........................................

July........... ......... .....

Discharge1 !!! second-feet.

Maximum.

1,750 

3,760 

706 

1,400 

817 

498 

41.0 

120 

17.0 

12.5 

77.5 

1,710

3,760

Minimum.

72.0 

72.0 

124 

75.0 

59.0 

26.0 

13.0 

8.7 

8.0 

8.1 

9.5 

11.5

8.0

Mean.

287 

574 

318 

333 

174 

77.0 

18.5 

19.7 

11.1 

9.96 

18.9 

130

164

Per 

square 

mile.

2.06 

4.13 

2.29 

2.40 

1.25 

.554 

.133 

.142 

.080 

.072 

.136 

.935

1.18

Run-off 

(depth in 

inches on 

drainage 

area).

2 38 

4.30 

2.64 

2.68 

1.44 

.62 

.15 

.16 

.09 

.08 

.15 

1.08

15.77

SCHTTYLKILL 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 ocean-going 

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.

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.
248 SURFACE WATER SUPPLY, 1909, PART I.

The computed daily disc barges represent the total flow of the river 

as determined from the amount wasted over the flashboards at the 

Fairmount dam, the pumpage from the river, the leakage, and the 

quantity used for power at Fairmount.

Daily discharge, in second-feet, of Schuylkill Creek near Philadelphia, Pa., for 1909.

Day.

1... _........-.-.

2................

3.................

4................

5................

6................

1..... ...........

8..-.-........- -

9. ...............

10................

11................

12................

14................

15................

16................

17-.- ........ .....

18................

19................

20................

21-.-.....-.-...-.

22. ...............

23................

25................

23................

27. ...............

28. ...............

29................

30.... T.. .........

31................

Jan.

1,031

1,031

1.031

1,058

1,345

11,617

5,239

2,857

1,986

1,801

1,479

1,443

1,250

1,168

1,083

1.089

1,089

1,089

1,089

1,089

1,089

1,035

1,326

2,053

2,596

2,436

2,003

1,578

1,384

1,222

Feb.

757

739

737

729

730

754

1,201

1,257

946

2,543

6,975

4,720

3,026

2,833

3,136

4,602

9,176

7,353

5,458

9,501

7,523

5,243

7 679

16,179

7,079

5,333

Mar.

3,593

3,827

3,722

2,853

2,498

2,250

2,104

2,775

3,607

4,249

4,670

2,958

2,648

2,467

2,064

1,882

1,625

 1,405

1,238

1.238

1 938

1,238

1,166

2,798

6,133

4,618

3,819

2,836

2,742

Apr.

2,854

2,503

2,152

2,152

1,976

1,896

1,640

1,602

1,059

966

933

805

1,949

5,356

N 4,352

2,613

2,543

2,160

3,07J

6.379

4

CO4

3,364

2,946

2 qjfl

1 791

4,905

May.

6,824

7,669

5,714

4,405

3,763

3,118

3,587

3,587

2,400

2,038

2,038

2,212

2.038

1,701

1,394

1,320

1,250

1,056

934

844

824

1,876

1,065

831

644

1,681

2,064

1,216

785

June.

652

560

490

490

799

929

778

560

690

490

820

690

690

560

490

490

458

1,268

1,268

743

512

490

490

431

380

351

351

490

643

458

July.

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

192

388

205

192

192

192

192

Aug.

177

177

177

177

177

177

177

177

177

177

177

177

177

177

177

177

204

177

177

177

177

177

177

177

177

177

177

177

177

177

177

Sept.

210

210

210

210

210

210

210

210

210

210

210

210

210

210

210

210

297

210

309

210

210

210

210

210

210

210

210

210

210

210

Oct.

226

226

226

226

226

226

226

226

226

226

226

226

226

226

291

226

226

226

226

226

226

226

226

226

226

226

254

226

226

279

226

Nov.

196

226

226

196

226

226

196

196

196

196

226

226

196

196

196

196

196

196

226

196

196

196

192

226

196

371

226

221

539

371

Dec.

220

199

196

188

188

199

188

188

188

188

188

188

837

15,448

6,680

5,061

1.442

956

736

531

531

564

531

531

478

376

333

333

333

333

333

NOTE. 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 these periods was relatively small.

Monthly discharge of Schuylkill River near Philadelphia, Pa., for 1909. 

[Drainage area, 1,920 square miles.]

Month.

February. .....................................

May. ..................... ....................

July...........................................

October. ......................................

December ..............................

The year .................

Discharge in second-feet.

Maximum.

11,600 

16,200 

6,130 

6,380 

7,670 

1,270 

388 

204 

309 

291 

539 

15,400

16,200

Minimum.

1,030 

729 

1,170 

805 

644 

351 

192 

177 

210 

226 

196 

188

177

Mean.

1,890 

5,060 

2,780 

2,790 

2,320 

617 

199 

178 

216 

231 

229 

1,240

1,480

Per 

square 

mile.

0.984 

2.64 

1.45 

1.45 

1.21 

.321 

.104 

.093 

.112 

.120 

.119 

.646

.771

Run-off 

(depth in 

inches on 

drainage 

area).

1.13 

2.75 

1.67 

1.63 

1.40 

.36 

.12 

.11 

.12 

.14 

.13 

.74

10.30
NORTH ATLANTIC COAST. 249

PERKIOMEN CHEEK 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 

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 1909.

Day.

2.-.-----..-...

3. ... ----------

4..............

5. ..----.-..-..

6..............

8.. ------------

9..............

10... ---------- .

11..............

12.-.....---.-.. -10

14..............

1 K

17..............

10..............

21..............

22. .............

23. .............

24..............

25. .............

26. .............

27. .............

28..............

29.............. 

30. .............

31.. ..----......

Jan.

66.5

58.0

54.3

58.8

1,318.7

366.0

157.8

153.0

119.5

119.5

128.0

95.0

102.5

95.5

123.7

48.8

57.9

97.5

261.5

600.2

262.3

175.3

138.3 

123.0

118.0

Feb.

101.0

76.0

61.1

52.5

62.8

177.0

206.5

122.5

103.5

1,119.3

642.0

303.0

222.0

322.0

1,112.7

1,040.2

387.0

301.0

1,808.7

470.0

320.5

750.2

3, 371. 5

1,173.5

418.0

348.0

283.0

Mar.

242.5

418.1

366.6

292.5

245.1

263.0

275.5

376.2

687.0

973.0

734.3

357.0

320.0

320.0

265.5

205.0

186.0

158.0

143.0

168.0

143.0

123.0

111.5

112.5

t,072.3

654.6

333.5

404.5

315.5 

261.5

243.5

Apr.

191.5

158.0

155.0

152.5

138.5

129.0

127.0

117.5

94.0

88.5

87.5

90.5

97.5

771.3

839.8

365. 5

233.0

191.0

176.0

676.7

835.2

866.5

616.2

559.0

316.5

249.5

212.0

211.0

221.5 

997.5

May.

703.5

632.0

333.5

406.0

352.5

188.0

192.0

240.8

198.5

204.0

281.0

188.5

137.5

123.0

113.5

100.5

91.0

81.5

108.5

297.3

184.5

151.0

108.0

86.0

90.5

593.7

236.5 

141.0

104.0

June.

86.5

75.5

73.5

81.0

99.0

110.0

99.0

82.0

88.0

108.5

104.0

85.5

83.5

82.5

81.0

89.5

185.5

130.0

51.9

51.9

56.1

51.9

48.8

44.4

43.2

51.9

50.8 

51.8

July.

53.0

48.5

36.7

36.7

56.3

69.0

42.1

21.8

47.1

27.4

28.7

24.1

26.3

21.2

25.8

33.2

27.6

42.1

42.1

26.3

36.0

38.3

27.6

26.3

40.3

38.1

36.7

32.7

32.7 

33.2

27.8

Aug.

23.3

25.4

27.7

30.0

30.9

27.7

20.3

16.5

21.6

28.6

28.6

25.8

21.1

22.5

18.3

16.2

38.2

29.8

21.5

30.0

23.5

13.9

10.1

13.2

26.5

30.0

21.1 

13.9

10.2

Sept.

18.2

26.3

45.8

40.6

24.3

13.5

13.9

12.0

10.2

12.0

12.1

10.9

17.6

30.0

35.5

28.7

19.8

17.6

15.7

15.7

19.8

22.0

17.9

29.8

39.1

27.3

24.1

23.2

49.6 

27.1

Oct.

21.8

24.0

19.8

16.8

16.8

19.8

28.8

25.8

21.2

21.9

21.9

20.1

15.7

24.2

29.9

26.3

19.2

12.8

15.5

24.1

41.5

31.6

31.6

49.5

38.8

33.6

39.6 

32.3

10.0

Nov.

20.0

28.6

21.9

52.0

34.9

40.7

26.5

21.6

24.7

19.1

17,6

26.5

31.8

17.8

32.8

42.1

26.3

26.3

26.3

36.1

30.9

26.5

26.5

49.8

58.5

63.5

43.1

69.4

Dec.

64.0

49.3

49.3

44.5

22.7

28.1

34.0

24.1

33.9

36.1

30.9

28.7

1,460.0

3,181.2

325.0

154.5

86.5

67.0

58.8

37.4

22.8

26.3

26.3

26.3

55.0

157.0

60.6

47.8

75.0 

83.5

64.0
250 SURFACE WATER SUPPLY, .1909, PART I.

Monthly discharge of Perkiomen Creek near Frederick, Pa., for 1909. 

[Drainage area, 152 square miles.]

Month.

July...........................................

Discharge in second-feet.

Maximum.

2,030 

3,370 

1,070 

998 

704 

186 

69.0 

38.2 

49.6 

49.5 

82.0 

3,180

3,370

Minimum.

48.8 

52.5 

11? 

87.5 

77.0 

43.2 

21.2 

10.1 

10.2 

10.0 

17.6 

22.7

10.0

Mean.

249 

563 

347 

332 

220 

80.0 

35.7 

23.3 

23.3 

26.1 

35.3 

208

179

Per 

square 

mile.

1.64 

3.70 

2.28 

2.18 

1.45 

.526 

.235 

.153 

.153 

.172 

.232 

1.37

1.17

Run-off 

(depth in 

inches on 

drainage 

area).

1.89 

3.85 

2.63 

2.43 

1.67 

.59 

.27 

.18 

.17 

.20 

.26 

1.58

15.72

STJSQTJEHANNA RIVER DRAINAGE BASIN. 

DESCRIPTION.

Susquehanna River rises in Otsego Lake, in northern OtsegoCounty, 

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, 

ranging 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
NORTH ATLANTIC COAST. 251

distance between the two points being 125 miles. The slope is, however, extremely variable.

The fall in the lower part of the river oilers 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 108 and 109. No. 108 treats principally of the quality 

of the water, and No. 109 gives in detail information relative to 

fluctuations in stage and quantity of water flowing.

SUSQUEHANNA RIVER AT BINGHAMTON, N. Y.

This station, which is located on the Washington Street Bridge at 

Binghamton, was established July 31, 1901, and has since been maintained in cooperation with the New York State engineer department.

No important tributary enters Susquehanna River between the 

gauging station and the mouth of Unadilla River, 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 attached to the Washington Street 

Bridge has remained the same during the maintenance of the station. 

On account of the unfavorable conditions at the Washington Street 

Bridge discharge measurements have usually been made at the Exchange Street Bridge, 1,900 feet upstream. During the winter 

months the discharge is usually but little affected by ice. The rating 

curve for low and medium stages is fairly well developed. Highwater measurements are liable to considerable error due to backwater 

from ice jams which form near Willow Point and also from high water 

in the Chenango.

Information in regard to this station is contained in the reports of 

the State engineer and surveyor, State of New York.

The following discharge measurement was made by C. C. Covert:

August 20, 1909: Width, 438 feet; area, 497 square feet; gage height, 2.43 feet; 

discharge, 1,640 second-feet.
252 SUEFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Susquehanna River at Binghamton, N. Y., for 1909.

[H. L. Smith, observer.]

Day.

1....... .......

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

IV ...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

2.05

2.05

9 1

2.3

3.65

8.4

7.05

4.85

3.58

3.4

3.4

3.2

2.8

2.6

2.75

3.05

3.0

2.6

2.5

2.6

2.58

2.7

2.75

3.55

10.6

9.35

6.7

5.0

4.05

3.9

3.5

Feb.

2.75

3.15

3.0

3.0

2.95

4.7

6.6

5.7

4.3

3.75

4.65

4.3

4.0

3.92

5.0

6.2

7.55

6.2

4.8

11.95

12.35

10.0

7.05

8.5

11.1

9.9

7.1

6.35

Mar.

5.2

4.65

4 1

445

3.95

3.4

3.65

3.52

3.42

c n

7.65

6.8

5.2

4.9

3.95

3.7

3.45

3.4

3.2

3.2

2.95

2.95

2.85

3.75

7.9

6.85

6.4

6.3

5.95

5.4

Apr.

5.05

5.1

5.6

5.7

5.55

5.3

5.9

6.55

6.1

c oc

4.85

4.35

4 OK

6.0

9 7

8.8

7.3

6.4

5.55

5.3

5.05

4.9

4.7

4.3

4.0

3.7

3.75

3.6

3.5

5.6

May.

7.65

8.75

7.0

7.45

7.0

6.05

6.45

5.8

5.3

4 6

5.85

6.02

5.0

4.45

4.7

4 4

412

4.3

3.9

3.6

3.4

3.2

3.1

3.0

2.85

2.75

2.7

2.68

2.7

2.7

2.6

June.

2.6

2.45

2.4

2.4

2.5

3.15

3.02

2.75

2.6

2.55

3.95

3.25

3.0

3.7

3.6

3.2

2.8

3.5

3.3

3.1

2.8

2.7

2.6

2.5

2.55

2.5

2.7

2.55

2.35

2.3

July.

2.3

2.2

2.2

2.2

2.2

2.1

2.0

2.1

2.15

2.15

2.1

2.0

2.0

1.95

2.0

2.0

2.0

2.15

2.1

2.1

2.0

2.0

2.0

2.0

2.1

2.2

2.2

2.2

2.2

2.15

2.1

Aug.

2.0

2.05

2.1

2.05

2.05

2.05

2.0

1.9

2.0

2.0

2.0

1.9

1.85

1.95

1.85

1.9

1.95

2.1

2.5

2.4

2.35

2.2

2.15

2.15

2.1

2.1

2.05

2.0

2.0

2.1

2.0

Sept.

1.9

1.9

1.9

1.9

1.9

1.85

1.95

1.88

1.85

1.9

1.95

1.85

1.95

2.0

1.9

1.9

1.9

1.95

1.85

1.85

1.95

1.85

1.8

1.9

1.85

1.8

1.8

1.9

1.8

1.8

Oct.

1.8

1.85

1.8

1.85

1.9

1.8

1.8

1.8

1.8

1.8

1.9

1.85

2.0

1.85

1.85

1.8

1.8

1.8

1.9

1.8

1.8

1.85

1.9

1.9

2.0

2.0

2.1

2.1

2.0

2.0

1.9

Nov.

1.95

2.0

2.0

1.95

2.0

2.0

1.85

2.0

2.0

2.05

1.95

1.9

1.9

1.85

1.85

1.95

1.9

2.0

1.95

1.95

1.8

1.9

1.95

2.0

2.0

1.95

2.0

1.95

2.0

2.0

Dec.

2.0

2.1

2.15

2.1

2.1

2.1

2.1

2.1

2.1

2.2

2.1

2.0

2.1

2.25

2.3

9k

2.3

2.4

2.2

2.1

2.4

2.1

2.1

2.1

2.1

2.0

2.05

2.0

2.15

2.25

2.15

NOTE. Gage heights from Jan. 1 to Feb. 6 and Dec. 9 to 31 probably affected by anchor ice more or 

less.

Daily discharge, in second-feet, of Susquehanna River at Binghamton, N. Y., for 1909.

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............

27. ...........

28............

29. ...........

30. ...........

31............

Jan.

810

810

920

1,380

19, 400

14, 800

7,860

4,520

4,070

4,070

3,570

2,570

2,090

2,450

3,200

3,070

2,090

1,850

2,090

2,040

2,330

2,450

4,440

27,300

22,800

13,600

8,280

5,730

5,340

4,320

Feb.

2,450

3,440

3,070

3,070

7,460

13,300

10,400

6,380

4 950

7,320

6,380

5,600

5,390

8,280

16, 400

12,000

7,730

32, 100

33,600

25, 100

14,800

19, 700

29, 100

24, 700

14,900

12,500

Mar.

8,880

7,320

6,920

6,780

5,470

4,070

4,700

4,370

4,120

8,280

16,800

8,880

6,650

5,4/0

4,820

4,200

4,070

3,570

3,570

2,940

2,940

2,700

4,950

17,600

14, 100

12, 700

12,400

11,200

Apr.

8,430

10, 100

10 400

9 OAfi

9 180

ll' 100

9

non

7,860

6? 520

11 400

94 OHO

on cnft

15, 600

12, 700

9 960

8,430

7,460

5,600

4,820

A OKA

4,570

May.

16,800

20,600

14,600

16, 100

14,600

11,600

12,800

10,800

9,180

7,190

10,900

11,500

8,280

6,780

7,460

6,650

5,910

6,380

5,340

4,570

4,070

3,570

3,320

3,070

2,700

2,450

2,330

2,280

2,330

2,330

2,090

June.

2,090

1 730

1^610

1,610

1 Sttft

3,440

3,120

2,450

2,090

5,470

3,070

4,570

3,570

4,320

3,820

3,320

2,570

2,330

2,090

1,850

1,970

1,850

2,330

1,970

1,500

1,380

July.

1 380

1,150

1,150

1,150

1 1 Kn

920

700

920

1,040

920

700

700

700

1,040

920

920

700

700

700

700

920

1,150

1,150

1,150

1,150

1,040

Aug.

700

810

920

810

810

810

700

500

700

700

500

418

600

418

500

600

920

1,850

1,610

1,500

1,150

1,040

1,040

920

920

810

700

700

920

700

Sept.

500

500

500

500

cnn

418

600

467

418

cnn

600

418

600

500

500

500

600

418

418

600

418

335

500

418

335

335

500

335

335

Oct.

335

418

335

418

w>

335

335

335-

335

335

500

418

700

41Q

418

OOC

335

335

500

335

335

418

500

500

700

700

920

920

700

700

Nov.

600

700

700

600

7ftft

700

418

700

§10

600

KAA

500

418

418

600

700

600

335 twin

600

700

700

600

700

600

700

Dec.

700

920

920

920

1 run

920

920

920

800

700

700

800

1,380

1,850

1,380

1,100

1,000

920

800

800

700

700

600

600

600

600

500

500

500

NOTE. Daily discharges Jan. 1 to Feb. 6 slightly affected at times by anchor ice. Open-channel rating 

applied throughout. Discharges Dec. 9 to 31 affected by ice. These have been corrected and verified 

by intercomparisons with other stations in the Susquehanna drainage. Daily discharges Jan. 1 to Dec. 8 

have been obtained from a well-defined rating curve below 6 feet. The upper part of the curve is based 

on one measurement at 16.3 feet.
NORTH ATLANTIC COAST. 253

Monthly discharge of Susquehanna River at Binghamton, N. Y., for 1909. 

[Drainage area, 2,400 square miles.]

Month.

April...................................

May....................................

July....................................

Discharge in second-feet.

Maximum.

27,300 

33,600 

17,600 

24, 000 

20,600 

5,470 

1,380 

1,850 

700 

920 

810 

1,850

33, 600

Minimum.

810 

2,450 

2,700 

4,320 

2,090 

1,380 

600 

418 

335 

335 

335 

500

335

Mean.

5,970 

12, 300 

7,480 

9,670 

7.700 

2,700 

928 

838 

476 

480 

607 

863

4,170

Per 

square 

mile.

' 2.49 

5.12 

3.12 

4.03 

3.21 

1.12 

.387 

.349 

.198 

.200 

.253 

.360

1.74

Run-off 

(depth in 

inches on 

drainage 

area).

2.87 

5.33 

3.60 

4.50 

3.70 

1.25 

.45 

.40 

.22 

.23 

.28 

.42

23.25

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B.

a

SUSQUEHANNA RIVER AT WYSOX, PA.

This station, which was established September 2, 1908, by Messrs. 

Meikleham & Dinsmore, through whose courtesy the records of discharge below are published, is located at the highway bridge about 

one-half mile from 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 attached to the bridge 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 0.7 mile above the bridge. A good rating curve has been 

developed.

Discharge measurements of Susquehanna River at Wysox, Pa., in 1909.

Date.

Apr. 24. .......................................................

Width.

Feet. 

669

758

642

Area of 

section.

Sq.ft. 

5,630

8,470

4,000

Gage 

height.

Feet. 

5.75

3.40

Discharge.

Sec. -ft. 

13,800

37,600

3,290
254 SURFACE WATEE SUPPLY, 1909, PAET I.

Daily gage height, in feet, of Susquehanna River at Wysox, Pa., for 1909.

Day.

1...............

2...............

3...............

5...............

6...............

7. ..............

8...............

9...............

10-.--...........

11...............

12...............

13...............

14...............

15...............

6...............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23...............

24...............

25...............

26...............

27...............

28. ..............

29...............

30. ..............

31...............

Jan.

2.69

2.32

2.80

2.98

5.02

8.60

6.80

5.40

4.64

4.02

3.95

3.80

4.00

3.94

3.82

3.65

4.05

4.05

4 04

4.66

9.75

11.45

8.92

6.05

5.40

A QC

Feb.

4.08

3.98

4.18

4.22

4.60

7.85

7.75

6.70

5.60

5.60

5.46

5.30

5.50

5.42

7.23

7.70

6.60

9.00

13.26

11.85

10-02

9 98

13.05

9.65

Mar.

7 f\K.

6.30

5.95

5 on

5.60

5.10

5 Ofi

5.22

5.10

5.40

8.35

8.45

7.25

6.10

5.75

5.34

5 n^

4.85

4.70

A. fiO

4.25

4.20

6

Cfl

8.45

7.85

7.90

7 fin

7.15

Apr.

6

QK

6.78

6.95

7.14

7 00

6.70

6.98

7.50

6.92

6.28

5.85

5.56

7.05

12.25

9.50

7.05

6.60

6.38

6.20

6.14

5.85

5.15

A nfl

4.85

7 4fi

May.

15.78

11.85

9.65

9 10

8.15

7.30

7.38

6.72

6.18

6.10

6.80

6.28

5.72

5.96

5.74

5.6,2

4.85

4.15

4.04

3.82

3 74

3.84

3.80

June.

3.68

3.60

3.48

3.35

4.40

5.50

5.12

4.43

4.09

4.03

6.68

5.58

4.87

5.87

5.67

5.00

4.56

5.05

5 n^

4.62"

4.24

3.96

3.95

3.76

3.65

3.53

3.50

3.38

3.29

July.

3.15

3.05

2.96

2.94

2.88

2.84

2.76

2.74

2.74

2.72

2.67

2.58

2.62

2.62

2.56

2.53

2.50

2.50

2.55

2.72

2.70

2.54

2.02

2.57

2.67

2.98

2.78

2.67

2.66

Aug.

2.60

2.50

2.50

2.48

2.48

2.58

2.48

2.36

2.30

2.26

2.24

2.22

2.28

2.22

2.20

2.36

2.58

2.40

2.42

2.92

2.90

2.78

2.69

2.60

2.58

2.54

2.50

2.44

2.42

2.36

2.32

Sept.

2.30

2.24

' 2.20

2.20

2.24

2.22

2.18

2.16

2.18

2.26

2.34

2.32

2.31

2.40

2.35

2.34

2.32

2.30

2.29

2.26

2.22

2.24

2.21

2.30

2.26

2.23

2,21

2.20

2.18

2 27

Oct.

2.25

2.22

2.18

2.17

2.17

2.16

2.15

2.16

2.15

2.14

2.14

2.36

2.30

2.24

2.33

2.31

2.30

2.28

2.26

2.25

2.30

2.24

2.32

2.35

2.40

2.50

2.58

2.60

2.48

2.46

2.45

Nov.

2.38

2.37

2.36

2.38

2.40

2.39

2.37

2.34

2.30

2.30

2.29

2.27

2.34

2.32

2.30

2.27

2.26

2.25

2.26

2.28

2.29

2.26

2.24

2.24

2.34

2.48

2.50

2.51

2.48

2.55

Dec.

2.58

2.65

2.68

2.70

2.69

2.60

2.58

2.64

2.38

2.40

2.51

2.63

2.68

3.62

3-20

3.47

3.56

3.48

3.36

3.56

3.32

3.12

3.00

2.98

2.84

2.78

2.73

2.60

2.58

2.70

2.65

Daily discharge, in second-feet, of Susquehanna River at Wysox, Pa., for 1909.

Day.

1.........

2. ........

3.........

6.........

8.........

9........

10.....--..

12.........

13

14.........

15.........

16.........

17... ......

18.........

19... ......

20.........

22. ........

23.........

24.........

25.........

26. ........

27... ......

23. ........

29.........

30.........

31.........

Jan.

1,840

810 11 2,150

2,200

2

Knn

10, 150

32,200

20,000

12,000

8,750

8,500

8,000

6,060

5,600

5,200

6,000

5,500

5,220

5,150

6,090

4,760

40,250

54,000

34,300

21,700

15,600

12,000

10 000

Feb.

8,500

6,120

5,700

6,500

6,750

8,300

26,000

19,200

13,000

13,000

12,750

12,500

11, 700

12, 750

17,600

26,000

18, 700

35,000

67,000

57,000

42,000

66,000

27,500

40,000

27,750

Mar.

21,700

17,000

14 900

14,500

13,000

11,200

10, 750

12,000

37,000

31,250

23,000

18,500

16,000

11 800

10,500

9,500

8,750

8,800

7,700

7 flftft

6,650

18,250

31,800

27,500

25,200

99 9f>O

Apr.

21,000

19,750

91 nnn

22,000

91 9Hft

19,250

26,000

24,500

20,600

17 nftft

14,500

21,700

60,000

50,000

38,700

27,000

21,700

17 250

14,500

12,500

n fiftO

10,050

24,200

May.

67,000

86,000

39,750

29,000

23,750

19,300

16,000

20,000

13,750

15,200

14,000

12,000

11,000

9

cnfl

8,500

7,700

7 nnn

6,500

6,100

5,250

5,500

5,750

S

onn

June.

5,050

4,500

4,300

3,750

7,500

12,700

10,800

7,500

6,500

6,100

19,100

13,000

9,500

14,500

13,500

10,000

8,000

10,300

10,300

8,500

7,000

5,760

6,000

5,750

5,000

4,750

4,250

4,200

3,750

3,700

July.

3,150

2,700

2,600

2,550

2,300

2,250

2,000

1,980

1,980

1,960

1,920

1,470

1,550

1,550

1,430

1,400

1,300

1,300

1,420

1,860

1,750

1,410

1,550

500

1,460

1,690

2,500

2,000

1,690

1,590

1,550

Aug.

1,500

1,300

1,300

1,280

1,280

1,470

1,280

1,050

800

760

690-

665

780

720

650

960

1,400

1,000

1,030

2,250

2,200

1,900

1,800

1,500

1,400

1,250

1,100

1,050

1,030

960

920

Sept.

800

750

650

650

750

720

600

570

600

775

940

920

900

1,000

950

940

920

880

850

775

720

750

700

880

775

730

700

650

600

790

Oct.

760

720

600

580

580

570

560

570

560

550

550

950

880

750

930

900

880

800

775

760

880

750

950

1,000

1,100

1,400

1,500

1,080

1,060

1,050

Nov.

980

970

960

980

1,000

990

970

940

880

880

850

790

920

880

790

775

760

775

800

850

775

750

750

940

1,080

1,100

1,120

1,080

1,300

Dec.

1,400

1,700

1,780

1,820

1,800

1,500

1,400

1,680

980

1,000

1,120

1,660

1,780

4,400

3,000

3,800

4,250

3,850

3,500

4,250

3,300

2,900

2,500

2,400

2,100

1,900

1,850

1,500

1,400

1,800

1,700

NOTE. These discharges are based on a rating curve that is well defined.
NORTH ATLANTIC COAST. 255

Monthly discharge of Susquehanna River at Wysox, Pa., for 1909. 

[Drainage area, 7,930 square miles.]

Month.

May...........................................

July...............--....---.....---...-.-.....

Discharge in second-feet.

Maximum.

54,000 

67,000 

37,000 60,000' 

86,000 

19,100 

3,150 

2,250 

1,000 

1,500 

1,300 

4,400

86,000

Minimum.

810 

5,700 

6,600 

9,500 

5,000 

3,700 

500 

650 

570 

550 

750 

980

500

Mean.

11,700 

24,300 

16,300 

21,300 

19,600 

7,850 

1,820 

1,200 

774 

836 

919 

2,260

8,960

Per 

square 

mile.

1.48 

3.06 

2.06 

2.69 

2.47 

.990 

.230 

.150 

.098 

.105 

.116 

.285

1.14

Run-off 

(depth in 

inches on 

drainage 

area).

1 71 

3.19 

2.38 

3.00 

2.85 

1.10 

.27 

.17 

.11 

.12 

.13 

.33

15.36

SUSQUEHANNA RIVER AT WILKES-BARRE, PA.

This station is located at the Market Street Bridge, Wilkes-Barre. 

No important tributaries enter Susquehanna River for several miles 

above or below the station.

The chain gage was established on the bridge 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, using a gage on the left pier. The datum of the 

United States Geological Survey gage was placed 4 feet below the 

datum of the Weather Bureau gage to obviate negative readings, 

and was soon after adopted 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 1909 discharge measurements have been 

furnished by the Water-Supply Commission of Pennsylvania.

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 should have 4 feet added to reduce them to the present 

datum. Discharge measurements are made from the bridge.

The discharge at this point is frequently affected by ice during the 

winter, 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 Wilkes-Barre, Pa., in 1909.

Date. Hydrographer.

.... .do. ..-..............---------....-----------.---------

Width.

Feet. 

802

662

Area of 

section.

Sq.ft. 

13,900

11.600

Gage 

height.

Feet. 

20.69

15.58

Discharge.

Sec.jt. 

100,000

59,200
256 SURFACE WATEE SUPPLY, 1909, PART I.

Daily gage height, in feet, of Susquehanna River at Wilkes-Barre, Pa., for 1909.

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...............

27...............

28...............

29...............

30...............

31...............

Jan.

2.3

2.3

2.4

2.7

3.2

9.8

10.5

8.5

6.8

5.9

5.7

5.4

5.4

6.5

5.8

6.5

5.9

5.5

5.6

5 7

6.0

6.0

10.0

14.5

11 5

9.0

7.6

7.0

Feb.

8.8

9.5

9.5

9.0

9.2

9.5

11.5

11.0

10.0

8.3

8.5

7.7

7.4

7.1

7.2

8.8

10.8

11.0

10.5

U c

17.4

17.4

15.6

14.6 

17.1

14.7

Mar.

10.6

9.4

8.3

8.0

7.8

7.0

6.5

6.5

6.8

6.9

9.5

12.2

11.0

9 6

9.2

8

1

7.4

6.9

6.5

6.1

5.9

5.7

5 A

5.2 

5.1

7.7

11.2

n

o

11.2

11.0

10.5

Apr.

9.6

9.4

9.2

9.6

9.6

Q ^

9 0

9.7

10.2

9 7

8.9

8.1

7.4

7.5

13.5

17.0

14.7

12.5

10.7

9.5

9 0

8 7

8

K

8.6

7 ft

7 9

« ft

6.4

8.0

May.

17.8

22.3

20.7

15.6

13.9

12.6

11.0

10.8

10.1

9 1

9.3

9.0

9.5

8.8

8.0

8.1

7.9

7.2

6.8

6.7

6

0

5 Q

5.7

5.4

5 9

4.9

4.7

4.8

4.7

4.6

June.

4.5

4.3

4.2

4.0

4.0

6.1

7.5

6.8

5.8

5.4

5.2

8.9

7.5

6.5

7.4

7.8

6.6

6.3

6.9

6.8

7.0

5 A

5.0

4.7 

4.8

5.2

4.4

4.3

4 1

July.

3.9

3.6

3.4

3.3

3.2

3.2

3.1

3.0

3.0

3.0

2.9

2.9

2.8

2.8

2.7

2.7

2.7

2.7

2.6

2.6

9 ^

9 7

2.8

2.8 

2.8

2.7

2.7

9 7

2.9

2.9

Aug.

2.7

2.7

2.7

2.6

2.6

2.6

2.5

2.5

2.4

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.5

2.5

9 7

2.9

2.9

2.9

2.8

2.8

9 fi

2.6

2.5

2.5

Sept.

2.5

2.5

2.4

2.4

2.4

2.3

2.2

2.2

2.2

2.2

2.4

2.3

2.2

2.2

2.4

2.4.

2.5

2.4

2.4

2.4

2.3

2.3

2.4 

2.2

2.3

2.3

2.2

2.3

2.2

Oct.

2.3

2.3

2.3

2.3

2.2

2.2

2.3

2.2

2.3

2.2

2.2

2.4

2.6

2.6

2.5

2.5

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.4 

2.4

2.4

2.5

2.5

2.5

2.5

2.5

Nov.

2.5

2.5

2.5

2.5

2.5

2.4

2.3

2.4

2.4

2.4

2.4

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 

2.3

2.3

2.3

2.5

2.5

2.6

Dec.

2.6

2.6

2.7

2.7

2.7

2.7

2.7

2.7

2.5

2.8

2.4

2.3

2.3

3.1

4.1

4.0

3.7

4.0

3.7

3.1

3.2

3.0

3.0

3.2 

3.0

2.9

2.7

2.7

2.6

2.3

2.3

NOTE. Ice conditions prevailed from about Jan. 14 to 24 and Feb. 1 to 6.

Daily discharge, in second-feet, of Susquehanna River at Wilkes-Barre, Pa., for 1909.

Day.

1.........

2.........

3... ......

4.........

5.........

6.........

7...-.-...

8.........

9.........

10.........

11.........

12.........

13.........

14.........

15.........

16.........

17.........

IS.........

19...-.--.. 

20.........

21.........

22.........

23...----..

24.........

25.........

26. ........

27.........

28.........

29.........

30. ........

31.........

Jan.

1,090

1,090

1,220

1 660

2,600

10, 100

31,900

21,900

14,400

10,800

10, 100

9,000

7,500

6,500

5,500

5,000

5.000

4,500 

4,000

4,500

5,000

5,000

31,400

65,500

55,400

37,400

24,400

17,800

15,200

Feb.

12,000

8,500

6,500

6,000

7,000

10 000

37 400

29,400

21,000

18,200

15,600

16,000

OQ enn

°.<1 fiflft

31,900

75,800

62,700

56, 100

70 Ann

78,900

56, 800

43,700

Mar.

26,300

91 nnn

19, 600

18, 700

1 °. 9nn

1 °. 900

14 400

14^800

9fi ftnn

41, 400

34,600

97 ^nn

on inn

16 900

14^800

13, 200 

11 600

10 800 10! 100

8,300

7 Qp;n

18,200

35,700

35, 700 04 Ann

Apr.

97 ^nn

26, 300

25,300

97 ^nn

97 °.nn

25,800

24,400

27 800

30, 400

27,800

00 Qnn

16,900

17 400

79 snn

Cf> Qf\f\

43, 100

33,000

oa onn

24,400

99 QfV>

21 900

18, 700

16,000

14,400

12,800

19 ' 600

May.

118,000

IAQ Ann

51,600

43, 700

qo K()f\

OK onn

24,400

26,800

23 400

19^600

20, 100

19 100

16 000

14,400 

14,000

12 400

10^ 800

10,100

9 000

8,300

7,260

6,600

6

QOA

6,600

5,970

June.

5,970

5,360

5,070

4,520

11 600

17 400

14 400

9,000

8 onn

17,400

1 1 9on

16,900

18,700

13 000

12' 400

14,800 

14 4.nn

1 f\ 90/1

6 QO.O

8,300

6,930

5,360

A 7QA

July.

4,250

3,500

3,040

2,820

2,600

2

0Qf)

2,190

2,190

2 000

2,000

1,820

1,820

1,660

1 660

1 660

1,510 

1,510

1,360

1 660

1,820

1 S9O

1 S9n

1,660

1,660

1 660

2,000

9 nnn

1,820

Aug.

1,660

1,660

1, 080

1,510

1,510

1,510

1,360

1,220

1,220

1,090

1,090

1,090

1,090

1,090

1,090

1 non

1,360 

1,360

1 600

2,000

2,000

2 nnn

'1,820

1,820

1,820

1,510

1,510

1,360

Sept.

1,360

1,360

1,220

1,220

1,220

1,090

970

970

970

970

1,220

1,090

970

970

1,220

1,220

1,360

1,220

1,220 

1,220

1,090

970

1,090

1,090

970

1,090

Oct.

1,090

1,090

1,090

1,090

970

970

970

1,090

970

970

1,220

1,510

1,510

1,360

1,360

1,220 

1,090

1,090

1,090

1,090

1,220

1,360

1,360

1,360

1,360

1,360

Nov.

1,360

1,360

1,360

1,360

1,360

1,220

1,090

1,220

1,220

1,220

1,220

1,220

1,220

1,220

1,220

1,090

1,090

1,090 

1,090

1,090

1,090

1,090

1 OQO

1,090

1,090

1,360

1,360

1,510

Dec.

1,510

1,510

1,660

1,600

1,600

1,660

1,660

1,660

1,360

1,820

1,220

1,090

1,090

2,390

4,790

4,520

3,740

4,520

3,740 

2,390

2,600

2,190

2,190

2,600

2,190

2,000

1,660

1,660

1,510

1,090

NOTE. These discharges are based on a rating curve that is well defined. The estimated discharge 

during periods of ice conditions is based on climatalogical data and intercomparison with other Susquehanna 

River stations.
NORTH'ATLANTIC COAST. 257

Monthly discharge of North Branch of Susquehanna River at Wilkes-Barre, Pa., for 1909. 

[Drainage area, 9,810 square miles.]

Month.

April.. . .................................

July....................................

Discharge in second-feet.

Maximum.

65,500 

78,900 

41,400 

72, 800 

118,000 

23,900 

4,250 

2,000 

1,360 

1,510 

1,510 

4,790

118,000

Minimum.

1,090 

6,000 

7,950 

12,800 

5,970 

4,520 

1,360 

1,090 

970 

970 

1.090 

1, 090

970

Mean.

14,500 

33,800 

21,400 

27,200 

28,200 

10,600 

2,080 

1,450 

1,120 

1,190 

1,210 

2,140

11. 900

Per 

square 

mile.

1.48 

3.45 

2.18 

2.77 

2.87 

1.08 

.212 

.148 

.114 

.121 

.123 

.218

1.21

Run-off 

(depth in 

inches on 

drainage 

area).

1.71 

3.59 

2.51 

3.09 

3.31 

1.20 

.24 

.17 

.13 

.14 

.14 

.25

16.48

Accuracy.

B. 

B. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B.

SUSQUEHANNA RIVER AT DANVILLE, PA.

This station is located at Mill Street Bridge in Danville. It is 

52 miles below Wilkes-Barre 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 Water-Supply Commission of Pennsylvania, 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 chain gage were carried away 

in an ice freshet, and from that date until March 24, 1905, after the 

new steel bridge was completed, and when a chain gage was installed 

on the bridge, 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 measurements are made from 

the bridge.

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 1909.

Date.

May 7

H ydr ogr aph er . Width.

Feet. 

1,240

842

Area of 

section.

Sq.ft. 

9,150

3,090

Gas;e 

height.

Feet. 

9.41

3.98

Discharge.

Sec.-ft. 

40,200

8,430

90562° WSP 261 11 17
258 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Susquehanna River at Danville, Pa., for 1909. 

[Ed. F. Bell, 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. ..............

27............... 

28. ..............

29............... 

30. ..............

31... ............

Jan.

2.7

2.9

2.9

3.0

3.7

4.9

6.5

8.8

7.9

6.1

5.1

4.9 

4.8 

4.1

3.9

3.5

4.4

7.6 

11.6

12.1 

9.75

8.0

5.7

Feb.

5.1

4.4

3.9

3.7

4.1

4.7

7.6

8.3

8.3

7.3

7 3

6.9 

6.5 

6.2

6.9

7.65

9.25

9.2

10.15

13.55

14.2 

13.1

12.65

13.3 

14.4

12.35

Mar.

9.3

8.1

7.2

6.7

6.5

6.2

5.7

5.5

5.4

5.7

6 9

9.15 

9.2 

8.4

7.5

6.9

6.4

6.0

5.5

5.2

5.0

4.8 

4.6

A K

4.3 

5.4

7.0

9

C

9.2 

o n

8.7

Apr.

8.2

7.6

7.5

7.6

7.8

7.5

7.4

7.5

7.6

7.7

7.3

6.8 

6.7 

7.0

10.05

14.15

12.45

11.0

9.4

8.6

7.8

7.5 

7.4

7 f\

7.2 

6.7

6.2

5.8

5.6 

7.1

May.

13.4

17.7

16.9

13.75

11.95

10.75

9.6

8.8

8.6

7.9

7.7

7.6 

7.7 

7.6

6.9

6.5

6.6

6.3

5.8

5.6

5.4

5.1 

4.9

4.7

4.5 

4.3

4.1 

4.1

4.1

3 A

3.8

June.

3.8

3.8

3.7

3.5

3.5

4.0

4.9

6.0

5.4

4.7

4.4

4.3 

6.7 

5.8

5.3

6.5

5.9

5.4

5.6

5.6

5.4

4.9 

4.4

4.1

4.0 

4.4

4.27 

3.92

3.72 

3.57

July .

3.41

3.21

3.06

2.94

2.86

2.79

2.71

2.62

2.60

2.62

2.57

2.47 

2.44 

2.44

2.42

2.42

2.42

2.40

2.36

2.18

2.26

2.26 

2.40

2.46

2.54 

2.44

2.38 

2.36

2.36 

2.51

2.54

Aug.

2.42

2.39

2.32

2.27

2.24

2.22

2.20

2.16

2.14

2.10

2.06

2.04 

2.02 

2.00

2.00

2.00

2.12

2.10

2.07

2.08

2.16

2.15 

2.42

2.52

2.48 

2.42

2.30 

2.26

2.24 

2.19

2.16

Sept.

2.10

2.08

2.04

2.00

2.00

1.94

1.92

1.90

1.88

1.90

1198

2.04 

2.02 

2.0Q

2.04!

2.041

2.04

2.12

2.09

2.05

2.02

1.99J 

1.96

2.07

2.04 

2.07!

2.00 

1.99!

1.94! 

1.92

Oct.

1.88

1.83

1.88

1.94

1.94

1.92

1.90

1.88

1.86

1.84

1.84

2.15 

2.32 

2.26

2.25

2.18

2.26

2.15

2.12

2.10

2.06

2.03 

2.00

2.08

2.11 

2.10

2.11 

2.11

2.16 

2.21

2.22

Nov.

2.18

2.18

2.20

2.18

2.13

2.10

2.08

2.10

2.09

2.08

2.08

2.06 

2.08 

2.09

2.08

2.08

2.08

2.07

2.02

1.98

2.02

2-02 

2.02

2.02

2.04 

2.03

2.05 

2.07

2.14 

2.22

Dec.

2.22

2.28

2.25

2.28

2.26

2.28

2.32

2.30

2.48

"3." 69

3.69

3.92

3.45

3.48

3.39

NOTE. Ice conditions prevailed, about as follows: Jan. 1 to 5, Jan. 17 to 24, and Dec. 9 to 31. 

Daily discharge, in second-feet, of Susquehanna River at Danville,] Pa., for 1909.

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. ........

27.........

29......... 

30. ........

31.........

Jan.

1,300

1,300

1,500

1,500

3,000

12,500

21,500

19,100

12,500

12,000

7,660

6,000

5,500

5,000

5,000

5,500

6,000

28,300

60,500

65,300

30,900 

22,700

16,900

Feb.

7,660

6,800

11,500

28,300

26,300

23,900

21,500

1 Q 7AA

oq AAA

39,700

4.7 £\nn

80,200

87,300

75,500

77,600

48 800

Mar.

40,500

25,700

22,700

21,500

19,700

16,900

15,200

16,900

23,900

39,400

39,700

33,700

27,600

23,900

9O Qftfi

18,600

15,800

14,200

13,100

19 nrtfi

11 000

9,520

15,200

42,100

39,700 

38,200

35,900

Apr.

28,300

27,600

28,300

29,600

27,600

27,000

28,300

28,900

23,300

22,700

24,500

54,900

41,300

35,200

29 600

97 Ann

27,000

27,600

25,700

99 7ftH

19 700

17 400

16,400 

25,100

May.

132,000

120,000

82,400

63,800

52,700

42,900

36 700

35,200

30,300

OQ AAA

28,300

28,900

28,300

21 500

16 400

i Q Ann

19 ^nn

11,500

in f^on

9 con

S

CfiA

8

cat\

8,560 

7,660

7,220

June.

7,220

7,220

6,800

6,000

8,100

12,500

15,200

11,500

9,520

22,700

17 dftCI

14 700

21,500

18,000

15,200

16,400

16 400

19 Sftfi

in ftnn

8

1 Art

10 000

9,380

7 750

6,880 

6,280

July.

5,640

4 880

4,340

3,920

3,650

3,430

3,170

2,900

2,840

2,900

2,760

2,480

2,400

2,350

2,350

2 OCA

2,300

2,200

i 7on

1 970

2

0AA

2,400

2 OKA

2

OAA

2,200 

2,590

2,670

Aug.

2,350

2,280

2,110

1,990

1,920

1,880

1,830

1,740

1,700

1,620

1,540

1,500

1,460

1,420

1,420

1,420

1,620

1,560

1,580

1,720

2

qcr|

2,620

2,510

2

qKT|

2,060

1,970

1,920 

1,810

1,750

Sept.

1,620

1,580

1,500

1,420

1,420

1,310

1,280

1,240

1,210

1,240

1,380

1,500

1,460

1,420

1,500

1,500

1 Cflfi

1,660

1,600

1,460

1,400

 I OKA

1 CAA

1 CfiA

1,420

1 400

1,310 

1,280

Oct.

1,210

1,120

1,210

1,310

1,310

1,280

1,240

1,210

1,170

1,140

1,140

1,720

2,110

1,790

1 970

l'720

1,660

1,620

1,540

1 480

1,580

1 640

1,620

1 640

1 640

1,750 

1,850

1,880

Nov.

1,790

1,790

1,830

1,790

1,680

1,620

1,580

1,620

1,600

1,580

1,580

1,540

1,580

1,600

1,580

1,580

1,580

1,560

1,460

1 OOA

1 460-

1*460

l)460

1 460 i' <w>

1 480

1,520

1,560

1,700 

1,880

Dec.

1,880

2,010

1,940

2,010

.1,970

2,010

2,110

2,060

1,800

1,600

1,500

1,300

1;300

2,800

6,000

5,500

4

CAA

5,500

4

CAA

2

AAA

3,000

2

fiAA

2

CAA.

3,000

2

CAA

2

CAA

2

AAA

2 ftfift

1,800

1,300

NOTE. Discharge during backwater from ice conditions estimated on the basis of climatological data 

and comparisons with the discharge at other stations in the Susquehanna River drainage.
NORTH ATLANTIC COAST. 259

Monthly discharge of Susquehanna River at Danville, Pa., for 1909. 

[Drainage area, 11,100 square miles.]

Month.

July................ ...................

Discharge in second-feet.

Maximum.

65,300 

89,600 

42, 100 

86,800 

132,000 

22,700 

5,640 

2,620 

1,660 

2,110 

1,880 

16,000

132,000

Minimum.

U,300 

6,800 

9,520 

16,400 

7,220 

6,000 

1,790 

1,420 

1,210 

1,120 

1,380 

11,300

1,120

Mean.

16,200 

38,800 

23,700 

31,800 

33,000 

11,900 

2,800 

1,850 

1,440 

1,540 

1,590 

2,580

13,800

Per 

square 

mile.

1.46 

3.50 

2.14 

2.86 

2.97 

1.07 

.252 

.167 

.130 

.139 

.143 

.232

1.24

Run-off 

(depth in 

inches on 

drainage 

area).

1.68 

3.64 

2.47 

3.19 

3.42 

1.19 

.29 

.19 

.14 

.16 

.16 

.27

16.80

Accuracy.

B. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

i Estimated.

STJSQTJEHANNA 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 1| 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 109, 

and 167. The discharge at this point is affected by ice. Conditions of flow here have been relatively permanent during the last 

few years, and a good rating curve has been developed. Discharge 

measurements are made from the bridge.

Discharge data for this station prior to 1905 have been revised 

and republished in Water-Supply Paper 109.
260 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Susquehanna River at Harrisburg, Pa., for 1909. 

[E. R. Demain, observer.]

Day.

1....... .......

2.. .............

3...............

5...............

6...............

7...............

8 ..............

10...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19.........----..

20...............

21...............

22......'.........

23. ..............

25. ..............

26. ..............

27...............

28. ..............

29..........---..

30. ..............

31...............

Jan.

0.8

.8

1.0

1.4

1.6

1.8

2.5

4.7

4.5

3.8

3.2

2.9

2.6

2.5

2.1

1.8

1.2

1.2

1.7

2.0

2.0

2.1

2.5

6.5

9.4

8.1

6.6

5.3

4.6

Feb.

3.5 "* 1

2.8

2 5

2.6

4.9

<; Q

5.5

5.8

5.0

4.6

4.6

5.6

8.3

9.2

8.0

8.9

9.8

9 1

9 4

11.9

12.7

10.9

8.9

Mar.

7.6

6.4

5.7

5

0

5.2

5.0

4.6

4

0

4.8

5.8

6.8

6.3

5.6

5.1

4.6

4.0

q 7

q K

3.3

3.0

3.0

3.0

4.2

5

0

6.0

5.7

5.5

Apr.

K q

4

A

4.5

4.6

4.6

4.5

5.0

5.4

5

0

4.7

A q

4.3

7.6

M o

8.5

7.2

6

0

5 Q

6.0

6.3

6.7

6.5

5

0

5.4

4 Q

4.6

4.7

May.

11.1

15.5

8.8

7.8

6.8

6.2

5.8

5

0

5

0.

5.0

4.9

4.7

4.3

4.1

4.0

3.8

q K

3.3

3

1

3.0

2.9

2 7

2.7

2

C

2.6

2.7

2 7

June.

2.6

2

K

2.4

2.4

2.8

4.2

4.3

4.0

3

0

4.0

A q

4.6

4.7

4 q

4.1

3.8

3.4

3

1

2.8

2.6

2

fi

2.6

2.8

2.6

2.4

July.

2 A

2.1

1 Q

1.7

1.6

1.5

1.4

i q

1.3

1 O

1 O

1.1 1.1

1.0

1.0

1.0

1.0

9

9

9

1.0

1.0

1.0

1.1

1.0

1.0

9

Aug.

n Q

.8

.8

.7

.7

.6

.6

.5

.5

.5

.4

.5

.9

.7

.7

.7

.7

.8

.8

.6

.6

.5

.5

Sept.

0.5

.6

.5

.5

.4

.4

.6

.6

.5

.4

.4

.4

.5

.5

Oct.

0.4

.3

.3

.3

.2

.2

.5

.6

.7

.7

.8

.8

.8

.7

.7

.6

.6

.6

.8

.8

.8

.8

.8

.8

.7

.7

Nov.

0.7

.7

.7

.6

.6

.6

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.4

.4

.5

.5

.5

Dec.

0.5

.5

.5

.6

.6

.6

.7

.3

.2

.5

.6

2.3

2.8

3.0

2.5

9 fi

1.5

1.3

2.2

2.0

2.2

2.0

2.2

2.0

1.9

1.8

1.7

1.4

1.5

NOTE. Feb. 26, maximum 13.0 feet at 6 a. m.; Apr. 16, maximum 11.2 feet from 2 to 7 p. m.; May 2, 

maximum'16.0 feet from 5 p. m. to midnight; river frozen Dec. 9 to 13 and 18 to 31.

Daily discharge in second-feet, of Susquehanna River at Harrisburg, Pa., for 1909.

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. ...

27....

28. ...

29....

30. ...

31....

Jan.

5,310

5,310

6,360

8,740

10,100

11,600

17,800

47,100

56,800

43,800

33, 600

25,600

22,100

18,800

17,800

14,000

11,600

7,490

7,490

8,740

10,800

13,200

13,200

14,000

17,800

77,400

133,000

108,000

79,200

56,800

45,400

Feb.

29,400

24,400

21,000

19,800

17,800

18,800

28,100

50,200

66, 700

60,000

65.000

eo;ooo

51,900

45,400

45,400

61,700

111,000

129,000

106, 000

98,000

123,000

141,000

127,000

133, 000

188,000

207,000

165,000

123,000

.........

Mar.

98,000

75.500

63i400

56,800

55,100

51,900

45,400

40,700

40,700

43,800

48,600

65,000

82,900

73, 700

61,700

53,500

45,400

39,200

36,400

32,200

29,400

26, 900

24,400

23,300

23,300

23,300

39,200

56,800

68 400

63^400

60,000

Apr.

56,800

50,200

47, 100

43,800

45,400

45,400

43,800

42,200

51,900

58,400

55,100

47, 100

40,700

40,700

98,000

165,000

150,000

115,000

90,400

71,900

66,700

68,400

73,700

81,000

77,400

65,000

58,400

50,200

45 400

47^100

May.

170,000

281,000

278,000

197,000

146,000

121,000

102, 000

82,900

71,900

65,000

56,800

56,800

51,900

50,200

47,100

40,700

37,800

36,400

33,600

29,400

28, 100

26,900

24,400

23,300

22,100

19,900

19,900

17,800

18,800 IQ iy, ono yw 

19,900

June.

18,800

17,800

16,800

16,800

15,800

21,000

39,200

37,800

40,700

36,400

36,400

33,600

36,400

45,400

40,700

45,400

47, 100

40,700

42,200

37,800

33.600

28,100

24,400

21,000

18,800

18,800

18,800

21,000

18,800

16,800

July.

16,800

15,800

14,000

11,600

10,800

10,100

9,400

8,740

8,100

8,100

7,490

7,490

6,910

6,910

6,360

6,360

6,360

6,360

5,820

5,820

5,820

5,820

5,820

5,820

6,360

6,360

6,360

6,910

6,360

6,360

5,820

Aug.

5,820

5,820

5,310

5,310

4,830

4,830

4,380

4,380

4,380

3,960

3,960

3,960

3,570

3,570

3,570

3,570

3,960

4,380

5,820

5,820

4,830

4,830

4,830

4,830

4,830

5,310

5,310

4,380

4,380

3*960

3,960

Sept.

3,960

3,570

3,570

3,570

3,570

3,570

3,210

3,210

3,210

3,570

4,380

3,960

3,960

3,570

3,570

4,380

4,380

3,960

3,570

3,570

3,570

3,570

3,570

3,570

3,570

3,570

3,570

3,960

3,960

3,570

Oct.

3,570

3,210

3,210

3,210

3,210

3,210

3,210

2,870

2,870

2,870

2,870

3,960

4,380

4,830

4,830

5,310

5,310

5,310

4,830

4,830

4,380

4,380

4,380

5,310

5,310

5,310

5,310

5,310

5,310

4,830

4,830

Nov.

4,830

4,830

4,830

4,380

4,380

4,380

3,960

3,960

3,960

3,960

3,960

3,960

3,960

3,960

3,960

3,570

3,960

3,960

3,570

3,570

3,570

3,570

3,570

3,570

3,570

3,570

3,570

3,960

3,960

3,960

Dec.

3,960

3,960

3,960

4,380

4,380

4,380

4,380

4,830

3,000

2,500

2,000

2,500

4,000

15,800

21,000

23,300

17,800

12,500

9,000

7 ; 000

6,500

6,000

6,000

6,000

6,000

6,000

5,500

5,000

5,000

4,500

4,500

NOTE. Daily discharges for open-water conditions are based on a well-defined rating curve. Discharges 

for frozen periods of Dec. 9 to 13 and 18 to 31 are estimated on the basis of other Susquehanna River stations 

and climatological data.
NORTH ATLANTIC COAST. 261

Monthly discharge of Susquehanna River at Harrisburg, Pa., for 1909. 

[Drainage area, 24,000 square miles.]

Month.

April...................................

May....................................

July....................................

October. ................................

Discharge in second-feet.

Maximum.

133,000 

207,000 

98,000 

165,000 

281,000 

47,100 

16,800 

5,820 

4,380 

5,310 

4,830 

23,300

281,000

Minimum.

5,310 

17,800 

23,300 

40,700 

17,800 

15,800 

5,820 

3,570 

3,210 

2,870 

3, 570 

2,000

2,000

Mean.

30,600 

82,800 

49,900 

66,400 

70,900 

29,600 

7,970 

4,600 

3,690 

4,280 

3,960 

6,960

29,700

Per 

square 

mile.

1.27 

3.45 

2.08 

2.77 

2.95 

1.23 

.332 

.192 

.154 

.178 

.165 

.290

1.24

Run-off 

(depth in 

inches on 

drainage 

area).

1.46 

3.59 

2.40 

3.09 

3.40 

1.37 

.38 

.22 

.17 

.21 

.18 

.33

16.80

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

SUSQUEHANNA RIVER NEAR McCALL FERRY, PA.

The cable from which discharge measurements were made at this 

station is located about 1 mile above the village of McCall Ferry 

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 1909 were furnished by Pennsylvania 

Water & Power Co, 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.
262 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Susquehanna River at McCall Ferry, Pa., for 1909..

Day.

1......... ......

2.. .............

3.. -------------

5.........-.----

6.........------

8......-..------

10........-------

11...............

12...............

13........------.

14.........-.---.

15........-.---.-

16......... ------

17.------.-------

18...............

19.. ---...------ -

20...............

21.. ...... -------

22.-.-.....-.-...

23...... .........

25.. .............

26...............

27. ..............

28.-.---..-..-.-.

9Q

30. ..............

31...............

Jan.

101.1

101.1

101.2

101.4

101.9

102.4

103.0

106.4

107.2

106.8

106.0

104.6

104.5

104.0

103.7

102.9

102.8

102.4

101.8

101.9

102.2

102.8

103.2

105.3

114.9

112.2

103.1

Feb.

105.4

104.8

104.0

103.7

103.8

104.2

105.1

107.4

109.5

109.7

109.4

108.4

107.8

107.5

107.7

112.6

114.7

113.4

112.5

115.2

114.7

115.3

1-18. 3

120.3

114.7

Mar.

112.6

110.5

109.2

108.6

108.4

108.0

107.2

106.9

107.4

107.8

108.7

110.0

110.4

109.1

108.1

107.5

106.1

105.4

105.1

104.8

104.5

104.5

1 fiQ Q

108.9

108.6

Apr.

108.2

107.9

107.5

107.0

106.8

107.0

106.8

106.6

108.2

107.8

107.3

106.8

106.8

109.2

116.5

116.5

113.9

111.8

110.1

109.6

109.8

110.1

110.9

110.7

109.4

108 9

May.

118.0

123.0

124.6

119.9

116.3

113.9

112.4

111.0

109.1

108.5

108.0

107.7

107.6

107.4

107.0

106.5

105.7

105.4

105.2

105.2

104.8

104.5

104.0

103.8

103.7

103.7

103 9

June.

103.6

103.6

103.4

103.3

103.4

103.6

105.4

106.4

106.6

106.7

106.4

106.0

105.9

107.1

107.0

106.9

106.9

106.7

106.4

106.3

105.5

105.0

104.4

104.1

104.0

103.8

103.6

July.

103.4

103.1

102.9

102.6

102.3

102.3

102.2

102.1

102.0

101.9

101.7

101.6

101.6

101.5

101.6

101.4

101.4

101.3

101.3

101.6

101.4

101.3

101.4

101.3

101.3

101.2

101.3

101.4

101.6

101.5

101.4

Aug.

101.4

101.2

101.3

101.2

101.2

101.1

101.2

101.0

100.9

100.7

100.5

100.8

100.5

100.8

100.6

100.4

100.7

100.9

100.8

100.7

101.0

101.1

100.8

101.1

101.0

101.0

101.0

101.1

101.0

100.9

101.0

Sept.

101.0

100.9

100.8

100.7

100.6

100.3

100.2

100.9

100.9

100.7

100.8

101.0

100.6

100.9

101.3

101.0

101.0

100.9

100.8

100.7

100.8

101.0

100.9

100.9

100.7

100.5

100.4

100.7

101.0

100.7

Oct.

100.7

100.6

100.5

100.3

100.5

100.4

100.5

100.5

100.6

100.4

100.4

100.7

100.6

101.0

100.9

101.0

101.1

100.6

101.2

101.3

101.2

101.1

101.0

101.1

100.7

100.3

101.2

101.3

101.2

101.3

101.1

Nov.

100.6

101.2

101.3

101.0

101.1

101.2

101.4

100.6

100.3

101.0

100.6

100.8

100.6

100.5

100.4

100.6

100.9

100.9

100.8

101.0

100.7

100.5

100.7

100.9

100.8

100.5

100.7

100.8

100.4

100.5

Dec.

101.1

101.0

100.8

100.6

100.8

100.6

100.6

101.0

100.7

100.2

100.0

100.2

101.0

101.5

104.3

104.0

103.5

103.0

102.5

101.4

101.5

101.2

101.4

101.5

101.7

101.8

101.6

101.5

101.4

101.4

101.5

NOTE. Readings were made on gage No. 5, below Cullys Falls. Discharge probably unaffected by 

ce during the winter periods, except for short intervals of a day or two.

Monthly discharge, in second-feet, of Susquehanna River at McCall Ferry, Pa., for 1909.

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....

27---.

28.---

29. ...

30. ...

31....

7an.

5,760

5,760

6,200

7,120

9,650

12,500

16,300

42,900

53, 000

50,200

46,600

39,400

27,900

27, 100

23, 300

21,100

15,600

15,000

12,500

9,120

8,600

9,650

11,300

15,000

17,600

33,400

135,000

141,000

103, 000

68, 100

49, 300

Feb.

34,200

29,400

23,300

21, 100

21,800

24,800

31,800

52,100

76,000

72,000

73, 900

71,000

61,400

35,800

53,000

54,800

108,000

138, 000

119,000

107,000

125,000

145,000

138,000

147, 000

192, 000

224, 000

187,000

138,000

Mar.

108,000

82,500

69, 000

63,300

61,400

57,600

50,200

47,500

49, 300

52, 100

55,800

64, 200

77,000

81, 400

68,100

58,500

53,000

47,500

40,300

34,200

33,400

31,800

29,400

27, 900

27,100

27,100

33,400

53,000

70, 000

66, 100

63,300

Apr.

59,500

56, 700

53,000

48,400

46,600

48,400

46,600

44,700

51,200

59,500

55,800

51,200

46,600

46,600

69,000

164, 000

164,000

126,000

98,000

78,100

72,900

73,900

74,900

78, 100

87, 100

84, 800

81,400

73, 900

71,000

66, 100

May.

187, 000

269, 000

297,000

218,000

162,000

126,000

106,000

88,300

76, 000

68,100

62, 300

57,600

54, 800

53, 900

52, 100

48,400

43,800

39, 400

36,800

34,200

31,800

32, 600

32, 600

29, 400

27,100

23,300

22,600

21,800

21,100

21, 100

22J600

June.

20,400

20,400

19,000

18, 300

19,000

20, 400

34, 200

42,900

44, 700

45, 600

42,900

39,400

38, 500

49,300

48,400

47,500

47,500

45,600

42,900

42,000

37,600

35,100

31,000

26,300

24,000

23,300

21,800

21,800

22,600

20,400

July.

19, 000

17,000

15,600

13, 700

11,900

11,900

11,300

10, 800

10, 200

9,650

8,600

8,090

8,090

7,600

8,090

7,120

7,120

6,650

6,650

8,090

7,120

6,650

7,120

6,650

6,650

6,200

6,650

7,120

8,090

7,600

7,120

Aug.

7,120

6,200

6,650

6,200

6,200

5,760

6,200

5,330

4,930

4,190

3,530

4,550

3,530

4,550

3,850

3,230

4,190

4,930

4,550

4,190

5,330

5,760

4,550

5,760

5,330

5,330

5,330

5,760

5,330

4,930

5,330

Sept.

5,330

4,930

4,550

4,190

3,850

2,950

2,690

4,930

4,930

4,190

4,550

5,330

3,850

4,930

6,650

5,330

5,330

4,930

4,550

4, 190

4,550

5,330

4,930

4,930

4,190

3,530

3,230

4,190

5,330

4,190

Oct.

4,190

3,850

3,530

2,950

3,530

3,230

3,530

3,530

3,850

3,230

3,230

4,190

3,850

5,330

4,930

5,330

5,760

3,850

6,200

6,650

6,200

5,76C

5,330

5,760

4,190

2,950

6,200

6,650

6,200

6,650

5,760

Nov.

3,850

6,200

6,650

5,330

5,760

6,200

7,120

3,850

2,950

5,330

3,850

4,550

3,850

3,530

3,230

3,850

4,930

4,930

4,550

5,330

4,190

3,530

4,190

4,930

4,550

3,530

4,190

4,550

3,230

3,530

Dec.

5,760

5,330

4,550

3,850

4,550

3,850

3,850

5,330

4,190

2,690

2,200

2,690

5,330

7,600

25,600

23,300

19, 700

16,300

13,100

7,120

7,600

6,200

7,120

7,600

8,600

9,120

8,090

7,600

7,120

6,500

6,000

NOTE. No correction made for ice effect, except Dec. 30 and 31, for which estimates were slightly reduced.
NOKTH ATLANTIC COAST. 263

Monthly discharge of Susquehanna River at McCall Ferry, Pa., for 1909. 

[Drainage area, 26,800 square miles.]

Month.

January. . ..............................

May....................................

July....................................

Discharge in second-feet.

Maximum.

141,000 

224,000 

108,000 

164, 000 

297,000 

49,300 

19,000 

7,120 

6,650 

6,650 

6,650 

25,600

297,000

Minimum.

5,760 

21,100 

27,100 

44,700 

21,100 

18,300 

6,200 3,230* 

2,690 

2,950 

2,950 

2,200

2,200

Mean.

33,500 

90,200 

54,300 

72,600 

76,300 

33,100 

9,170 

5,120 

4,550 

4,720 

4,540 

8,010

32,600

Per 

square 

mile.

1.25 

3.37 

2.03 

2.71 

2.85 

1.24 

.342 

.191 

.170 

.176 

.169 

.299

1.22

Kun-off 

(depth in 

inches on 

drainage 

area).

1.44 

3.51 

2.34 

3.02 

3.29 

1.38 

.39 

.22 

.19 

.20 

.19 

.34

16.51

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

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.

Considerable power is developed at Binghamton and at Port 

Dickinson, 3 miles above.

CHENANGO RIVER AT BINGHAMTON, N. Y.

This station, which is located at the Court Street Bridge at Binghamton, was established July 31, 1901, 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. Chenango River enters 

Susquehanna River about three-fourths of a mile below the gaging 

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
264 SURFACE WATER SUPPLY, 1909, PART I.

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 drainage 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 

Co. 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 attached to the bridge 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. No discharge 

measurements were made during 1909. Measurements made during 1910 indicate, however, that conditions of flow have remained 

constant at this station. Discharge measurements are made from 

the bridge.

Information in regard to this station is contained in the reports of 

the State engineer and surveyor, State of New York.

Daily gage height, infect, of Chenango River at Binghamton, N. Y.,for 1909. 

[H. L. Smith, observer.]

Day.

1.. .............

2...............

3...............

4..............

5...............

6. ...... ......

7...............

8...............

9...............

10. ..............

Jan.

5 2

5.1

5 9

5.3

6.4

n

o

9.8

7.35

6.65

6.65

Feb.

6.1

5.95

6.2

8.2

10.1

9.0

7.10

Mar.

8.25

7.8

7.65

7.0

6 9

7 05

6.8

8.6

Apr.

8

CC

8.7

9 2

0 Q

8 9

9 8

10.3

9.5

8.6

May.

10 9

10.2

10.6

8 9

9.5

8

7K

8.28

7.7

June.

K QE

5.8

C 0

K Q

7.4

6.2

6.0

6.3

July.

5 4

K OE

c q

5.15

5.15

K 9

5.15

5.1

5.1

Aug.

5.1

5 15

5.0

5.0

5.1

4.85

5.05

Sept.

4 9

4 9

4 9

4. 9

4.9

4 9

4.9

4. 9

4. 9

5.0

Oct.

4.8

4 95

5 0

4. 95

4 9

4 9

4 9

4. 9

4 85

4.85

Nov.

5 15

5.0

5 1

5.1

5.1

5.0

5 1

A QK

5.05

Dec.

K A

5.3

K 9

5 2

K A

5 2

K 9

5 2

4 95

5.15
KOKTH ATLANTIC COAST. 265 

Daily gage height, in feet, of Chenango River at Binghamton, N. Y.,for 1909 Con.

Day.

11...............

12...............

13...............

14...............

15...............

16........'.......

17...............

18...............

19. ..............

20. ..............

21...............

22. ..............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

6.55

6.5

5.8

5.75

6.15

6.0

5.7

5.5

5.6 '

5.75

5.8

5.9

6.65

13.8

12.6

9.7

8.1

7.2

7.1

6.85

Feb.

8.15

7.48

7.28

7 2

8.35

9.4

10.6

9.2

7.9 ic 4

15.7

13.05

10.25

11.9

14.65

13.05

10.3

9.5

Mar.

11.0

9.9

8.45

8.2

7.7

7.2

7.15

6.8

6.75

6.7

6.6

6.4

6.3

6.35

11.65

9.9

9.7

8.7

Apr.

8.2

7.7

7.4

9 6

13.15

11.9

10.2

9.3

8.5

8.3

8.0

7.6

7.2

fi QZ

6.8

6.7

6.6

6.55

8.4

May.

9.2

9.15

8.0

7.6

7.85

7.52

7.3

7.25

6.95

A 7c

6.5

6.35

6.3

6.2

6.0

C QC

5.95

6.1

6.0

6.0

June.

7.3

6.6

6.3

7.48

6.9

6.4

6.2

a 75

6.7

6.35

6.1

6.02

6.0

5.7

5.7

5.6

5.6

5.55

K. K

July.

5.1

5.1

5.0

5.0

5.0

4.9

4.9

5.2

5.2

5.0

5.0

5.0

5.0

5.1

5.45

5.4

5.15

5.2

5.2

5.15

Aug.

5.1

4.9

4.9

4.8

4.8

4.85

5.0

5.0

5.2

5.15

5.0

5.2

5.0

5.1

4.7

4.6

495

4.9

Sept.

5.2

5.2

5.2

5.1

5.1

5.1

5.0

4.95

4.9

4.85

4.9

4.9

4.8

5.0

4.9

4.95

5.0

5.0

4.8

Oct.

4.9

5.0

5.0

5.1

5.0

5.0

4.95

4.95

4.95

4.95

5.1

5.2

 ; 4

5.2

c o

5.15

5.1

5.1

Nov.

5.0

5.0

5.05

5.0

5.0

5.0

5.0

5.0

5.05

5.0

5.1

5.2

5.4

5.2

5.2

c oc

5.3

5.2

S

A

Dec.

5.15

5.0

5.2

5.2

6.35

6.15

5.65

5.6

5.4

5.35

5.4

5.45

5.4

5.35

5.35

5.3

5.3

5.25

5.35

5.25

5.2

NOTE. Ice conditions prevailed from about Dec. 21 to 31 and also for short intervals at other times during 

the winter periods.

Daily discharge, in second-feet, of Chenango River at Binghamton, N. Y.,for 1909.

Day.

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.

305

235

305

380

1,620

9,920

7,140

2,990

1,960

1,960

1,820

1,760

850

798

1,280

1,080

745

695

550

645

798

850

960

1,960

14,900

12,^00

6,960

4,190

2,760

2,620

2,250

Feb.

1,210

1,020

1.340

1,280

1,340

4,360

7,680

5,740

3,300

2,620

4,270

3,190

2,880

2,760

4,610

6,440

8,590

6,090

3,860

18,200

18,900

13,400

7,950

11,100

16,700

13,400

8,040

6,620

Mar.

4,440

3,700

3,460

3,620

2,470

2,320

2,540

2,180

2,040

5,040

9,350

7,320

4,780

4,360

3,540

2,760

2,690

2,180

2,110

2,040

1,900

1,620

1,480

1,550

4,270

10, 600

8,130

7,320

6,960

6,180

5,220

Apr.

4,950

5,220

6,090

6,090

5,560

5,560

7,140

8,040

6,620

5,040

4,360

3,540

3,060

6,790

13,600

11,100

7,860

6,260

4,860

4,520

4,020

3,940

3,380

2,760

2,400

2,040

1,900

4,700

May.

9,160

11, 800

7,860

8,590

7,410

5,560

6,620

5,300

4,490

3,5^0

6,090

6,000

4,020

3,380

3,780

3,250

2,920

2,400

1,760

1 t\t\ft

1,480

1,340

1,210

1,080

1,020

1,020

1,210

1,080

June.

1,020

850

850

850

1,080

3,060

1,780

1,340

1,080

1,480

2,920

1,900

1,480

3,190

2,320

1,620

1,340

2,110

2,040

1,550

1,210

1,110

1,080

745

7/c

645

645

598

550

July.

460

420

380

270

305

270

305

270

235

235

235

235

170

170

170

115

115

305

305

170

170

170

170

235

505

460

342

270

305

305

270

Aug.

235

270

270

235

170

170

235

92

202

202

235

115

115

70

70

92

170

170

305

270

270

170

305

170

235

35

142

10

142

202

115

Sept.

115

115

115

115

115

115

115

115

115

170

305

305

305

235

235

235

170

142

115

92

115

115

70

170

170

115

142

170

170

70

Oct.

70

142

170

142

115

115

115

115

92

92

115

170

170

235

170

170

142

142

142

142

142

142

235

305

460

305

305

270

142

Nov.

270

170

235

235

235

170

70

235

142

202

170

170

202

170

170

170

170

170

202

202

170

235

305

460

305

305

380

305

460

Dec.

460

380

305

305

460

305

305

305

142

270

270

170

305

305

1,550

1,280

695

645

460

420

380

350

300

300

300

250

250

250

250

250

250

NOTE. Daily discharges Jan. 1 to Dec. 20 based on a well-defined rating curve. Daily discharge Jan. 1 

to Feb. 6 and Dec. 1 to 20 may be somewhat in excess due to slight ice conditions for short intervals. Daily 

discharge Dec. 21 to 30 estimated on tlie basis of daily discharge at other stations in Susquehanna drainage.
266 SURFACE WATER SUPPLY, 1909, PART I.

Monthly discharge of Chenango River at Binghamton, N. Y.,for 1909. 

[Drainage area, 1,530 square miles.]

Month.

February . ..............................

April...................................

July. ....................

Discharge in second-feet.

Maximum.

14,900 

-18,900 

10,600 

13,600 

11,800 

3,190 

505 

305 

305 

460 

460 

1,550

18,900

Minimum.

235 

1,020 

1,480 

1,820 

1,020 

550 

115 

10 

70 

70 

70 

142

10

Mean.

2,830 

6,670 

4,130 

5,180 

3,900 

1,410 

269 

177 

155 

179 

234 

402

2,130

Per 

square 

mile. .

1.85 

4.36 

2.70 

3.39 

2.55 

.922 

.176 

.116 

.101 

.117 

.153 

.263

1.39

Run-off 

(depth in 

inches on 

drainage 

area).

2.13 

4.54 

3.11 

3.78 

2.94 

1.03 

.20 

.13 

.11 

.13 

.17 

.30

1&57

Accuracy.

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

CKEMUNG RIVER BASIN.

DESCRIPTION.

Chemung River is formed near Painted Post, in the southeastern 

part of 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.
FORTH ATLANTIC COAST. 267

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.1

CHEMUNG RIVER AT CHEMUNU, 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 

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 canal has been abandoned, and 

the diversion dams are 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 chain gage attached to the bridge 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 3 ear 

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 

which makes estimates liable to considerable error.

Discharge measurements are made from the bridge. 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 1909.

Date.

Apr. 23

Aug. 19

Hydrographer.

.....do.....................................................

.... .do. ....................................................

Width.

Feet. 

305

205

220

Area of 

section.

Sq.ft. 

1,600

234

1,110

Gage 

height.

Feet. 

4.60

1.82

2.82

Discharge.

Sec.-ft. 

3,290

156

232

a Complete ice cover. Average thickness of ice 0.40 foot. Gauge height to top of ice 2.88 feet.

1 Report of Francis Collingwood, C. E., on the protection of the city of Elmira, N. Y., against floods.
268 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage 'height, in feet, of Chemung River at Chemung, N. Y.,for 1909. 

[D. L. Orcutt, observer.]

Day.

1...... .........

2...............

3...............

4...............

6...............

7..... ..........

8...............

9...............

10...............

11...............

12...............

13...............

16...............

17............... 

18............... 

19...............

20. ..............

21...............

22. ..............

23...............

24...............

25............... 

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

4.93

3.38

3.07

3.20

o 49

9 Qfi

9.31 

6.70

5.18

4.48

3.88

3.48

Feb.

5.16

4.38

4.11

4.32

3.68

S

CO

3

QA

3.80 

3.76

7.37

7.70

7.33

10.06

11.01 

6.93

Mar.

4.72

4.64

4.56

4.06

3.64

4.14

4.18

5.92

7 48

5.54

4 84

4 56

4 91

3.93 

3.64 

3.56

3.57

3 97

017

3.04

3.21

o 97

4.73

4.87

5.17

Apr.

5.33

5.37

5.47

5.19

4 93

5.03

5.85

5.08

4.79

4.45

8 no

10.73

7.50

6.31

5.48

4 66

4.61

4.59

3.92 

3.67

3

K7

3

O7

May.

15.39

15.15

9.61

7.73

6.67

5.91

5.27

4.82

4.99

4.77

4.37

4.18

4.23

4.05 

3.83 

3.68

3.43

3.32

3.23

3.14

3.11 

3.03

3.03

3.31

3.08

June.

2.95

2.79

2.72

2.64

3.29

6.85

4.10

3.66

3.70

7.12

4.50

3.98 

4.57 

4.33

3.75

3.44

3.26

3.38

3.43

3.36 

3.00

2.81

2.78

July.

2.66

2.43

2.40

2.30

2.28

2.27

2.26

2.20

2.15

2.12

2.09

2.08

2.10

1.96

1.96

1.98

1.94 

1.88 

1.90

1.90

1.88

1.89

2.01

2.03

2.00 

2.02

2.04

1.93

1.94

1.87

1.80

Aug.

1.80

1.80

1.80

1.80

1.78

1.78

1.76

1.77

1.72

1.71

1.66

1.66

1.68

1.72

1.66

1.82 

1.84 

1.78

1.92

1.84

1.82

1.71

1.85

1.80 

1.82

1.80

1.83

1.66

1.76

Sept.

1.70

1.67

1.70

1.76

1.74

1.60

1.71

1.69

1.72

1.74

1.90

1.80

1.74

1.96

1.76

1.84

1.89 

1.80 

1.86

1.64

1.82

1.80

1.78

1.74

1.81 

1.76

1.70

1.86

1.78

1.88

Oct.

1.80

1.72

1.72

1.69

1.68

1.74

1.72

1.70

1.74

1.76

1.74

1.80

1.74

1.76

1.95

1.84

1.88 

1.78 

1.85

1.76

1.78

1.88

1.92

1.84

1.94 

2.08

2.10

2.05

2.02

1.99

2.00

Nov.

1.91

1.94

1.85

1.85

1.85

1.80

1.66

1.82

1.96

1.93

1.90

1.86

1.84

1.88

1.76

1.85

1.73 

1.70 

1.70

1.78

1.78

1.74

1.86

1.72

1.72 

2.01

1.89

1.04

1.88

Dec.

1.88

1.93

1.93

1.79

1.90

1.79

1.80

1.80

1.87

1.85

2.82

NOTE. Ice conditions prevailed from about Jan. 1 to 5,14 to 23, Jan. 31 to Feb. 6, and Dec. 9 to 31. 

Daily discharge, in,^econd-feet, of Chemung River at Chemung, N. Y.,for 1909.

Day.

1.... ......

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.

300

300

300

1,500

3,970

4,570

1,360

1,020

1,410

907

816

700

600

600

600

500

500

500

500

1,000

9,110

17,000

8,400

4,440

3,060

2,040

1,480

1,200

Feb.

1,000

900

2,000

9,670

2,870

2,410

2,770

1 640

1,540

3,020

1,870

1,710

11,300

7,700

10,200

19,900

24,000

9,020

6,710

5,060

Mar.

3,370

3,210

1,700

2,460

2,530

6,340

S

oon

3,770

3 91fl

2,580

1,700

i PiQft

1,600

1,450

1,230

1,120

985

1,160

1 230

3,840

4,500

4,230

Apr.

A Q7O

A Q7n

3 Q7fl

A ion

6,100

2,540

99 ftnn

7,360

4 140

3,' 470

3,390

3,270

2,110

1,740

1,550

9 n**fl

May.

18, 100

11, 400

6,320

6,060

3,730

4,100

3,630

9 ftfin

9 Pi^fl

2,610

2,610

2,710

2

01 n

1,970

1,750

1 AOfl

1,420

1,290

1,180

1,090

1,060

WK.

936

975

1,280

1,020

June.

898

7^7

701

640

4,050

1,720

1,780

9,560 A 7cn

6,650

5

oqn

3,230

2,780

1,850

1,220

i *3fin

1,420

1,340

799

655

749

July.

655

470

392

386

379

340

310

292

274

280

207

207

216

198

172

180

172

176

242

225

247

194

198

168

140

Aug.

140

140

140

140

133

133

126

130

112

93

no

99

90

112

93

148

1 3°.

189

148

108

148

148

140

93

126

Sept.

105

96

105

126

119

75

108

102

112

119

180

119

207

156

176

140

164

87

148

140

133

119

105

164

133

172

Oct.

140

112

112

102

99

119

112

119

119

140

119

126

202

156

172

133

160

133

172

189

156

198

280

252

236

220

225

Nov.

184

198

160

160

160

140

93

148

207

180

164

156

172

126

160

116

105

105

133

133

119

112

112

230

189

176

198

172

Dec.

172

194

194

136

180

136

140

150

150

i fin

160

180

210

220

230

OOfl

230

230

230

OOfl

230

230

230

230

230

230

NOTE. Daily discharges for open-water period obtained from a well-defined rating curve. Daily discharges for ice periods estimated on the basis of discharge at other stations in the Susquehanna drainage.
NORTH ATLANTIC COAST. 269

Monthly discharge of Chemung River at Chemung, N. Y.,fpr 1909. 

[Drainage area, 2,440 square miles.]

Month.

July.....................................

Discharge in second-feet.

Maximum.

17,000 

24,000 

10,600 

22,800 

46,200 

9,560 

655 

189 

207 

280 

230 

230

46,200

Minimum.

300 

900 

985 

1,550 

936 

640 

140 

90 

75 

99 

93 

136

75

Mean.

2,280 

5,310 

3,100 

5,320 

6,170 

2,540 

275 

130 

132 

159 

156 

196

2,150

Per 

square 

mile.

0.934 

2.18 

1.27 

2.18 

2.53 

1.04 

.113 

.053 

.054 

.065 

.064 

.080

.890

Run-off 

(depth in 

inches on 

drainage 

area).

1.08 

2.27 

1.46 

2.43 

2.92 

1.16 

.13 

.06 

.06 

.07 

.07 

.09

11.80

Accuracy.

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

WEST BRANCH STJSQTJEHANNA 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 the mouth, comprises approximately 

7,030 square miles, all in Pennsylvania.

The topography of the basin is 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 is much greater above Queens Run 

than 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 th3 

Williamsport gaging station in 1895.

WEST BRANCH OF SUSQUEHANNA RIVER AT WILLIAMSPORT, PA.

This station is located at the Market Street Bridge in Williamsport. 

Lycoming Creek enters Susquehanna River from the north about 2
270 SURFACE WATER SUPPLY, 1909, PART I.

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 on the bridge 

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 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 measurements 

are made from the bridge or by wading.

Discharge data for this station prior to 1905 have been revised 

and republished in Water-Supply Paper 109.

Daily gage height, in feet, of West Branch of Susquehanna River at Williamsport, Pa.,

for 1909.

[Henry H. Guise, observer.]

Day.

2...............

5.-...--..--..-.

7.......--..-...

8.......--..-.-.

9.......--..-.-.

11...............

12...............

13. ..............

14...............

15.....-.-.-.....

16...-.---.---...

17.....--..--....

18...............

19

20. ..............

21...............

22...............

24. ..............

25. ....-.--......

26...---.-.......

27. ..............

28. ..............

29...............

30...............

31...............

Jan.

1.4

1.3

1.3

1.3

1.4

2.8

5.3

4.8

3.8

2.8

2.6

2.6

2.7

2.0

1.5

2.3

3.3

2.5

2.5

2.3

2.0

2.0

2.1

2.2

5.8

10.8

9.3

7.4

4.6

4.0

Feb.

2.5

1.8

2.4

2.2

2.6

2.8

7.0

7.4

6.2

5.1

5.5

4.6

4.5

4.3

5.6

9.5

12.0

10.2

8.2

8.1

8 9

7.4

6.6

8.9

14.5

12.0

9.3

7.6

Mar.

6.4

5.5

5.0

5.8

5.2

. 4.7

4.2

4.0

3.9

4.5

6.3

7.0

6.3

5.7

5.2

4.7

4.2

3.8

3.5

3.3

3.1

3.0

2.8

2.6

2.6

3.9

6.0

5.1

5.0

4.8

4.5

Apr.

4.2

4.0

3.9

3.8

3.7

3.5

4.1

6.0

6.4

5.7

5.1

4.6

4.2

5.8

&12.3

10.8

8.4

6.9

5.9

5.4

5.0

5.1

6.4

6.7

6.0

5.6

5.1

4.8

4.8

9.6

May.

«21.0

19.4

14.1

11.3

9.7

8.4

7.3

6.4

5.6

5.1

5.0

4.9

4.5

4.1

3.8

3.7

3.4

3.2

3.0

2.7

2.6

2.5

2.4

2.3

2.2

2.1

2.0

2.5

3.0

3.0

2.8

June.

2.6

2.3

2.2

2.1

3.3

5.3

4.9

4.5

3.9

3.9

3.8

4.5

4.4

4.7

6.4

5.5

4.5

5.0

4.3

3.6

3.2

2.8

2.5

2.3

2.3

2.5

2.4

2.2

2.5

2.4

July.

2.3

2.0

1.8

1.5

1.4

1.3

1.2

1.1

1.0

1.0

i.o

.9

.8

.7

.7

.7

.7

.6

.6

.6

.6

.6

.7

.7

1.0

1.1

.8

.7

.6

.5

Aug.

0.5

.5

.5

.5

.5

.5

.4

.4

.4

.4

.4

.3

.3

.3

.3

.3

.3

.5

.6

.5

.5

.5

.4

.4

.4

.4

.4

.3

Sept.

0.3

.3

.3

.3

.3

.2

.2

.2

.2

.2

.3

.3

.3

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.3

.4

.4

.3

.3

.3

Oct.

0.3

.3

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.5

.6

.7

.7

.6

.5

.5

.4

.4

-.5

.6

.6

.6

.6

.6

.5

Nov.

0.5

.5

.4

.4

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.2

.2

.3

.3

.3

.3

.3

.4

.4

Dec.

0.4

,.4'.3

.3

.3

.3

.3

.3

.2

.2

.3

.3

.3

1.5

2.3

1.8

1.6

1.7

2.0

1.6

.7

.7

.7

.7

.6

.6

.5

.5

a Maximum gage height for day, 21.0 feet, at 7.30 a. m. 

& Maximum gage height, 12.8 feet, at 2 p. m.

NOTE. Ice conditions prevailed about as follows: Jan. 1 to 5, Jan. 12 to 13, Jan. 16 to 24, Feb. 3 to 5, 

and Dec. 18 to 31.
NORTH ATLANTIC COAST. 271

Daily discharge, in second-feet, of West Branch of Susquehanna River at Williamsport,

Pa., for 1909.

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.........

27. ........

28. ........

29.........

30.........

31.........

Jan.

1,200

1,200

1,000

2,000

6,020

14,900

-10 CAfi

6,020

i 4on

5,000

2

0Qft

1 PUTfi

1 200

f 7 flftn

1 nftfl

1,200

1,200

1 800

3 nnn

17,200

44 100

DC 1Afi

16,700

n oon

9 con

Feb.

5,230

3,500

2,500

2,000

2,500

6,020

19,000

14,000

15,800-

11,900

11,500

10,800

16,200

52,400

40 400

OQ I Art

28,500

29,100

24,900

20 900

73,600

KO A(\f\

25,900

Mar.

19,900

15,800

13,600

17,200

14,500

12,300

10,400

9,690

9,360

11,500

19,500

22,900

19,500

14,500

12,300

10,400

9,030

8,090

7,470

6,870

6,580

6,020

5,490

5,490

13,600

14,000

13,600

12,800

11,500

Apr.

10,400

9,360

9,030

8,710

8,090

18,100

19,900

16,700

14,000

11,900

10,400

44,100

30,200

17 600

15,400

13,600

14,000

19,900

21,400

18, 100

16,200

14,000

12,800

12,800

36,800

May.

141,000

124,000

70,000

47,400

37,400

30,200

24,400

19,900

16,200

14,000

13,600

13,200

11,500

10,000

9,030

8,710

7,780

7,170

6,580

5,750

5,490

5,230

4,970

4,720

4,470

4,220

3,980

5,230

6,580

6,580

6,020

June.

5,490

4,720

4,470

4,220

7,470

14,900

13.200

11,500

9,360

9,360

9,030

11,500

11,200

12,300

19,900

15,800

11,500

10,800

8,400

7,170

6,020

5,230

4,720

4,720

5,230

4,470

5,230

4,970

July.

4,720

3,980

3,500

2,830

2,620

2,410

2,210

2,010

1,820

1,820

1,820

1,630

1,440

1,260

1,260

1,260

1,260

1,090

1,090

1,090

1,090

1,090

1,260

1,260

1,820

2,010

1,630

1,440

1,260

1,090

930

Aug.

930

930

930

930

930

930

775

775

775

775

775

630

630

630

630

630

630

930

1,090

930

930

930

930

775

775

775

775

775

775

775

630

Sept.

630

630

630

630

630

495

495

495

495

495

630

630

630

495

495

495

495

495

495

495

495

495

495

630

775

775

775

630

630

630

Oct.

630

630

495

495

495

495

495

495

495

40 "1

495

495

. 930

1,260

1,260

1,090

930

771

775

775

771

775

930

1,090

1,090

1,090

1,090

930

Nov.

cwn

QQrt

771

775

630

630

630

630

630

630

630

630

630

630

630

-IQK

JQK

630

630

630

630

77 K

77*1

775

775

771

Dec.

775

77 "1

630

630

630

630

630

495

AQK

630

630

630

9 %3f\

4,720

3 wn

3,050

2 cnn

2,000

1,500

1,200

1,000

1,000

800

800

son

700

600

600

500

NOTE. Discharge during the periods of backwater from ice conditions estimated on the basis of cHmatological data and comparisons with the discharge at other stations in the Susquehanna Kiver drainage.

Monthly discharge of West Branch of Susquehanna River at Williamsport, Pa., for 1909. 

[Drainage area, 5,640 square miles.]

Month.

July.....................................

Discharge in second-feet.

Maximum.

44,100 

73,600 

22,900 

54,600 

141,000 

19,900 

4,720 

1,090 

775 

1,260 

930 

4,720

141,000

Minimum.

5,490 

8,090 

3,980 

4,220 

930 

630 

495 

495 

495

Mean.

8,080 

23,200 

12,300 

17,900 

21,800 

8,720 

1,810 

807 

577 

803 

675 

1,190

8,040

Per 

square 

mile.

1.43 

4.11 

2.18 

3.17 

3.87 

1.55 

.321 

.143 

.102 

.142 

.120 

.211

1.44

Run-off 

(depth in 

inches on 

drainage 

area).

1.65 

428 

2.51 

3.54 

446 

1.73 

.37 

.16 

.11 

.16 

.13 

.24

19.34

Accuracy.

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.
272 SURFACE WATER SUPPLY, 1909, PART I. 

JUNIATA BIVEB 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 Huntingdon, 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 the total drainage area, measured at the mouth, 

comprises 3,530 square miles.

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, the banks are generally high, and there is little low land to be overflowed. The bed, 

is, as a rule, of gravel or sand, with rock a little below or in places 

at the surface. For elevations and slope see Water-Supply Paper 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.
NOKTH ATLANTIC COAST. 273

JUNIATA EIVEE AT NEWPOET, PA.

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 attached to the bridge has remained 

constant during the maintenance of the station. Discharge measurements are made from the bridge. 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 109.

The following discharge measurement was made by Kenneth Grant:

May 13, 1909; width, 541 feet; area, 1,600 square feet; gage height, 4.40 feet; discharge, 4,820 second-feet.

Daily gage height, in feet, of Juniata River at Newport, Pa., for 1909.

Day.

1...............

2...............

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.

3.05

3.15

3.2

3.1

3.8

4.5

3.8

3.6

3.35

3.35

3.5

3.4

3.05

3.0

3.6

3.15

3.1

3.55

3.25

3.6

3.65

3.6

3.6

4.1

8.0

5

QC

4.95

4.45 

4 05

4.0

Feb.

3.8

3.35

3

D

3.35

3.6

3.85

4 1

3.85

3.6

3.85

d fi

4.4 4 9<;

4 Q

4.5

5.8

7 Q

6.9

6.0

5.7

<; <5<;

5.1

4 95

8.8

611.95

9.7

7 f\f\

.......

Mar.

5.9

5.35

5.1

5.3

5.25

5.15

5.0

5.05

5.15

5.15

5.4

5.3

4.95

4.75

4.6

4 6

4 4

4.2

4.2

4.0

4.0

4.0

3.9

3.9

3.8

4.15 4 <;

4.3

4.3

4 1

4.15

Apr.

4.1

4.0

4.0

3.9

ass

3.9

40

4.0

4.1

4.0

4.05

4.0

4 0

5.35

«10. 75

Q 11?

7.1

6.25

. 5.2

6.05

7.25

8.45

8.25

7.2

6.6

6.05

5.55

5.2 

6.05

May.

8.1

7.8

7.0

6.65

6.3

5.85

5.45

5.15

4.85

4.6

4.75

4.65

4.3

4.27

4.14

4.13

3.98

3.89

3.82

3.78

3.74

3.80

3.92

3 7Q

3.72

3.68

3.72

3.78 

3.76

3.66

June.

3.51

3.49

3.47

3.52

4.00

4.60

4.56

4.32

4.60

5.05

5.32

5.79

5.96

5.29

4.95

4.56

4.32

5.26

4.90

4.33

3.92

3.82

3.78

3.72

3.71

3.68

3.92

3.82 

3.70

July.

3.68

3.54

3.38

3.22

3.18

3.08

3.05

3.09

3.10

2.99

2.96

2.98

3.04

2.96

2.98

3.00

3.17

3.10

3.08

3.01

3.00

2.90

2.98

3.00

3.00

3.46

2

(\A

2.98

2.90 

2.89

2.89

Aug.

2.90

2.92

9 Q4

2.80

2.82

2.86

2.80

2.78

2.78

2.82

2.72

2.82

2.78

2.69

2 fifi

3.05

3.50

3

KA

3.18

3.05

2.98

2

QA

2.95

2.78

2.88

9 7fi

2.76

2.86 

2.85

2.87

Sept.

2.70

2.86

2.85

2.72

2.86

2.80

2.84

2.70

2.86

2.92

2.92

2.93

2.85

2.90

2.75

9 Q1

2.89

2.80

2.82

2.76

2.85

2.72

2.82

2.72

2.75

2.86

2.95

2.94

2.70 

2.76

Oct.

2.70

2.75

2.74

2.76

2.75

2.74

2.75

2.74

2.74

2.70

2.72

3.15

3.00

3.06

3.05

3.02

3.00

2.92

2.98

2.78

2.90

2.90

2.86

3.11

3.16

3.16

3.22

3.22

3.10 

3.02

2.98

Nov.

2.92

2.99

2.82

2.92

2.79

2.84

2.88

2.76

2.91

2.75

2.96

2.78

2.79

2.78

2.75

2.92

2.77

2.86

2.82

2.85

2.72

2.84

2.82

2.71

2.76

2.72

2.75

2.74

2.76 

2.77

Dec.

2.70

2.74

9 7fl

2.76

2.76

2.70

2.78

2.74

2.72

2.60

2.81

2.92

3.10

4.82

4.92

4.38

3.88

3.38

2.90

3.19

3.28

3.40

3.58

3.71

3.72

3.78

3.58

3.50

3.45 

3.50

3.45

a Maximum 11.3 feet at 5 p. m. 6 Maximum 12.2 feet at 8 a. m.

NOTE. No notes regarding ice furnished; data from other Susquehanna River stations indicates that 

the discharge was affected by ice Jan. 18 to 24 and Dec. 20 to 31

90562° WSP 261 11 18
274 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Juniata River at Newport, Pa., for 1909.

Day.

1... ........

2.. .........

3...........

4...........

6... ...... ..

7... ...... --

8...........

g

10...........

11...........

12...........

1 3

14...........

15...........

16...........

17...........

18...........

19

20...........

91

22...........

90

94

25...........

26...........

27...........

28...........

29........... 

30........... 

31...........

Jan.

1,040

1,120

1,190

1,270

1,120

2,470

2,470

1,530

1,530

1,810

1,620

1,040

0.7*;

1,190

QAA

700

600

7fin

800

1 000

i f\nn

ic HAA

8,730

5,630

4,190 

3,100

Feb.

2,470

1,530

1,440

1,530

2,020

2

KQA

3,230

2,590

2,020

2,590

4,050

3 ({Aft

3,770

4,330

8,250

13,300

U onn

8,890

7,930

7,460

6,080

5,630

IQ inn

99 onn

14,300

10 700

........

Mar.

8,570

6,840

6,080

6,690

6,540

6,230

5,780

5,930

6,230

6,230

7 nnn

6,690

5,630

4,610

4,050

3,500

3,500

2,970

2 Q7fi

2,710

2 71 n

2,470

3,360

4,330

3,770

3,770 

3,230 

3,360

Apr.

3,230

2,710

2,590

2 71 A

2,970

3,230

3

1 AA

2,970

2 Q7fi

27,400

20 600

12,600

5,700

7 460

9

A(sn

13,200

17 7fi.fi.

16,900

13,000

ifi onfi

9,050

6,380 

9,050

May.

16,400

15,200

12,300

11,000

9,870

8,410

7,160

6,230

5,340

4,610

5

(\A(\

4,760

3,770

3,690

3,340

3,310

2,920

2,520

2,420

2,330

2,470

2,870

2,760

2,450

2,290

2,200

2,290

2,420 

2,380 

2,150

June.

1,830

1,790

1,750

1,850

2,970

4,610

4,500

3,830

4,610

5,930

6,750

8,220

8,760

6,660

5,630

4,500

3,830

6,570

5,480

3,850

3,180

2,760

2,520

2,420

2,290

2,260

2,200

2,760

2,520 

2,240

July.

2,200

 1,890

1,580

1,300

1,240

1,090

1,040

1,100

1,120

962

923

949

1,030

923

949

975

1,220

1,120

1,090

989

975

845

975

975

1,730

897

949

845 

833 

833

Aug.

845

871

897

725

749

797

725

702

702

749

633

749

702

702

599

566

1,040

1,810

1,810

1,240

1,040

949

897

910

702

821

679

679

797 

785 

809

Sept.

610

797

785

633

797

725

773

610

797

871

871

884

785

845

668

858

833

725

749

679

785

633

749

633

668

797

910

897

610 

679

Oct.

610

668

656

679

668

656

668

656

656

610

633

1,190

975

1,060

1,040

1,000

975

871

949

702

845

845

7Q7

1,130

1,210

1,210

1,300

1,300

1,120 

1,000 

949

Nov.

871

962

749

871

714

773

821

679

858

668

923

702

714

702

668

871

690

797

749

785

633

773

622

679

633

668

656

679 

690

Dec.

610

656

610

679

679

610

702

656

633

500

737

871

1,120

5,250

5,540

3,990

2,660

1,580

845

700

700

600

600

600

500

500

500

500

450 

450 

450

NOTE. Daily discharge during the frozen periods estimated on the basis of comparisons with other Susquehanna Eiver stations and climatological data. Other daily discharges are based on a rating curve 

well defined above 3,000 second-feet and fairly well defined below.

Monthly discharge of Juniata River at Newport, Pa., for 1909. 

[Drainage area, 3,480 square miles.]

Month.

July....................................

December. ...........................

Discharge in second-feet.

Maximum.

16,000

32,900 

8,570 

27,400 

16,400 

8,760 

2,200 

1,810 

910 

1,300 

962 

5,540

32,900

Minimum.

1,440 

2,470 

2,590 

2,150 

1,750 

833 

566 

610 

610 

622

Mean.

2,540 

7,560 

4,790 

7,930 

5,080 

3,970 

1,110 

861 

755 

891 

745 

1,140

3,080

Per 

square 

mile.

0.730 

2.17 

1.38 

2.28 

1.46 

1.14 

.319 

.247 

.217 

.256 

.214 

.328

,885

Run-off 

(depth in 

inches on 

drainage 

area).

0.84 

2.26 

1.59 

2.54 

1.68 

1.27 

.37 

.28 

.24 

.30 

.24 

.38

11.99

Accuracy.

B. 

B. 

A. 

A. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

BROAD CHEEK AT MILL GREEN, MD.

Broad Creek rises in the northern part of Harford County, Md., 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.
NOETH ATLANTIC COAST. 275

This station is located at the steel highway bridge in the village 

of Mill Green. No important tributaries enter Broad Greek 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 daily distribution 

of flow of Broad Creek for power development.

The datum of the chain gauge attached to the bridge 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. 

Although no inspection of this station has been made since May, 1908, 

the records for 1909 are believed to be fairly accurate.

Daily gage height, in feet, and daily discharge, in second-feet, of Broad Creek at Mill

Green, Md., for 1909.

[E. J. Treakle, observer.]

Day.

1..........

2..........

3..........

4. .........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

January.

iOj ft

03S o

2.28 

2.38 

2.30 

2.30 

3.05

2.58 

2.45 

2.35 

2.30 

2.26

2.29 

2.28 

2.30 

2.30 

2.30

«'

Sf

0}

ft

14 

19 

15 

15 

69

31

23 

18 

15 

13

15 

14 

15 

15 

15

February.

i3 ft

p Sib

$

2.45 

2.42 

2.29 

2.25 

2.28

2.34 

2.32 

2.38 

2.32 

3.20

2.45 

2.32 

2.31 

2.32 

2.45

o> 

1

 S 

ft

23 

21 

15 

13 

14

17 

16 

19 

16 

84

23 

16 

16 

16 

23

March.

-^

!» 

ft

O

2.45 

2.62 

2.50 

2.85 

2.75

2.58 

2.70 

2.74 

2.90 

3.10

2.72 

2.58 

2.71 

2.62 

2.56

ft

23 

33 

26 

51 

43

31 

39 

42 

55

74

41 

31 

40 

33 

30

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

27..........

28..........

29..........

30..........

31..........

January.

 «i 

a<u

i

2.31 

2.31 

2.30 

2.30 

2.30

2.26 

2.28 

2.32 

2.45 

2.60

2.39 

2.35 

2.32 

2.31 

2.31 

2.31

o5 

I

5

16 

16 

15 

15 

15

13 

14 

16 

23 

32

20 

18 

16 

16 

16 

16

February.

'1!

0>SP O

2.50 

2.48 

2.40 

2.39 

2.56

2.42 

2.42 

2.52 

3.35 

2.62

2.58 

2.52 

2.49

§L &

0

ft

26 

25 

20 

20 

30

21 

21 

27 

100 

33

31 

27 

25

March.

sb/D 

1

O

2.52 

2.50 

2.51 

2.52 

2.58

2.49 

2.48 

2.49 

2.54 

2.92

2.62 

2.55 

2.50 

2.49 

2.45 

2.40

a!

| 

o .3

ft

27 

26 

27 

27 

31

25 

25 

25 

28 

57

33 

29 

26 

25 

23 

20

NOTE. No ice conditions reported. Probable ice conditions during parts of January and February. 

The daily discharges are based on a rating curve that is well defined between 11 and 94 second-feet. As 

given, the discharges for some days in January and February may be too large, owing to probable ice 

conditions.

Monthly discharge of Broad Creek at Mill Green, Md.,for 1909. 

[Drainage area, 16.4 square miles.]

Month.

Discharge in second-feet.

Maximum.

69 

100

74

Minimum.

13 

13 

20

Mean.

18.8 

26.4 

33.7

Per

square 

mile.

1.15 

1.61 

2.05

Eun-off 

(depth in 

inches on 

drainage 

area).

1.33 

1.68 

2.36

Accuracy.

B. 

B. 

B.
276 SURFACE WATER SUPPLY, 1909, PART I.

DEER CHEEK NEAR CHURCH VILLE, MD.

Deer Creek rises in the 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, which was established to determine the daily 

distribution of flow of Deer Creek for power development, 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.

The datum of the chain gage attached to the bridge 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.

Although no inspection of this station has been made since May, 

1908, the records for 1909 are believed to be fairly accurate.

Daily gage height, in feet, and daily discharge, in second-feet, of Deer Creek near 

Churchville, Md., for 1909.

[R. H. Archer, observer.]

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

7. .........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

January.

height. Gage 

1.90 

1.85 

1.90 

1.80 

2.38

2.92 

2.18 

2.00 

2.00 

1.95

1.95 

1.95 

1.90 

1.92 

2.00

Discharge.

150 

138 

150 

126 

307

561 

235 

178 

178 

164

164 

164 

150 

156 

178

February.

Gage height.

1.80 

2.00 

2.00 

1.90 

1.95

1.90 

1.90 

1.90 

1.98 

3.28

2.45 

2.20 

2.20 

2.10 

2.10

a

1 «

126 

178 

178 

150 

164

150 

150 

150 

172

777

335 

242 

242 

209 

209

March.

i

1

o

2.15 

2.45 

2.35 

2.70 

2.00

2.05 

2.20 

2.68 

2.88 

2.88

2.60 

2.58 

2.60 

2.65 

2.50

3

226 

335 

296 

445 

178

194 

242 

436 

539 

539

400 

391 

400 

422 

355

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

OK

26..........

27..........

28..........

OQ

30

01

January.

height. Gage 

2.12 

1.90 

1.98 

2.00 

2.12

2.05 

1.90 

2.05 

2.35 

2.45

2.35 

2.10 

2.10 

2.00 

2.10 

1.88

Discharge.

216 

150 

172 

178 

216

194 

150 

194 

296 

335

296 

209 

209 

178 

209 

145

February.

Gage height.

2.18 

2.32 

2.10 

2.05 

2.68

2.30 

2.25 

2.15 

3.38 

2.85

2.45 

2.40 

2.35

Discharge.

235 

285 

209 

194 

436

277 

260 

226 

842 

522

335 

315 

296

March.

height. Gage 

2.40 

2.40 

2.38 

2.32 

2.38

2.30 

2.20 

2.20 

2.25 

3.00

2.40 

2.65 

2.50 

2.40 

2.32 

2.22

a 

5

315 

315 

307 

285 

307

277 

242 

242 

260 

605

315 

422 

355 

315 

285 

249

NOTE. No ice notes. Probable ice conditions during parts of January and February. The daily 

discharges are based on a rating curve that is well denned between 72 and 920 second-feet. These may 

be in excess for some days in January arid February because of probable ice conditions.
NORTH ATLANTIC COAST. 277

Monthly discharge of Deer Creek near Churchville, Md.,for 1909. 

[Drainage area, 141 square miles.]

Month.

Discharge in second-feet.

Maximum.

561 

842 

605

Minimum.

126 

126 

178

Mean.

205 

281 

339

Per 

square 

mile.

1.45 

1.99 

2.40

Run-off 

(depth in 

inches on 

drainage 

area).

1.67 

2.07

2.77

Accuracy.

B. 

B. 

A.

GUNPOWDER RIVER DRAINAGE BASIN.

DESCRIPTION.

The headwaters of Gunpowder Kiver 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 city. A portion of the water supply for Baltimore is taken from this river at Loch Kaven, 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 daily distribution 

of flow of Gunpowder Falls for power development. Between 50 

and 60 second-feet are continuously diverted from this stream above 

Glencoe for the water supply of Baltimore, Md.

The datum of the chain gage attached to the bridge has remained 

constant since the establishment of the station. The discharge is 

sometimes affected by ice during the winter months. Conditions of 

flow are liable to change at this station. A good rating curve has 

been developed for low stages.

Although no inspection of this station has been made since May, 

1908, the records for 1909 are believed to be fairly accurate.
278 SURFACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, and daily discharge, in second-feet, of Gunpowder Falls, at

Glencoe, Md., for 1909.

[Samuel Wilhelm, observer.]

Day.

1..........

2. .........

5..........

6..........

7..........

g

10..........

1 9

13..........

14..........

1 ^

January.

height. Gage 

1.42 

2.22 

1.70 

1.60 

2.35

2.65 

2.15 

2.25 

2.00 

1.95

1.92 

1.90 

1.82 

1.85 

1.88

Discharge.

80 

80 

119 

104 

248

329 

201 

224 

170 

161

156 

152 

138 

144 

149

February.

height. Gage 

2.18 

2 50 

2.25 

1.88 

1.90

1.92 

1.85 

1.88 

1.92 

2.45

2.40 

2 25 

2.20 

2.10 

2.20

Discharge.

150 

150 

150 

149 

152

156 

144 

149 

156 

273

260 

224 

212 

190 

212

March.

Gage height.

2.28 

2.30 

2.25 

2.82 

2.52

2.40 

2.42 

2.55 

2.62 

3.82

3.15

2.80 

2.85 

2.85 

2.60

Discharge.

230 

235 

224 

381 

292

260 

265 

300 

320

748

492 

375 

391 

391 

314

Day.

16..........

17..........

18..........

19

20..........

21 ..........

22..........

23..........

24..........

26..........

27..........

28..........

29..........

30..........

31 ..........

January.

height. Gage 

2.15 

3.98 

4.00 

3.25 

3.25

2.85 

2.85 

2.90 

3.08 

2.88

2.32 

2.20 

2.02 

2.00 

2.00 

2.00

Discharge.

201 

200 

200 

200 

200

200 

200 

200 

200 

401

240 

212 

174 

170 

170 

170

February.

Gage height.

2.20

2.22 

2.02 

2.08 

2.45

2.15 

2.20 

3.62 

3.55 

2.95

2.50 

2.40 

2.32

Discharge.

212 

217 

174 

186 

273

201 

212 

668 

640 

424

286 

260 

240

March.

Gage height.

2.45 

2.40 

2.40 

2.38 

2.40

2.30 

2.30 

2.22 

2.20 

2.78

2.45 

2.30 

2.42 

2.30

2.28 

2.22

Discharge.

273 

260 

260

255 

260

235 

235 

217 

212 

369

273 

235 

265 

235 

230 

217

NOTE. Ice jams Jan. 2, 17 to 24, Feb. 1 to 3. Ice gone Jan. 26 and Feb. 4. Discharge estimated foi 

ice periods on above dates. The daily discharges, except as noted, are based on a rating curve that is 

well defined between 135 and 1,310 second-feet.

Monthly discharge of Gunpowder Falls River at Glencoe, Md.,for 1909. 

[Drainage area, 160 square miles.]

Month.

Discharge in second-feet.

Maximum.

401 

668

748

Minimum.

80 

144 

212

Mean.

181 

240 

298

Per 

square 

mile.

1.48 

1.84 

2.21

Run-off 

(depth in 

inches on 

drainage 

area).

1.71 

1.92 

2.55

Accuracy.

D. 

C. 

B.

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.

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 daily distribution of 

flow of Little Gunpowder Falls for power development.
NORTH ATLANTIC COAST. 279

The datum of the chain gage attached to the bridge has remained 

constant since the establishment of the station. The discharge is 

sometimes affected by ice during the winter period. Conditions of flow 

are liable to change. A fairly good rating curve has been developed 

for low stages.

Although no inspection has been made of this station since May, 

1908, the records for 1909 are believed to be fairly accurate.

Daily gage height, in feet, and daily discharge, in second-feet, of Little Gunpowder Falls

near Belair, Md., for 1909.

[George Unkart, observer.]

Day.

1... .......

2..........

3 .........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11. ..........

12...... ...

13..... ....

14..........

15..........

January.

height. Gage 

1.60 

1.64 

1.52 

1.54 

2.14

2.02 

1.68 

1.68 

1.71 

1.58

1.52 

1.62 

1.49 

1.56 

1.72

Discharge.

53

57 

45 

47 

126

106 

62 

62 

65 

51

45 

55 

42 

49 

66

February.

height. Gage 

1.70 

1.68 

1.61 

1.56 

1.56

1.62 

1.56 

1.56 

1.62 

2.62

1.88 

1.72 

1.73 

1.69 

1.70

Discharge.

64 

62 

54 

49 

49

55 

49 

49 

55 

221

86 

66 

68 

63 

64

March.-

height. Gage 

1.76 

1.87 

1.90 

2.07 

1.96

1.93 

1.98 

2.15 

2.24 

2.72

2.16 

1.96 

2.04 

2.06 

1.96

CD

Ito 5

71 

85 

89 

114 

97

93 

100 

128 

144 

. 244

129 

97 

109 

113 

97

Day.

16..........

17..........

18..........

19...........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30

31..........

January.

height. Gage 

1.62 

1.70 

1.70 

1.72 

1.62

1.76 

1.60 

1.72 

1.85 

1.86

1.82 

1.70 

1.58 

1.68 

1.70 

1.69

a ~

1

5

55 

64 

64 

66 

55

71 

53 

66 

82 

84

79 

64 

51 

62 

64 

63

February.

height. Gage 

1.74 

1.81 

1.70 

1.66 

2.06

1.76 

1.75 

1.80 

2.84 

2.11

1.82 

1.85 

1.79

Discharge.

69 

77 

64 

60 

113

71

70 

76 

273 

121

79

82 

75

March.

height. Gage 

1.85 

1.88 

1.86 

1.85 

1.85

1.82 

1.83 

1.80 

1.82 

2.62

1.95 

1.86 

2.00 

1.87 

1.84 

1.82

Discharge.

82 

86 

84 

82 

82

79 

80 

76 

79 

221

96 

84 

103 

85 

81 

79

NOTE. No ice notes. Probable ice conditions during parts of January and February. 

The daily discharges are based on a rating curve that is well defined between 34 and 136 second-feet. 

These discharges may be in excess for some days in January and February because of probable ice conditions.

Monthly discharge of Little Gunpowder Falls near Belair, Md.,for 1909. 

[Drainage area, 43 square miles.]

Month.

Discharge in second-feet.

Maximum.

126 

273 

244

Minimum.

42 

49 

71

Mean.

63.8 

81.6 

103

Per 

square 

mile.

1.48 

1.90 

2.40

Kun-ofE 

(depth in 

inches on 

drainage 

area).

1.71 

1.98 

2.77

Accuracy.

C. 

C. 

B.
280 SUKFACE WATER SUPPLY, 1909, PAET I.

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 in most places of rock, the banks are of rock, and very 

little of the land is subject to overflow. The Baltimore & 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, especially in the vicinity of the fall line. These, though small, 

are made valuable by their proximity to Baltimore.

PATAPSCO RIVER AT WOODSTOCK, MD.

This station, which is Icoated at the highway bridge near the railroad station at Woodstock, Md., about 1^ miles below the junction 

of North and South branches, was established August 6, 1896, and 

discontinued March 31, 1909, to determine the daily distribution of 

flow in connection with extension and development of water power. 

The observer was paid by the Maryland State weather service during 

1909.

The datum of the chain gage attached to the bridge 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.

The following discharge measurement was made by Bolster and 

Stevens:

July 15, 1909: Width, 93.5 feet, area, 77 square feet; gage height, 3.64 feet; discharge, 106 second-feet.
NORTH ATLANTIC COAST. 281

Daily gage height, in feet, and daily discharge, in second-feet, of Patapsco River at Woodstock, Md., for 1909.

[William Donovan, observer.]

Day.

1. .........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

January.

1 3 

a

a

Sf

o

3.9 

3.6 

3.75 

3.75 

4.0

4.6 

415 

3.8 

3.85 

3.8

3.8 

3.7 

3.65 

3.8 

3.8

ft

198 

95 

142 

142 

240

561 

308 

159 

178 

159

159 

124 

110 

159 

159

February.

i

£

aa 

O

3.8 

4.0 

3.95 

3.9 

3.85

3.85 

3.85 

3.9 

4.15 

6.0

4.7 

4.6 

4.5 

4.65 

4.55

03

5

159 

240 

219 

198 

178

178 

178 

198 

308 

1,790

629 

561 

497 

595 

529

March.

*s

3> 

.3

a

Sf

o

4.25 

4.25 

4.25 

4.95 

5.55

4.9 

49 

4.85 

5.05 

5.5

4.95 

4.8 

4.7 

46 

4.6

So 

5

3

358 

358 

358 

817 

1,350

777 

777 

739 

898 

1,300

817 

701 

629 

561 

561

Day.

16..........

18..........

19..........

20..........

21..........

22..........

24..........

25. .........

26..........

27..........

29. .........

30..........

31..........

January.

1 

1

aa 

O

4.2 

4.2 

3.7 

3.7 

3.95

3.85 

3.85 

4.0 

4.3 

4.75

4.6 

445 

4.1 

4.05 

4.1 

3.9

& =

3

332 

332 

124 

124 

219

178 

178 

240 

383 

665

561 

468 

285 

262 

285 

198

February.

-^3>

a & 

£ O

4.45 

4.3 

4.2 

4.25 

4.35

4.05 

4.1 

4.4 

5.15 

4.9

4.35 

4.3 

4.3

i 

0

468 

383 

332 

358 

410

262 

285 

438 

983

777

410 

383 

383

March.

i

£

QJ

SP

o

4.6 

4.35 

435 

4.3 

4.35

4.3 

4.2 

425 

4.25 

4.8

445 

4.4 

43 

4.25 

4.25 

4.25

0)

u>

1

ft

561 

410 

410 

383 

410

383 

332 

358 

358 

701

468 

438 

383 

358 

358 

358

NOTE. No ice notes. Probable ice conditions during parts of January and February.

The daily discharges are based on a rating curve that is well defined between 42 and 860 second-feet. 

These discharges may be in excess for some days in January and February because of probable ice 

conditions.

Monthly discharge of Patapsco River at Woodstock, Md.,for 1909. 

[Drainage area, 251 square miles.]

Month.

March.................. ....... .

Discharge in second-feet.

Maximum.

665 

1,790 

1,350

Minimum.

95 

159 

332

Mean.

249 

440 

570

Per 

square 

mile.

0.992 

1.75 

2.27

Run-off 

(depth in 

inches on 

drainage 

area).

1.14 

1.82 

2.62

Accuracy.

B^ 

B. 

A.

POTOMAC RIVER DRAINAGE BASIN.

DESCBIPTION.

Potomac River is formed by the junction of its North and South 

branches, about 15 miles below Cumberland, Md., from which it 

flows in a southeasterly direction into Chesapeake Bay. For its' 

entire length it forms the southern boundary of the State of Maryland and the northern boundary of 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
282 SURFACE WATER SUPPLY, 1909, PART I.

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, and in dry seasons their discharge 

becomes small.

The slopes of the tributary basin of Shenandoah River are in many 

places steep, but the valley through which the Shenandoah flows is 

in general broader and more lands are subject to overflow. The slope 

of the river itself is as a rule 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 

angles. Its valley is narrow, its slope in many places great. The 

bed is generally gravel and bowlders, with ledge rock at little depth, 

or in places appearing 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 tidewater at Georgetown.

The Baltimore & Ohio Railroad follows the river for its entire 

length, and the Norfolk & Western and Cumberland Valley railroads cross the stream. The Chesapeake & 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. - 

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 192.

POTOMAC RIVER AT POINT OF ROCKS, MD.

This station, which is located at the steel highway bridge at Point 

of Rocks, Md., was established February 17, 1895, to obtain information regarding the daily distribution of flow of the river. In conjunction with the stations on Monocacy River near Frederick, Md., and 

on Goose Creek near Leesburg, Va., it is of particular value for deter-
NOKTH ATLANTIC COAST. 283

mining 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 three stations is about 93 per 

cent of the drainage area at Great Falls. Hence the discharge from 

the remaining 7 per cent can be estimated and added to the discharge 

at Point of Rocks plus that at Frederick and Leesburg without any 

appreciable error in the final resulting discharge at Great Falls. It 

will, however, be necessary to deduct the discharge of the Washington Aqueduct, amounting to about 101 second-feet per day. The 

intake of the aqueduct is immediately above the head of Great Falls 

on the Maryland side.

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 & 

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 

affected by ice.

The datum of the chain gage, which is attached to the bridge from 

which measurements are made, 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 no change in the future.1 The observer at this 

point was paid by the Maryland State weather service from January 

1 to March 31, 1909.

Discharge measurements of Potomac River at Paint of Rocks, Md., in 1909.

Date.

July 13

Oct. 9

Hydrographer. Width.

Feet. 

967

851

Area of 

section.

Sq.ft. 

2,740

2,030

Gage 

height.

Feet. 

1.19

.54

Discharge.

Sec.-ft. 

2/520

871

i Discharge data prior to 1907 have been revised and republished in Water-Supply Paper U. S. Geol. 

Survey No. 192.
284 SURFACE WATER SUPPLY, 1909, PAET I.

Daily gage height, in feet, of Potomae River at Point of Rocks, Md.,for 1909. 

[G. H. Hickman, observer.]

Day.

1. ..............

2...............

3...............

4...............

5...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

2o.... ...........

21...............

22...............

23. ..............

24...............

25...............

26. ..............

27...............

28...............

29. ..............

30...............

31................

Jan.

1.4

1.6

1.5

1.5

1 9

2.6

2.4

2.2

2.0

1.9

1.8

1.7

1.7

1.6

1.7

1.6

2.4

2.3

2.2

2.2

2.1

2.2

3.0

4.2

4.3

3.7

2.7

2.4

Feb.

2.2

2.0

1.9

1.9

1.8

1.8

1.9

1.9

2.0

2.2

3.1

4.3

4.2

3.7

3.3

3.4

3.3

3.5

3.5

3.4

3.4

3.4

3

K

4.0

6.8

6.5

4.6

Mar.

4.1

3.8

3.6

3.5

4.1

3.8

3.7

3.5

3.4

3.4

3.3

3.3

3.3

3.1

2.9

2.8

2.7

2.5

2.4

2.3

2.2

2.1

2.1

2.1

2.0

9 n

2.0

2.1

2.2

2.2

2.3

Apr.

2.3

2.3

2.2

2.2

2.2

2.2

2.1

2.1

2.1

2.0

2.0

2.0

1 9

2.8

4.6

12.25

7.1

5.5

4 4

3.8

3.7

7.2

6 9

6.6

6 4

6.0

5.2

4.4

3.4

May.

3.3

3.2

3.1

3.0

2.9

2.8

2.7

2.6

2.4

2.3

2.3

2.7

2.6

2.5

2.4

2.3

2.1

2.1

2.0

2.1

2.1

2.2

4.2

5.8

4.4

3.8

3.4

3.0

2.8

2.6

2.5

June.

2.3

2.1

2.1

3.25

3.0

2.9

5.0

4.4

3.5

3.3

3.7

4.6

4.2

3.9

3.4

3.8

3.4

3.4

4.9

4.4

3.7

2.8

2.5

2.6

2.4

2.2

2.3

3.5

3.6

3.5

July.

2.6

2.4

v2. 1

1.9

1.7

1.6

1.5

1.4

1.3

1.2

1.2

1.2

1.2

1.15

1.2

1.2

1.0

1.0

1.0

1.0

.9

.9

.9

.8

.8

.8

.8

.8

.8

.9

.8

Aug.

0.7

.8

.9

.95

1.05

1.05

1.05

1.0

.95

.9

1.0

1.0

.95

.9

.85

.98

1.4

1.2

1.75

1.55

1.4

1.2

1.15

1.1

1.05

1.0

.95

.9

.8

.8

.9

Sept.

0.9

.85

.8

.8

.75

.8

.85

.9

.85

.95

.95

.9

.9

.85

.85

1.1

1.15

1.0

1.0

1.0

.95

1.0

.95

1.05

1.0

.95

.9

.9

.85

.8

Oct.

0.78

.75

.7

.65

1.0

.9

.85

.8

.6

.85

.6

1.05

.95

1.1

1.4

1.5

1.4

1.2

1.15

1.05

1.0

1.0

.95

.95

1.0

1.7

2.0

1.55

1.3

1.25

.95

Nov.

1.1

1.05

1.0

.95

.85

.9

.95

.9

.95

1.05

1.0

.95

.8

.85

.8

1.05

.95

.9

.95

.9

.95

.95

1.0

1.05

1.0

.95

.85

.9

.9

.95

Dec.

0.9

.95

.9

.91

.95

.9

.9

1.0

1.1

1.2

1.55

1.4

1.35

1.4

2.45

2.45

2.41

2.2

1.7

1.4

1.35

1.4

1.4

1.35

1.3

1.35

1.4

1.65

1.6

1.4

1.7

NOTE. Slight ice conditions Dec. 26 to 31. Observer states ice was 6 to 8 inches thick from Dec. 24 to 

Jan. 15,1910.

Daily discharge, in second-feet, of Potomae River at Point of Rocks, Md.,for 1909.

Day.

1.. .......

2.........

3.........

4.........

5.........

6.........

7..--.-...

8.........

9

10.........

11.........

is

14.........

15.........

16.........

17.........

18.. .......

19

20.........

21.........

22.........

23.........

24. ........

25.........

26.........

27.........

28.........

29.........

30.........

31.........

Jan.

3,090

3,700

3,700

3,390

3,390

4,670

7,330

6,520

5,750

5,020

4,670

4,010

4,010

3,700

4,010

3,700

6,520

6,130

5,750

5,750

5,380

5,750

15,200

29,400

15,700

12, 500

9,070

7,750

6,520

Feb.

5,750

5,020

4,670

4,330

4,330

4,670

4,670

5,020

5,750

9,530

15,200

12,500

10,500

11,000

10,500

11,500

11,500

11,000

11,000

11,500

14, 100

31, 500

29,400

22,300

17,400

Mar.

14 600

13,000

12,000

11,500

14, 600

12,500

11,500

11,000

10,500

in Piftrt

8,620

8,180

7,750

6,920

6,520

6,130

5,750

5,380

5

9QA

5,020

5,020

5,020

5,750

5,750

6,130

Apr.

6,130

5,750

5

7KA

5,750

5,380

5, 380

5,380

5,020

5,020

5,020

4,670

8,180

17,400

74,300

33,500

22,900

13,000

12,500

34 200

01 CflA

30, 100

28,800

26, 100

16,300

11 000 '

May.

10,500

10,000

9,530

8,620

8,180

7,750

7,330

6,520

6,130

6,130

7 7VI

7 330

6'920

6,520

5,380

5,020

5,380

5

7KA

24 800

16 300

11,000

8,180

7 33fl

June.

6,130

5,380

5,380

10,200

9,070

8,620

19,800

16,300

11,500

10, 500

12,500

17 400

15,200

13,500

11,000

13,000

11,000

11,000

16,300

12,500

6,920

7,330

5,750

6,130

12,000

July.

7,330

6,520

5,380

4,670

4,010

3,700

3,390

3,090

2,800

2,520

2,520

2,520

2,380

2,520

2,520

1,990

1,990

1 QQft

1,990

1,740

1,740

1 480

1^480

1,480

1,480

1,480

1,480

1 740

1,480

Aug.

1,240

1,480

1,740

1,860

2,120

2,120

2,120

1,990

1,860

1,740

1,990

i oon

1 860

1,740

1,610

1,940

3,090

2,520

3,090

2

OKfl

2 190

1,860

1,480

1 480

1^740

Sept.

1,-740

1,610

1,480

1,480

1,360

1,480

1,610

1,740

1,610

1,860

1,860

1,740

1,610

1,610

2,250

2,380

1,990

1,990

1,990

1 860

I'oon

1 860

2,120

1 860

l'740

1,740

1,610

1,480

Oct.

1,440

1,360

1,240

1,120

1,990

1,740

1,610

1,480

1,010

1,610

1,010

2,120

1,860

2,250

3,090

3,390

3,090

2,520

2,380

2,120

1,990

1 QQO

1 860

1,860

1 QQft

5,020

3

K4f»

2,800

2 can

1 860 '

Nov.

2,250

2,120

1,990

1,860'

1,610

1,740

1,£60

1,740

1,860

2,120

1,990

1 860

l'480

1,610

1,480

2,120

1,860

1,740

1 860

1,740

1 860

l'860

2,120

1 QQft

1 860

1^610

1 740

l'?40

1 

' 860

Dec.

1,740

1,860

1,740

1,760

1,860

1,740

1,740

1,990

2,250

2,520

3,540

3,090

6,720

6,720

6,560

5,750

4,010

q oon

2 7Qft

9 7Qfl

2 660

2,530

2,790

0 AfT\

3 330

2

JfTQft

3,610

NOTE. These discharges are based on a rating curve that is well denned.

Discharges Dee. 22 to 31 have been reduced 10 per cent from the -open-water curve to allow for ice conditions.
NOETEE ATLANTIC COAST. 285

Monthly discharge of Potomac River at Point of Rocks, Md.,for 1909. 

[Drainage area, 9,650 square miles.]

Month.

May....................................

July....................................

Discharge in second-feet.

Maximum.

29,400 

31,500 

14, 600 

74,300 

24,800 

19,800 

7,330 

4,170 

2,380 

5,020 

2,250 

6,720

74,300

Minimum.

3,090 

4,330 

5,020 

4,670 

5,020 

5,380 

1,480 

1,240 

1,360 

1,010 

1,480 

1,740

1,010

Mean.

6,950 

11,300 

8,700 

16,700 

8,660 

11,000 

2,700 

2,110 

1,780 

2,190 

1,850 

3,130

6,370

Per 

square 

mile.

0.720 

1.17 

.902 

1.73 

.897 

1.14 

.280 

.219 

.184 

.227 

.192 

.324

.658

Run-off 

(depth in 

inches on 

drainage 

area).

0.83 

1.22 

1.04 

1.93 

1.03 

1.27 

.32 

.25 

.21 

.26 

.21 

.37

8.94

Accuracy.

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

NOTE. Above table does not include discharge of Chesapeake & Ohio Canal.

SHENANDOAH BIVER AT MILLVILLE, W. VA.

This station is located at a ferry about one-fourth mile above 

the Baltimore & 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 used in conjunction with 

the Point of Rocks records to determine the distribution of the flow 

of the Potomac above Harpers Ferry and also to show the daily 

distribution of flow of the Shenandoah River drainage and for power 

development.

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 affects the flow to a greater 

or lesser extent during the winter period.1

1 Discharge data prior to 1907 have been revised and republished in Water-Supply Paper 192.
286 SURFACE WATEE SUPPLY, 1909, PART I.

Although no inspection of this station has been made since May, 

1908, the records for 1909 are believed to be fairly accurate.

Daily gage height, in feet, and daily discharge, in second-feet, of Shenandodh River, at 

Millville, W. Va., for 1909.

[W. R. Nicewarner, observer.]

Day.

1.......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

January.

i0>

A

<D

SP o

1.5 

2.35 

2.3 

2.0 

2.0

2.0 

3.0 

2.9 

2.5 

2.3

2.0 

2.0 

1.95 

1.8 

1.8

oi 

Q

1,580 

3,040 

2,940 

2,380 

2,380

2,380 

4,370 

4,150 

3,330 

2,940

2,380 

2,380 

2,290 

2,030 

2,030

February.

i5®i

2.2 

2.1 

2.0 

2.0 

1.9

1.8 

1.8 

1.8 

1.8 

2.0

3.5 

4.5 

3.7 

3.2 

2.9

oj 

«

2,750 

2,560 

2,380 

2,380 

2,200

2,030 

2,030 

2,030 

2,030 

2,380

5,570 

8,520 

6,100 

4,840 

4,150

March.

a

SI

SP o

3.0 

2.8 

2.8 

3.0 

3.1

2.9 

2.85 

2.8 

2.75 

2.6

2.65 

2.55 

2.5 

2.4 

2.3

M 

O

.59 

Q

4,370 

3,940 

3,940 

4,3^0 

4,600

4,150 

4,040 

3,940 

3,840 

3,530

3,630 

3, -30 

3,330 

3,130 

2,940

Day.

16.......

18.......

19

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

'28.......

29.......

30.......

31.......

January.

10>

2.0

2.2 

2.3 

2.5 

2.4

2.3 

2.2 

2.5 

4.7 

5.1

4.5 

3.2 

3.0 

2.8

2.6

2.5

<c

1 

P

2,380 

2,750 

2,940 

3,330 

3,130

2,940 

2,750 

3,330 

9,200 

10,600

8,520 

4,840 

4,370 

3,940

3,530

3,330

February.

i

£

o>

I

2.6 

2.6 

2.5 

2.5 

2.5

2.9 

2.95 

2.9 

3.5 

3.6

3.8 

3.55 

3.3

<D

1 

P

3,530 

3,530 

3,330 

3,330 

3,330

4,150 

4,260 

4,150 

5,570 

5,830

6,380 

5,700 

5,080

March.

10> I

2.2 

2.1 

2.0 

1.95 

1.9

1.8 

1.8 

1.75 

1.75 

1.7

1.7 

1.8 

2.0 

2.2 

2.1 

2.0

i ip

2,750 

2,560 

2,380 

2,290 

2,200

2,030 

2,030 

1,950 

1,950 

1,870

1,870 

2,030 

2,380 

2,750 

2,560 

2,380

NOTE. No ice notes. The daily discharges are based on a rating curve that is well defined between 

480 and 11,000 second-feet.

Monthly discharge of Shenandoah River at MUlville, W. Va.,for 1909. 

[Drainage area, 3,000 square miles.]

Month.

Discharge in second-feet.

Maximum.

10,600 

8,520 

4,600

Minimum.

1,580 

2,030 

1,870

Mean.

3,630 

3,930 

3,010

Per

square 

mile.

1.21 

1.31 

1.00

Run-off 

(depth in 

inches on 

drainage 

area).

1.40 

1.36 

1.15

Accuracy.

B. 

B. 

B.

MONOCACY RIVER NEAR FREDERICK, MD.

This station, which is located at the county bridge on the toll 

road leading from Frederick to Mount Pleasant, Md., is about 3J 

miles northeast of Frederick, and was established August 4, 1896, 

to obtain information regarding the flow of Monocacy River, which 

is the principal stream entering the Potomac 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.
NORTH ATLANTIC COAST. 287

The datum of the chain gage attached to the bridge has been 

maintained the same since the establishment of the station. Discharge measurements are made from the bridge or by wading. The 

discharge is liable to be affected by ice more or less during the winter 

months. Conditions of flow at this station change somewhat from 

year to year, requiring changes in the rating curves.1

The observer at this station was paid by the Maryland State 

weather service from January 1 to March 31, 1909.

Discharge measurements of Monocacy River near Frederick ,Md., 1909.

Date.

July 14

Do...

Sept. 30 a,

Hydrographer.

G. C. Stevens.......... ........................................

Area of 

section.

Sq.ft. 

218

225

48

Gage 

height.

Feet. 

4.16

4.16

3.81

Discharge.

Sec.-ft. 

142

146

59.4

o Measurement by wading above bridge.

Daily gage height, in feet, of Monocacy River near Frederick, Md.,for 1909. 

[E. L. Derr, 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...............

27...............

28...............

29...............

30...............

31...............

Jan.

4.15

4.65

4.35 

4.35

4.45

5.55

5.45

4.55

4.45

4.45

4.55

4 45

4 45

4.45

4.55

4.55

6.35

6.25

5.85

5.15

4.85

4.65

4.65

5.45

8.45

8.85

6.65

6.05

6.05

5.85

5.75

Feb.

5.35

5.05

4.85 

4.85

4.85

4.75

4.75

5.05

5.15

12.2

13.45

6.65

6.35

6.05

8.35

7.35

9.35

6.45

6.45

-10 AK

7.45

7.45

9.05

15.85

12.45

7.45

7.25

7.15

Mar.

6.35

6.45

9.45 

12.45

8.45

7.85

7.15

7.05

8.55

8.35

7.75

6.75

6.75

6.75

6.65

6.35

5.85

5.75

5.55

5.45

5.35

5.25

5.25

6.40

8.15

7.15

6.05

5.85

5.35

5 95

Apr.

5.25

5.25

5.25 

5.15

5.15

5.15

5.05

4.95

4.95

4.85

4.85

4 75

4.75

8.05

8.95

6.45

6.05

5.75

5.55

7.55

10.35

8.55

8.05

9.25

8.45

6.45

6.25

6.05

5.95

5.85

May.

5.75

5.55

5.45 

5.35

5.25

5.15

5.05

K f)K

5.05

4.95

5.05

4 95

4.85

4.75

4.65

4.55

4.55

4.55

4.45

4 45

4.85

5.85

5.15

4.85

4.75

4.65

7.45

7.25

5.85

4.85

June.

4.7

4.6

4.5 

5.1

6.4

8.4

7.8

5 4

7.4

7.8

7.1

6.0

5.8

5.7

5.6

5.4

5.1

8.1

7.4

5.1

5.1

4.8

4.7

4.6

4.6

4.6

6.8

5.4

5.0

4.8

July.

4 7

4.5

4.5 A e

4.4

4 4

4.3

4

0

4 9

4.2

4 9

4.2

4.2

4.2

4.2

4 9

4.15

4.1

4.0

4 0

4.0

4.0

4.0

4.1

4.1

4.0

4.0

3.9

3.9

3.9

3.9

Aug.

3.9

4.0

4.0 

3.9

3.9

3.9

3.9

3 Q

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.9

5.2

5.1

4.1

4 1

4.0

3.9

3.8

3.8

3.8

3.8

3.8

3.8

3.7

3.7

3.7

Sept.

3.7

3.7

3.7

3 7

3.8

3 7

3.7

3 7

^ 7

4.9

4 5

4 2

4 1

3.9

3.9

4 4

4.2

4.1

3.95

3 95

3.9

3.9

3.85

4.05

3.85

3.85

3.85

3.75

3.75

3.8

Oct.

3.8

3.8

3.75 

3.7 

3.7

3.7

3.8

3.8

3.8

3.75

3.8

4. 6

4.5

4.2

4.1

4.0

3.9

3.9

3.8

3.8

3.8

3.9

3.9

3.9

4.1

4.0

3.9

3.9

3.9

3.9

3.9

Nov.

3.9

3.9

3.9

3.8

3.8

3.8

3.8

3.8

4.1

4.0

4.0

3.9

3.9

3.9

3.9

3.9

3.9

3.9

3.9

3.9

3.9

3.9

4.0

4.0

4.0

3.9

3.9

3.9

3.9

3.9

Dec.

3.9

3.9

3.9 

3.9

3.9

3.9

3.9

4.0

4.0

4.0

4.0

4.0

7.2

14.5

9.6

7.5

4.5

4.4

4.2

4.3

4.5

4.3

4.2

4.1

4.1

4.1

4.2

4.2

4.2

4.2

4.3

NOTE. lee conditions Jan. 19 to 20 and Dec. 23 to 31: Frozen along banks and below bridge during the 

latter half of December.

Discharge data prior to 1907 have been revised and republished in Water-Supply Paper 192.
288 SUKFACE WATEK SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Monocacy River near Frederick, Md.,for 1909.

Day.

1...............

2... ............

3. ..............

4.... ...........

5...............

6...............

7...............

8...............

9... ............

10...............

11...............

12...............

13...............

14....... ........

15....... ........

16...............

17..-......--.--.

18. ..............

1Q

20. ..............

21................

99

23. ..............

24. ..............

25. ..............

26...-"...........

27...-.-....-....

28.-.....-.-.-...

90

30.-.....-....-..

31...............

Jan.

140

301

198

198

240

708

657

264

240

240

264

240

240

240

264

264

1,210

1,140

7OO

finn

381

301

657

3,380

1,430

1,000

1,000

876

818

Feb.

608

468

381

381

381

340

340

468

514

6,710

8,020

1,430

1,210

1,000

2,910

2,000

3,860

1,280

1,280

6,970

2,090

2,090

3,570

10,500

6,970

2,090

1,920

1,830

Mar.

1,210

1,280

3,950

6,970

3,000

2,440

1,830

1,750

3,100

2,910

2,360

1,500

1,500

1,500

1,500

1,430

1,210

876

818

708

657

608

560

560

1,240

2,720

1,830

1,000

876

608

560

Apr.

560

560

560

514

514

514

468

424

424

381

381

340

340

2,620

3,480

1,280

1,000

818

708

2,180

4,850

3,100

2,620

3,760

3,000

1,280

1,140

1,000

938

876

May.

818

708

657

1 608

560

514

468

560

468

424

468

424

381

340

301

264

264

264

240

240

381

876

514

468

381

340

301

2,090

1,920

876

381

June.

320

282

247

491

1,240

2,960

2,400

632

2,040

2,400

1,790

969

846

789

734

632

491

2,670

2,040

491

491

360

320

282

282

282

1,540

632

446

360

July.

320

247

247

247

214

214

183

183

154

154

154

154

154

154

154

154

140

127

102

102

102

102

102

127

127

102

102

79

79

79

79

Aug.

79

102

102

79

79

79

79

79

57

57

57

57

57

57

57

79

537

491

127

127

102

79

57

57

57

57

57

57

38

38

38

Sept.

38

38

38

38

57

38

38

38

38

402

247

154

127

79

79

214

154

127

90

90

79

79

68

114

68

68

68

48

48

57

Oct.

57

57

48

38

38

38

57

57

57

48

57

282

247

154

127

102

79

79

57

57

57

79

79

79

127

102

79

79

79

79

79

Nov.

79

79

79

57

57

57

57

57

127

102

102

79

79

79

79

79

79

79

79

79

79

79

102

102

102

79

79

79

79

79

Dee.

70

79

7Q

79

79

79

7Q

102

102

102

102

102

1 880

9,120

4,100

2,130

247

214

154

183

247

183

130

100

100

100

120

120

120

120

150

NOTE. These discharges are based on a rating curve that is fairly well defined between 57 and 4,500 

second-feet. Discharge estimated Jan. 19 to 20 and Dec. 23 to 31 because of ice.

Monthly discharge of Monocacy River near Frederick, Md.,for 1909. 

[Drainage area, 660 square miles.]

Month.

April...................................

July....................................

Discharge in second-feet.

Maximum.

3,380 

10,500 

6,970 

4,850 

2,090 

2,960 

320 

537 

402 

282 

127 

9,120

10,500

Minimum.

140 

340 

560 

340 

240 

247 

79 

38 

38 

38 

57 

79

38

Mean.

690 

2,560 

1,710 

1,350 

564 

982 

150 

99.2 

94.0 

85.6 

80.8 

664

752

Per

square 

mile.

1.05 

3.88 

2.59 

2.05 

.855 

1.49 

.227 

.150 

.142 

.130 

.122 

1.01

- 1.14

Run-off 

(depth in 

inches on 

drainage 

area).

1.21 

 4.04 

2.99 

2.29 

.99 

1.66 

.26 

.17 

.16 

.15 

.14 

1.16

15.22

Accuracy.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

GOOSE CHEEK NEAR LEESBUBG, VA.

Goose Creek, the largest and most important tributary of the 

Potomac between the mouth of Monocacy and Great Falls, rises on 

the eastern slopes of the Blue Ridge in Loudoun and Fauquier 

counties, Va. The stream flows in an easterly direction and discharges
NORTH ATLANTIC COAST. 289

into the Potomac near Edwards Ferry, Md., about 18 miles above 

Great Falls. The drainage area is about 384 square miles, the most 

of which lies in Loudoun County.

The gaging station, which is located at Evergreen Mills, about 7 

miles directly south of Leesburg, Va., the most convenient railroad 

station, and about 10 miles above the mouth of the stream, was 

established July 12, 1909, to obtain data for use in water-power 

development. Little Eiver enters Goose Creek about 1 mile above 

the station and Sycoline and Tuscarora creeks are tributary below.

A vertical staff gage is spiked to a tree on the left bank immediately below the tail race of the grist and lumber mill at this point. 

Measurements are made between the mill and dam, either by wading 

or from the highway bridge. The dam is constructed of timber 

and rock and at low stages most of the water passes through it. 

The mill race carries water at all times, three or foar times more 

when the mill is running than when it is idle. This variation in flow 

causes variation in the gage heights, ranging from a few hundredths 

to about 0.15 foot, but as the mill is run only four or five hours a 

day, the fluctuation has a relatively small effect on the accuracy of 

the estimates.

Discharge measurements of Goose Creek near Leesburg, Va,, in 1909.

Date.

Aug. 19 6

Hydrographer.

G. C. S tevens ............................................................

.....do...................................................................

Gage 

height.

Feet.

.97

Discharge.

Sec.-ft. 

53.2

81.7

a Left channel 5.8 second-feet; right channel, 39.3 second-feet; mill race, mill not running, 8.1 secondfeet. 

6 Left channel, 6.1 second-feet; right channel, 44.4 second-feet; mill running, 31.2 second-feet.

NOTE. These measurements were made by wading.

Daily gage height, in feet, of Goose Creek near Leesburg, Va.,for 1909.

Day.

2..........

3.....----. 

4..........

5

8....----..

9

10. ......... 

11..........

19

14.... ...... 

15..-.---...

July.

1.02

Aug.

0.75

.78

.80 

.83

.76

.80

.80

.82

.85

.78

.79

.76

.75 

.85

Sept.

0.64

.62

.64 

.70

.75

.72 

.74

1.00 

1.20

1.00

.90

.88

Oct.

0.80

.78

.78 

.76

.85

.65 

.64

.64 

.62

80

1.40

1.25 

1.15

Nov.

1.25

1.26

1.28 

1.36

1.35

1.30

1.45 

1.35

1.45 

1.50

1 35

1.40 

1.45

Dec.

1.20

1.10

1.08 

1.10

1.10

1.12

1.12 

1.10

2.00

4.00 

3.00

Day.

16....----.-

17. ...... ...

IS.......... 

19..........

20..........

21..........

22..........

23 .......... 

24..........

25.......... 

26...........

27..........

28..........

29.......... 

30..........

31..........

July.

1.05

1.05

1.02 

1.00

.95

.S5

.84

.80 

.80

.82 

.80

.80

.80

.80 

.79

.81

Aug.

.92

3.00

1.10 

1.00

.90

.86

.84

.82 

.76

.74 

.70

66

.66

.62 

.60

.60

Sept.

.92

.98

1.05 

.95

.90

.85

.80

.82 

1.10

1.00 

.96

.92

.88

.85

.82

Oct.

1.08

1.04

1.00 

1.00

1.00

.98

1.20

1.00 

1.20

1.40 

1.30

1.38

1.30

1.35 

1.38

1.30

Nov.

1.50

1.40

1.35 

1.40

1.40

1.35

1.40

1.50 

1.20

1.10 

1.15

1.10

1.08

1.10 

1.15

Dec.

1.60

1.34

1.32 

1.10

1.10

1.08

1.06

1.08 

1.10

1.10 

1.06

1.08

1.08

1.10 

1.10

1.08

NOTE. Creek was frozen over Dec. 20 to 31. 

90562° WSP 261 11 19

Maximum thickness of ice was 4 inches from Dec. 25 to 31.
290 SURFACE WATER SUPPLY, 1909, PART I.

Daily discharge, in second-feet, of Goose Creek near Leesburg, Va.,for 1909.

Day.

1..........

4..........

5..........

6..........

8..........

10..........

11..........

19

10

14..........

15..........

July.

91

QK

88

QQ

Aug.

42

46

An

54

44

42

49

49

52

57

4fi

48

44

42

57

Sept.

29

27

9Q

36

42

41

42

39

41

84

130

106

84

62

Oct.

An

4fi

4fi

AH

K7

49

32

30

9Q

29

97

49

1QO

142

Nov.

149

1 J^

1 P\fl

171

182

168

155

196

168

196

210

1 SO

168

182

1QR

Dec.

130

106

102

106

97

102

106

111

102

111

106

ion

370

1,150

743

Day.

16..........

17..........

18..........

19

20..........

21..........

22..........

23..........

24..........

25..........

26..........

97

28..........

29..........

31..........

July.

95

95

88

84

74

57

55

49

49

52

49

An

49

49

48

51

Aug.

69

743

106

84

65

5955'

52

44

41

36

32

32

27

25

25

Sept.

69

80

95

74

65

57

49

52

106

84

76

69

62

57>;9

Oct.

102

93

84

84

84

80

130

84

130

182

155

177

155

168

177

Nov.

210

182

168

182

182

168

182

210

130

106

118

106

102

106

118

Dec.

240

166

160

106

90

80

80

70

60

60

50

50

50

40

40

40

NOTE. These discharges are based on a rating curve that is fairly well defined between 50 and 1,370 

second-feet. Discharges Dec. 20 to 31 were estimated because of ice conditions.

Monthly discharge of Goose Creek near Leesburg, Vd.,for 1909. 

[Drainage area, 338 square miles.J

Month.

July 12-31. ..............................

Discharge in second-feet.

Maximum.

95 

743 

130 

182 

210 

1,150

Minimum.

48 

25 

27 

27 

102

Mean.

67.8 

71.5 

63.5 

95.5 

163 

160

Per

square 

mile.

0.201 

.212 

.188 

.283 

.482 

.473

Run-off 

(depth in 

inches on 

drainage 

area).

0.15

.24 

.21 

.33 

.54 

.55

Accuracy.

B. 

B. 

B. 

B. 

B. 

C.

RAPPAHANNOCK RIVER DRAINAGE BASIN.

RAPPAHANNOCK RIVER NEAR FREDERICKSBTJRG, 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.1 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

Reports on the water powers of the United States: Tenth Census, vol. 16, 1885, p. 553.
NORTH ATLANTIC COAST. 291

Fredericksburg the elevation of the river above tide is zero; 35J miles 

above it is 252 feet, showing a fall of 7.1 feet 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 Co., by whom the 

cable and equipment were furnished, is located about 3J miles above 

the city. The records of discharge are important in determining the 

amount of power available'between the station and Fredericksburg. 

The station is located at a pool a few hundred feet above a rocky 

control and is about 1J miles above the dam of the power company. 

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, 1908, 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.

Discharge measurements of Rappahannock River near Fredericksburg, Va., in 1909.

Date.

July 20

Sept. 80

Hydrographer. Width.

Feet.

Area of 

section.

Sq.ft. 

1,650

Gage 

height.

Feet. 

1.12

.70

Discharge.

Sec.-ft. 

439

242

a Measurement made by wading below dam, and includes flow in canal and river. The discharge is probably too high, due to increased flow from storage at dam.

Daily gage height, in feet, of Rappahannock River near Fredericksburg, Va.,for 1909.

[J. W. Franklin, observer.]

Day.

1...............

2...............

3............... 

4............... 

5...............

6............... 

7............... 

8...............

10...............

Jan.

3.60

2.75

2.52 

2.68 

2.95

5.75 

3.55 

2.95

2.70

2.60

Feb.

2 AX

2.38

2.22 

2.12 

2.15

2.10 

2.05 

2.10

9 1 <;

5.18

Mar.

2 79

2

CK

2.50 

4.42 

3.22

2.78 

3.00

2

QC

3.00

Apr.

2.14

. 2.10

2.07 

2.02 

2.02

1.92 

1.90 

1.87

1.82

1.82

May.

2 17

2.24

2.10 

2.02 

1.92

1.84 

1.84 

1.82

1.77

1.80

June.

1.78

1.70

1.85 

3.82 

5.55

5.05 

3.40

4.10

4.00

July.

2

0A

1.85

1.60 

. 1.50 

1.45

1.40

1.48 

1 4^

1 40

1.30

Aug.

1.10

1.60 

1.22 

1.12

1.22 

1.22 

1.15

1.10

1.05

Sept.

1 19

QO

.85 

.82 

.82

.82 

.75

79

.79

Oct.

0 79

.71

.70 

.68 

.67

.65 

.70 

.70

.70

.70

Nov.

0

70

si

09

.85

Dec.

0 90

QJ.

.86 

.84 

.86

.86 

.86 

01

94

.90
292 SUEPACE WATER SUPPLY, 1909, PART I.

Daily gage height, in feet, of Rappahannock River near Fredericksburg, Va., 

for 1909 Continued.

Day.

11...............

12...............

13...............

14...............

15...............

10............... ir.. .............

18...............

19...............

20. ..............

21...............

22...............

23...............

24. ..............

25...............

27.. ............. 

28............... 

29...............

30...............

31...............

Jan.

2.55

2.25

2.32

2.45

2.78

2.72

2.62

2.55

2.52

3.25

4.78

4.55

3.50

2.90 

2.60 

2.48

2.78

2.62

Feb.

4.95

3.40

2.90

2.55

2.55

2.42

2.32

3.20

2.92

2.95

4.35

4.22

o oc

3.08 

2.90

Mar.

2.78

2.52

2.51

2.88

2.68

2.38

2.28

2.25

2.25

2.20

2.15

2.15

2.05

2.08

9 t\&

2.20 

2.35 

3.15

2.58

2.28

Apr.

1.77

1.77

1.80

6.47

6.10

3.77

2.97

2.82

2.68

2.80

3.17

2.92

2

C(\

2.37 

2.30 

2.24

 2.17

May.

1.80

1.90

1.80

1.72

1.67

1.62

1 f%7

1.52

1.46

1.80

4.94

2.84

2.54

2 Of*

2.32 

2.60 

2.37

2.07

1.87

June.

4.18

2.80

5.65

3.42

3.52

2.85

2.22

2.12

2.02

2.00

1.90

1.80

1.90 

1.88 

2.78

2.72

July.

1.28

1.28

1.28

1.20

1.28

1.55

1.38

1.30

1.25

1.20

1.12

.1.05

1.00

.90

1.08

1 00

.90 

.90 

.80

.85

1.02

Aug.

1.00

.82

.80

.72

.82

1.02

1.95

1.55

1.22

1.22

1.75

1.15

1.00

.95

09

.85 

.80 

1.15

1.32

1.42

Sept.

1.00

1.47

1.32

1.00

.90

.83

1.12

1.59

1.28

1.14

1.04

.94

.87

1.02

1.43

1 04

1.00 

.96 

.86

.74

Oct.

.68

.68

1.78

1.25

1 fUt

.92

09

.82

.78

.80

.79

.78

.82

.80

CO

.82 

.80

.78

.79

.78

Nov.

.90

.94

.92

.94

.90

.90

.94

.92

.92

.84

.82

.88

.99

1.06

1 fifi

.97 

.93 

.91

.92

Dec.

.90

on

1.12

3

CA

2 36

1.78

1.30

1.35

1.26

1.12

1.02

1.13

1.16

1.02

1.06

1.07

1.12 

1.16 

1 04

1.07

1 13

NOTE. Gage chain stolen Nov. 1. New chain in place Nov. 8. No ice conditions noted by observer. 

Since this station is located in a deep pool where the water becomes very sluggish at low stages, it is quite 

probable that the gage heights were affected by ice for short periods during the winter.

Daily discharge, in second-feet, of Rappahannock River near Fredericksburg, Va.,for 1909.

Day.

1..............

2..............

3..............

4..............

5..............

6..............

7.. ............

8..............

9..............

10..............

12..............

13..............

14..............

15..............

17..............

19..............

20. .............

21..............

22..............

23..............

24..............

25..............

26..............

28.. ............

29.. ............

30..............

31..............

Jan.

4,210

2,550

2,160

2,430

2,910

9,960

4,100

2,910

2,460

2,290

2,210

1,930

1,740

1,840

2,040

2,600

2,500

2,320

2,210

2,000

2,160

3,480

3,900

7,110

6,480

4,000

2,820

2 290

2,090

2,600

2,320

Feb.

2,040

1,930

1,690

1,540

1,590

1,520

1.440

1,520

1,590

8,250

7,590

3,790

2,820

2,500

2,380

2,210

2,210

1,840

3,380

2,910

S Qfift

5,630

3,480

3 1 %ft

2,820

Mar.

2,500

2,210

2,120

6,140

3,420

2,600

3,000

3,900

2,960

3,000

2,600

2,160

2,140

2,780

2,430

1,930

1,780

1,740

1,740

1,660

1,590

1,590

1,520

1,440

1,490

2,260

1 660

1,890

3,290

2,260

1,780

Apr.

1,570

1,520

1,470

1,400

1,400

1,270

1,240

1,200

1,140

1,140

1,070

1,070

1,110

12,300

11,100

4,580

3,460

2 Q4ft

2,670

2,360

2,760

2,850

1,920

1,810

1,720

1,620

May.

1,620

1,720

1,520

1,400

1,270

1,160

1,160

1,140

1,070

1,110

1,110

1,240

1,110

1,010

949

830

773

710

1,110

3,830

2,710

2,190

1,810

1,840

2 OQA

1,920

1,470

1,200

June.

1,080

985

1,180

4,690

9,350

7,880

3,790

6,760

5,340

5,100

5,530

3,900

12,900

9,660

2,910

2,720

1,690

1,400

1,240

1,240

1,210

2,600

2,500

July.

1,660

1,180

865

750

698

645

729

698

645

550

534

534

534

470

534

808

626 itai

510

470

414

370

340

285

388

340

285

,285

240

262

352

Aug.

400

569

865

486

414

486

486

435

400

370

340

249

240

212

249

352

808

1,310

808

486

486

1,050

435

340

312

296

9A9

9dfi

435

569

666

Sept.

414

329

262

249

249

249

222

212

219

236

340

718

569

340

285

254

414

854

534

428

364

307

272

352

676

364

340

267

219

Oct.

212

208

205

199

196

190

205

205

205

205

199

199

1,080

510

364

296

296

276

249

OQO

240

236

233

9dQ

9,4.0

249

233

236

233

Nov.

233

234

236

237

239

240

242

244

249

262

285

307

296

307

285

285

307

296

296

258

249

276

334

376

^94

302

290

296

Dec.

285

307

267

258

267

267

267

290

307

285

285

4 080

1,900

'550

598

414

352

442

352

376

414

442

364

382

421

NOTE. Discharge Nov. 2 to 7 interpolated. No correction made for possible backwater from ice conditions.
NORTH ATLANTIC COAST. 293

Monthly discharge of Rappahannock River near Fredericksburg, Va.,for 1909. 

[Drainage area 1,590 square miles.]

Month.

April....... ...........................

May....................................

July....................................

Discharge in second-feet.

Maximum.

9,960 

8,250 

6,140 

12,300 

7,560 

12,900 

1,660 

1,310 

854 

1,080 

376 

4,080

12,900

Minimum.

1,740 

1,440 

1,440 

1,110 

670 

985 

240 

212 

212 

190 

233 

258

190

Mean.

3,120 

3,040 

2,370 

2,640 

1,630 

3,750 

566 

486 

362 

270 

282 

557

1,580

Per 

square 

mile.

1.96 

1.91 

1.49 

1.66 

1.03 

2.36 

.356 

.306 

.228 

.170 

.177 

.350

.994

Run-off 

(depth in 

inches on 

drainage 

area).

2.26 

1.99 

1.72 

1.85 

1,19 

2.63 

.41 

.35 

.25 

.20 

.20 

.40

13.45

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

A.

MISCELLANEOUS DISCHARGE MEASUREMENTS 

NORTH ATLANTIC COAST DRAINAGE BASINS.

IN

The following miscellaneous discharge measurements were made 

in North Atlantic coast drainage basins during 1908-9:

Miscellaneous discharge measurements in North Atlantic coast drainage basins in 1908-9.

Date.

1908. 

Oct. 3. ........

Nov. 11.......

Dec. 12.......

1909.

Do&......

Sept. 23.. ....

Do........

Stream.

.....do.................

.....do.................

.....do.... ...........

.....do.................

Swift River...........

Middle Branch Swift

River.

Westfleld River.

" Tributary to 

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

Swift River.........

Westfleld River. ....

Locality.

Washington, D. C. 

.....do..................

.....do..................

.....do..................

Me. 

.....do..................

tion Pettaconsett.R I.

about 5 miles from 

Littleton, N. H. 

f mile below Enfleld,

Mass. 

1J miles from Enfleld,

Mass.

tington, Mass.

height.

Feet. 

1.05

1.05

1.12

2.00

9.80

(d)

fl&7l

Discharge.

Sec.-ft. 

28. 7

2a4

33.9

154

21.5

12.3

889

. 37.5

1,290

89.7

24.0

/5.0

"Measurement from highway bridge on road from Eastbrook Corner to Waltham, about one-half mile 

from former and below mouth of Bog River. Reference point to water surface was 4.86 feet. Reference 

point was probably end of floor plank 1 foot from right abutment, downstream side of bridge.

* Measurement from highway oridge on road from Eastbrook Corner to Molasses Pond, and above Bog 

River. The stream is the outlet of Scammonds Pond. Distance reference point to water surface was 

4.50 feet. Reference point was probably epd of floor plank 1 foot from right abutment.

c Measurement made from railroad bridge. Reference point is top of bottom chord 5.5 feet from end 

inclined post on right bank, downstream truss. Distance to water surface, 16.21 feet.

d Reference point is top comer of pin plate at first vertical, about 51 feet from left abutment, downstream 

side of bridge. Distance to water surface, 29.30 feet.

e Distance reference point to water surface. Location of reference point unknown.

/Discharge estimated.
294 SURFACE WATER SUPPLY, 1909, PART I.

Miscellaneous discharge measurements in North Atlantic coast drainage basins 

in 1908-9 Continued.

Date.

1908. 

Aug. 26. ......

Oct. 11........

Oct. 11........

July 31.......

Do........

July 22.......

Do........

Nov. 20 /.....

Do o ......

Apr. 24.......

Jan. 24........

Do........

Feb. 11.......

Do........

Feb. 15.......

Apr. 13.......

Do.......

May 37........

Nov. 29.......

Stream.

Westfleld River. 

.....do.................

field River. 

.....do.................

.....do.................

Fish Creek............

.....do.................

.....do.................

.....do..................

.....do.................

.....do.................

.....do.............. .

..,. .do... ..............

.....do................

.....do.................

.....do.................

.....do.................

Tributary to 

.....do..............

.....do..............

.....do..............

.....do.. ............

.....do... ...........

.....do..............

.....do..............

.....do....:.........

.....do..............

.....do..............

.....do..............

.....do..............

.....do..............

.... .do.... ..........

.....do..............

Locality.

mouth, near Huntington, Mass. 

Wading, 700 feet above

bridge J mile above 

mouth, near Huntington.

Huntingdon, Mass. 

Highway bridge at

Huntington, Mass. 

Battenville, N. Y.......

.....do..................

.....do..................

Godefiroy, N. Y........

.... .do. .................

. ....do. ....... ..........

At Sidney, N. Y........

AtOwego, N. Y........

Washington, D. C. 

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

.....do..................

Gauge 

height.

Feet. 

«17.9

ol&O

622.50

622.64

6.04

5.72

1.40

(J2.47

<*2 72

h 26. 72

*2. 80

2.07

2.05

2.04

1.85

1.52

1.37

1.37

1.21

.96

Discharge.

Sec. ft. 

15

6.9

34.5

23.8

141

43

124

54.9

58.5

169

76

9.2

298

9,780

178

165

169

129

77.6

66.1

61.7

45.7

17.5

a Distance reference point to water surface. Reference point was center of two nails driven side by side 

in upstream wooden 2 by 4 joist of fence 34.7 feet from upstream side, right abutment.

6 Distance from reference point to water surface. Reference point is outer edge of guard rail at eleventh 

post from left abutment, upstream side of highway bridge near railroad station at Huntington, Mass.

c Measurement poor, due to a change in stage of 0.52 foot.

d Measurement by wading below bridge. Weather Bureau gage.

e Measurement made in tailrace of power plant.

/ Discharge of Neversink River measured at the inflow to the power dam. This dam was washed out 

Jan. 22, 1910.

3 Measurement made above Basher Kill; shows leakage when power plant is shut down.

& Distance from top of hand rail to water surface at a point 30 feet from left downstream side of bridge.

* Gage on downstream end of right pier.

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 drainage basins.

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 streams. 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.
NORTH ATLANTIC COAST. 295

Summary of discharge, in second-feet per square mile, for stations in North Atlantic coast

drainage basins for 1909.

Station.

NEW ENGLAND STATES.

St. John River at Fort Kent, Maine. . . 

Aroostook River at Fort Fairfleld,

St. Croix River near Woodland, Maine. 

Machias River at Whitney ville, Maine. 

East Branch of Union River near

Branch Lake Stream near Ellsworth,

West Branch of Penobscot River at

Penobscot River at West Enfleld,

East Branch of Penobscot River at

Mattawamkeag River at MattawamPiscataquis River near Foxcroft,

Kenduskeag Stream near Bangor,

Kennebec River at the Forks, Maine. 

Kennebec River at Bingham, Maine.. 

Kennebec Ri ver at Vaterville, Maine. 

Sebasticook River at Pittsfleld, Maine. 

Cobbosseecontee Stream at Gardiner, 

Maine. .............................

Androscoggin River at Errol dam, 

N.H......... ......................

Androscoggin River at Rumford Falls,

Presumpscot River at outlet of Sebago

Saco River near Center Conway, N.H. 

Saco River at West Buxton, Maine. . . 

Pemigewasset River at Plymouth, 

N.H...............................

Merrimac River at Franklin Junction, 

N.H...............................

Merrimac River at Garvins Falls, 

N.H...............................

Merrimac River at Lawrence, Mass. . . 

Souhegan River at Merrimac, N. II. . . 

South Branch of Nashua River,

Sudbury River at Framingham,

Lake Cochituate at Cochituate, Mass.«. 

Branch River at Branch Village, R. I.

Wood River at Hope Valley, R. I. . . . 

Connecticut River at Orford, N.H... 

Connecticut River at Sunderland,

Passumpsic River near St. Johnsbury, 

Vt. ................................

Ashuelot River at Hinsdale, N. II. ...

Deerfleld River at Hoosac Tunnel,

Deerfleld River at Shelburne Falls,

Burnshirt River near Templeton,

Quaboag River near West Brimfleld, 

Mass ...............................

Drainage area.

Sq. TO. 

5,280

2,230 

1,420 

465

123 

31 

1,880 

6, gOO 

1,100 

1,500 

286

191

1,570 

2,660 

4,270 

314

240 

1,095 

2,090

436 

385 

1,550

615 

1,460

2,340 

4,452 

168

118.2

75.2 

18.9 

93 

103 

72 

3,300

7,700

237 

686 

440 

354

257 

501 

8.4

150

9H»

0.81

.48 

1.64 

2.17

.74 

.72 

.60 

.62 

1.03

2.82 

.30 

.40 

.51 

.98

.65 

.69 

.65

1.15

.88 

.86

1.10 

1.05

-97 

.68

.92

.61 

.63

.82 

.78

.79

1.46

£ o> 

PM

0.38

.40 

1.11

2.95

.43 

.50 

.40 

.59 

.52

1.42 

.57 

.65 

.76 

1.58

.72 

.70 

.78

1.19 

.91 

.91

1.35 

1.61

1.47 

1.56

3.96

3.54 

3.19

1.21 

1.56

1.43

2.46

£

3

0.60

.77 

1.81 

4.37

.72 

1.10 

.70 

1.27 

1.75

5.15 

.57 

.75 

.95 

2.46

1.28 

.80 

.84

1.39 

1.82 

1.80

1.79 

1.67

1.74 

1.70

3.29

2.68 

2.12

1.10 

1.91

1.82

1.80

ft «S,

2.80

6.32 

5.24 

8.88

1.30 

5.61 

4.61 

8.27 

13.0

13.1 

1.73 

3.38 

3.91 

10.6

4.75 

3.02 

4.88

1.12 

9.06 

7.74

11.0 

6.85

6.07 

3.40

3.75

2.66 

2.14

7.70 

7.32

4.89

10.1

£

^

7.82

7.40 

3.30 

4.97

4.97 

5.86 

6.89 

6.47 

7.06

3.10 

5.11

6.24 

4.89 

2.64

1.02 

5.67 

4.83

1.41 

6.70 

4.83

6.10 

3.34

2.86 

1.95

1.88

1.55

1.22

4.36 

3.69

1.75

2.69

>->

1.35 

.08

1.63 

2.58

2.46 

.98

3.55 

1.13

.87

.53 

2.52 

2.32 

1.98 

.94

.99 

2.89 

1.91

L. 53 

1.79 

1.86

1.84 

1.49

1.23 

.95

.98

.37 

.60

1.18 

1.38 

1.15

1 99

.90

1.38 

.77

>>

131-5

1.63 

1,63

1.38 

.86

2.15 

1.76 

1.29 

1.69 

.99 

.35

.33 

2.0o 

1.53 

1.11 

.96

.89 

1.29 

.88

1.49 

.69

.78

.58 

.85

.55 

.45

.36

(6) 

.18

.45 

.42

.54 

34

.28 

.62

.30 

17

6J3

&

«S,

0.94

1.23 

1.40 

.43

.35

1.71 

1.23

.77 

.70 

.36 

.18

.13 

1.63 

1.19 

.69 

.86

.91 

1.25

.79

1.49 

.42 

.52

.41 

.80

.45 

.38 

23

.30

<«)

.43

.25 

.38

.46 

28

.27 

.38

.50 

14

ft

02

1.83

2.66 

2.90 

2.32

1.28

1.53 

1.21 

1.61 

2.25 

1.11 

3.09

1.82 

1.15 

1.02 

.97 

.95

.94 

1.12

.89

1.46

.78 

.44

.79 

1.01

.54 

.37 

21

.32

.23 

.66

.18

.75

.44 

.33

.65 

24

.19

3?

.78 

.62 

20

.48

+* 

o 

0

2.23

3.05 

3.09 

2.90

4.20

1.66 

1.20 

2.35 

2.62 

2.89 

2.10

2.38 

.80 

1.03 

.88 

1.32

.91

.86

.78

1.47 

.85 

.81

.76 

1.08

.57 

.42 

,23

.14

(d) 

.14 

.65

16

9?

.72 

.57

.73 

33

.24 

2?

.80 

.63 

.39

.42

i

K

1.18

2.19 

1.82 

3.08

1.76 

1.18 

1.73 

1.75 

2.27 

1.56

2.73 

.88 

.85 

.81 

1.53

.94 

.98 

.85

1.52 

.85 

.56

.79 

.75

.6C 

.39 

23

.58

.13

.37 

64

27

1.04

.72 

.52

.78 

38

.21 

16

.61 

.57 

33

.40

3

ft

0.83

1.52 

1.51 

2.06

2.25 

1.16 

1.45 

1.34 

1.87 

1.57

2.19 

.56 

.61 

.71 

1.74

.92 

.99 

.76

1.48 

.71 

.73

.63

.72

.58 

.50 

41

.83

.41 

.56 

79

.74

1 17

.63 

.59

.66 

34

.27 

25

54

.48 

51

.66

'-

o>

>H

1.87

2.39 

2.24 

3.13

1.53

2.08 

2.26 

2.33 

2.76

2.97 

1.49 

1.67 

1.51 

2.21

1.24 

1.69 

1.57

1.39

2.12 

1.82

2.26 

1.77

1.47 

1.06

1.42

.97 

1.00

1.63 

1.62

1.09

1.92

a Attention is called to the fact that the Sudbury River records do not give the actual run-off of the river 

(which would include the effect of storage in the wet season and draft from storage in the dry season from 

the tributary reservoirs and streams as well as the loss by evaporation from them), but the natural flow of 

the basin without storage, as nearly as this flow can be measured and adjusted for the change in volume of 

stored water, without, however, taking into account the actual loss of water by evaporation from the water 

surfaces of the existing reservoirs and streams in this drainage basin. It may be said that this method 

of figuring the yield is common for waterworks or public supplies, and is used also in the Nashua and 

Croton records, but for streams utilized chiefly for production of power the effect of storage as well as the loss 

by evaporation is included in the yield or run-oft measurements and records.

l> -0.19. e -0.04. d -0.05.
296 SURFACE WATER SUPPLY, 1909, PART I.

Summary of discharge, in second-feet per square mile, for stations in North Atlantic coast 

drainage basins for 1909 Continued.

Station.

NEW ENGLAND STATES continued.

Westfleld River at Knightville, Mass. 

Westfleld Little River near BlandHousatonic River near Gaylordsville,

HUDSON KIVEK.

Hudson River at North Creek, N. Y. . 

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

Hudson River at Mechanic ville, N.Y. . 

Schroon River at Riverbank, N.Y...

Sacandaga River at Northville, N. Y. 

Sacandaga River near Hadley, N. Y. . 

Mohawk River at Little Palls, N. Y.. 

Mohawk River at Dunsbach Ferry, 

N.Y...............................

West Canada Creek at Twin Rock 

Bridge, N. Y.. .....................

West Canada Creek at Kast Bridge, 

N. Y. ..............................

East Canada Creek at Dolgeville, N. Y 

Schoharie Creek at Pratts ville, N.Y... 

Kinderhook Creek at Rossman, N. Y. . 

Esopus Creek near Olivebridge, N. Y.

Esopus Creek at Mount Marion, N.Y. . 

Rondout Creek at Rosendale, N. Y. . . .

MIDDLE ATLANTIC STATES.

Passaic River near Chatham, N. J. . . . . 

Raritan River at Boundbrook, N. J. . . 

East Branch Delaware River at Hancock, N. Y. ........................

Delaware River at Port Jervis, N. Y. 

Delaware River at Riegelsville, N. Y. . West Branch Delaware River at Hancock, N. Y .........................

Paulins Kill at Columbia, N. J. ......

Lehigh River at South Bethlehem, Pa. 

Tohickon Creek at Point Pleasant, Pa. 

Neshaminy Creek below forks, Pa. . . 

Schuylkill River near Philadelphia,

Perkiomen Creek near Frederick, Pa. . 

Susquehanna River at Binghamton, 

N.Y...............................

Susquehanna River at Wysox, Pa. .... 

Susquehanna River at Wilkes-Barre, 

Pa.................................

Susquehanna River at Danville, Pa. . 

Susquehanna River at Harrisburg,Pa. 

Susquehanna River near McCall 

Ferry Pa

Chenango River at Binghamton, 

N.Y...............................

Chemung River at Chemung, N. Y. . . . West Branch Susquehanna River at

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

Deer Creek near Church ville, Md. .... 

Gunpowder Falls at Glencoe, Md..... 

Little Gunpowder Falls near Belair. 

Md.................................

Patapsco River at Woodstock, Md. . . 

Potomac River at Point of Rocks, Md. 

Shenandoah River at Mill ville, W. Va. 

Monocacy River near Frederick, Md . .

Rappahannock River near Fredericksburg, Va. ....................

Drainage area.

Sq. TO. 

162

43 

1,020

804 

1,550 

4,500 

534 

263 

740 

1,050 

1,310

3,440 

364

574 

256 

240 

331 

239 

324 

378 

380

101 

800

920 

3,250 

6,430

680 

189 

179

102 

139

1,920 

152

2,400 

7,930

9,810 

11,100 

24,000

26,800

1,530 

2,440

5,640 

3,480 

16.4

141 

160

43 

251 

9,650 

3,000 

660 

338

1,590

ih-7S

1.85 

1.23

% 

1.16 

.48 

1.74 

1.53 

1.60 

1.63

2.21 

3.85

2.41 

2.62 

1.61 

3.39 

3.72 

3.30 

3.92

1.80 

1.79

3.60 

2.80 

2.10

3.07

1.85

2.40 

2.06

.98 

1.64

2.49 

1.48

1.48 

1.46 

1.27

1.25

1.85 

.93

1.43 

.79 

1 15

1.45 

1.48

1.48 

.99 

.72 

1.21 

1.05

1.96

X2 <u 

fn

5.35 

3.21

1.59 

1.74 

2.58 

1.63 

3.54 

3.58 

3.64 

2.63

4.01 

4.29

5.04 

5.09 

4.02 

6.44 

7.39 

7.47 

6.00

4.34 

3.78

6.10 

5.60 

4.60

5.41

4.21

5.39 

4.13

2.64 

3.70

5.12 

3.06

3.45 

3.50 

3.45

3.37

4.36 

2.18

4.11 

2.17

1.99 

1.84

1.90 

1.75 

1.17 

1.31 

3.88

1.91

H

4.35 

2.66

1.47 

1.68 

2.05 

1.95 

2.09 

2.14 

2.14 

4.20

2.81 

2.83 

? 3?

2.09 

3.21 

2.59 

3.43 

3.43 

4.04 

3.42

2.35 

2.21

3.02 

2.88 

2.63

2.69

2.26

2.25 

2.29

1.45 

2.28

3.12 

2.06

2.18 

2.14 

2.08

2.03

2.70 

1.27

2.18 

1.38 

2.05

2.40 

2.21

2.40 

2.27 

.90 

1.00 

2.59

1.49

ft <

6.00 

3.89

7.82 

6.25 

5.73 

7.43 13.7* 

12.4 

11.7 

4.50

5.12 

10.1

12.1 

4.35 

3.35 

5.35 

4.51 

4.65 

3.19

2.96

4.39 

3.54 

3.06

3.85

2.57

2.72 

2.40

1.45 

2.18

4.03 

2.69

2.77 

2.86 

2.77

2.71

3.39 

2.18

3.17

2.28

1.73

2.05

1.66

>>

2.42 

2.44

6.41 

5.07 

3.78 

4.93 

7.76 

5.70 

5.98 

3.15

2.77 

7.09 

5 21

4.80 

2.81 

1.63 

3.51

3.38 

3.16

1.48

4.08 

3.72 

3.17

3,41

2.59 

? 7?,

.96 

1.25

1.21 

1.45

3.21

2.47

2.87 

2.97 

2.95

2.85

2.55 

2.53

3.87 

1.46

.90

.86

1.03

§h-7S

.68 

1.24

1.69 

1.81 

1.34 

2.08 

1.72 

1.76 

1.58 

.22

1.09 

1.50 

1 41

1.95 

1.21 

.80 

1.62

1.75 

1.48

.26

1.05 

1.27 

1.16

1.68

.80 

1 14

.51 

.55

.32 

.53

1.12 

.99

1.08 

1.07 

1.23

1.24

.92 

1.04

1.55 

1.14

1.14

1.49

2.36

>> "3

h-7S

.18 

.51

.84 

.72 

.44 

.64 

.33 

.30 

.36 

1.04

.44 

.68

75

.86 

.21 

.23 

.33

.37 

.31

.17

.31 

.32 

.48

.28

 .60

64

.07 

.13

.10

.24

.39 

.23

.21 

.25 

.33

.34

.18 

.11

.32 

.32

.28

.23

.36

si 

3

.31

.66

.96 

.62 

.34 

.19 

.1? 

.26 

.34 

.63

.33 

.55

58

.82 

.15 

.25

.44

.44 

.39

.37

.26 

.22 

.35

.19

.39

.04 

.14

.09 

.15

.35 

.15

.15 

.17 

.19

.19

.12 

.05

.14

.25

.22

.15

.31

1

OQ

.47

.22 

.46

1.00 

.59 

.32 

.20 

.09 

.10 

.21 

.41

.38 

.55

.80 

.11 

.18 

.24

.26 

.28

.16

.20 

.12 

.28

.10 

?fi

,36

.03 

.08

.11 

.15

.20 

.10

.11 

.13 

.15

.17

.10 

.05

.10 

.22

.18

.14 

10

.23

o 

O

43

.24 

.44

.89 

.51 

.35 

.21 

.12 

.21 

.29 

.57

.52 

.92 

99

1.04 

.12 

.22 

.23

.26 

.31

.11

.21 

.12 

.28

.12

?,6

.34

.04 

.07

.12

.17

.20 

.10

.12 

.14 

.18

.18

.12 

.06

.14

.26

.23

.13

00

.17

i fc

39

.27 

.38

.92 

.54 

.37 

.35 

.22 

.25 

.37 

1.13

.70 

1.13 

1.31

1.17 

.12 

.20 

.18

.22 

.25

.14

.24 

.13 

.26

.12 

25

30

.1]

.14

.12 

.23

.25 

.12

.12 

.14 

.16

.17

.15 

.06

.12

.21

.19

.12

.48

.18

8

fi

59

1.09 

.62

.53 

.52 

.35 

.41 

.28 

.34 

.43 

1.18

.66 

.45

.86 

.37 

.27 

.66

.84 

1.02

1.28

.50 

.39 

.59

.30

,95

1.50 

.94

.65 

1.37

.36

.28

.22 

.23 

.29

.30

.26 

.08

.21

.47

.32

1.01 

.47

.35

$

1.91 

1.48

2.08 

1.73 

1.57 

1.71 

2.65 

2.38 

2.39 

1.86

1.75 

2.85

2.83 

1.70 

1.28 

2.15

2.25 

1.98

1.28

1.97 

1.73 

1.53

1.74

1.33 

1.18

.77 

1.17

1.74 

1.14

1.21 

1.24 

1.24

1.22

1.39 

.89

1.46 

.91

.66

1.14

.99
INDEX.

A. Page. 

Accuracy, degree of.......................... 27-29

Acknowledgments to those aiding........... 30-31

Acre-foot, definition of....................... 16

Amherst, Me.,

West Branch of Union Eiver at:

description.......................... 53

discharge............................ 53

gage heights......................... 54

Androscoggin River at 

Errol Dam, N. H.:

description.......................... 97

discharge............................ 295

discharge, daily..................... 97-99

discharge, monthly.................. 100

Rumford Falls, Me.:

description.......................... 101

discharge............................ 295

discharge, daily................... 101-102

discharge, monthly.................. 102

Androscoggin River drainage basin, description of........................... 95-97

river and lake surveys in................ 97

Appropriations, amount of.................. 9

Aroostook River at 

Fort Fairfield, Me.:

description.......................... 43-44

discharge........................... 44,295

discharge, daily..................... 44-45

discharge, monthly.................. 45

gage heights......................... 44

Ashuelot River at 

Hinsdale, N. H.:

description........................ 148-149

discharge.......................... 149,295

discharge, daily..................... 150

discharge, monthly.................. 150

gage heights....................... 149-150

Authority for investigations'................. 9

B.

Babb, C. C., work of........................ 32

Bangor, Me.,

Kenduskeag Stream near:

description.......................... 76-77

discharge........................... 77-295

discharge, daily..................... 78-79

discharge, monthly.................. 79

gage heights......................... 78

Barrows, H. K., work of..................... 31

Battenville, N. Y., 

Battenkill River at:

discharge............................ 294

Battenkill River at 

Battenville, N. Y.:

discharge.................. - ....... 294

Belair, Md., Page. 

Little Gunpowder Falls near:

description........................ 278-279

discharge............................ 296

discharge, daily..................... 279

discharge, monthly.................. 279

gage heights......................... 279

Bingham, Me.,

Kennebec River at:

description.......................... 86

discharge........................... 86,295

discharge, daily..................... 87

discharge, monthly.................. 88

gage heights......................... 87

Binghamton, N. Y., 

Chenango River at:

description........................ 263-264

discharge............................ 296

discharge, daily..................... 265

discharge, monthly.................. 266

gage heights....................... 264-265

Susquehanna River at:

description.......................... 251

discharge.......................... 251,296

discharge, daily..................... 252

discharge, monthly.................. 253

gage heights......................... 252

Blackstone River drainage basin, description

of.:............................. 130

Blandford, Mass.,

Westfield Little River at:

description........................ 165-166

discharge.......................... 166,295

discharge, daily...................... 167

discharge, monthly.................. 168

gage heights......................... 167

Bolster, R. H., work of...................... 31

Boundbrook, N. J., 

Raritan River at:

description.......................... 219

discharge............................ 296

discharge, daily...................... 220

discharge, monthly.................. 220

...................... 219

Branch Lake at 

Ellsworth, Me.:

description.......................... 60-61

...................... 61

Branch Lake Stream near 

Ellsworth, Me.:

description.......................... 62

discharge........................... 62,295

discharge, daily...................... 62

discharge, monthly.................. 63

297
298 INDEX.

Branch River at 

Branch Village, R. I.: Page, 

description.......................... 131

discharge.......................... 131,295

discharge, daily...................... 131

discharge, monthly.................. 132

gage heights......................... 131

Branch Village, Rl I., 

Branch River at:

description.......................... 131

discharge.......................... 131,295

discharge, daily..................... 131

discharge, monthly.................. 132

gage heights......................... 131

Brett, G. M., work of........................ 31

Broad Creek at 

Mill Green, Md.:

description........................ 274-275

discharge-........................... 296

discharge, daily...................... 275

discharge, monthly.................. 275

gage heights......................... 275

Burgoyne, N. Y., 

Fish Creek at:

discharge............................ 294

gage height.......................... 294

Burnham, Me.,

Sebasticook River at:

discharge............................ 293

Bumshirt River near 

Templeton, Mass.:

description.......................... 159

discharge.......................... 160,295

discharge, daily................... 160-161

discharge, monthly.................. 161

gage heights......................... 160

Buskirk, N. Y., 

Hoosic River at:

description. ...................... 192-193

discharge............................ 193

Butterfield, A. D., work of.................. 31

C.

Center Conway, N. H., 

Saco River near:

description........................ 105-106

discharge.......................... 106,295

discharge, daily..................... 107

discharge, monthly.................. 107

gage heights......................... 106

Chatham, N. J.,

Passiac River near:

description.......................... 216

discharge............................ 216

discharge, daily...................... 217

discharge, monthly.................. 218

gage heights......................... 217

Chemung, N. Y.,

Chemung Hiver at:

description.......................... 267

discharge.......................... 267,296

discharge, daily..................... 268

discharge, monthly.................. 269

gage heights......................... 268

Chemung River drainage basin, description

of.............................. 266-267

Chemung River at 

Chemung, N. Y.:

description.......................... 267

discharge.......................... 267,296

discharge, daily..................... 268

discharge, monthly.................. 269

gage heights......................... 268

Chenango River drainage basin, description

of................................. 263

Chenango River at 

Binghamton, N. Y.:

description........................ 263-264

discharge............................ 296

discharge, daily..................... 265

discharge, monthly.................. 266

gage heights....................... 264-265

Churchville, Md., 

Deer Creek near:

description.......................... 276

discharge............................ 296

discharge, daily..................... 276

discharge, monthly.................. 277

gage heights......................... 276

Clinton, Mass.,

Nashua River, South Branch of, at:

description.......................... 122

discharge............................ 295

discharge, monthly................ 122-123

rainfall, monthly.................. 122-123

Cobbosseecontee Stream at 

Gardiner, Me.:

description.......................... 93-94

discharge............................ 295

discharge, daily.. ................... 94-95

discharge, monthly.................. 95

Cochituate, Mass., 

Lake Cochituate at:

description........................ 123-124

discharge............................ 295

yield and rainfall.................. 125-126

Columbia, N. J., 

Paulins Kill at:

description.......................... 233

discharge-........................... 296

discharge, daily..................... 234

discharge, monthly.................. 234

...................... 234

Connecticut River drainage basin, description of......................... 135-137

Connecticut River at 

Hartford, Conn.:

description........................ 142-143

Orford, N. H.:

description.......................... 137

discharge.......................... 137,295

discharge, daily................... 138-139

discharge, monthly.................. 140

gage heights......................... 138

Sunderland, Mass.:

description........................ 140-141

discharge.......................... 141,295

discharge, daily...................... 142

discharge, monthly.................. 142

gage heights......................... 141
INDEX. 299

Connecticut River at Continued. 

Waterford, Vt.:

discharge............................ 293

Cooperation, credit for....................... 30-31

Cooperative data, use of..................... 29-30

Covert, C. C., work of........................ 31,32

Current-meter, description of................ 21-22

use of.................................... 22-23

views of................................. 22

Current-meter stations, views of............. 20

Curves, discharge, figure showing............ 41

D. 

Danville, Pa.,

Susquehanna River at:

description.......................... 257

discharge.......................... 257,2%

discharge, daily...................... 258

discharge, monthly.................. 259

gage heights......................... 258

Data, accuracy of............................ 27-29

use of.................................... 23

Deer Creek near 

Churchville, Md.:

description.......................... 276

discharge............................ 296

discharge, daily...................... 276

discharge, monthly.................. 277

gage heights......................... 276

DeerfieldRiverdrainagebasin.descriptionof.. 153

Deerfield River at 

Hoosac Tunjiel, Mass.:

description.......................... 154

discharge.......................... 154,295

discharge, daily...................... 155

discharge, monthly.................. 155

...................... 154

Shelburne Falls, Mass.:

description.......................... 155

discharge............................ 235

discharge, daily.................... 156-157

discharge, monthly.................. 157

Definitions of terms......................... 15-16

Delaware River drainage basin, description

of............................. 220-221

Delaware River at 

Port Jervis, N. Y.:

description......................... 223-224

discharge.......................... 224,296

discharge, daily..................... 225

discharge, monthly.................. 225

gage heights......................... 224

Riegelsville, N. J.:

description.......................... 226

discharge.......................... 226,296

discharge, daily..................... 227

discharge, monthly.................. 228

gage heights......................... 227

Delaware River, East Branch of, at 

Hancock, N. Y.:

description.......................... 221

discharge.......................... 221,296

discharge, daily..................... 222

discharge, monthly.................. 223

gage heights......................... 222

Delaware River, West Branch of, at 

Hancock, N. Y.: Page, 

description.......................... 228

discharge.......................... 228,296

discharge, daily..................... 229

discharge, monthly.................. 230

gage heights......................... 229

Discharge, computation of................... 23-27

summaries of.......................... 294-296

Dolgeville, N. Y.,

East Canada Creek at:

description.......................... 201

discharge............................ 296

discharge, daily..................... 202

discharge, monthly.................. 202

Domestic water supply, importance of........ 11

Drainage, relation of stream flow to........... 11-12

Drainage basins, lists of..................... 12,14

Dunsbach Ferry, N. Y., 

Mohawk River at:

description.......................... 197

discharge............................ 296

discharge, daily. ..................... 197

discharge, monthly.................. 198

E.

Eagle Bridge, N. Y., 

Hoosic River at:

description.......................... 193

discharge............................ 193

Eastbrook Corners, Me.,

Eastbrook Mill Stream near:

discharge............................ 293

Eastbrook Mill Stream near 

Eastbrook Corners, Me.:

discharge............................ 293

East Canada Creek at 

Dolgeville, N. Y.:

description.......................... 201

discharge............................ 296

discharge, daily..................... 202

discharge, monthly.................. 202

Easton, Pa.,

Lehigh River at:

description.......................... 243

discharge, daily..................... 244

East Outlet, Me.,

Moosehead Lake at:

description..................'........ 83

gage heights......................... 83-84

Ellsworth, Me., 

Branch Lake at:

description.......................... 60-61

gage heights......................... 61

Branch Lake Stream near:

description.......................... 62

discharge........................... 62,295

discharge, daily..................... 62

discharge, monthly.................. 63

Union River at:

description.......................... 55

discharge............................ 55

Ehnwood, Mass., 

Matfield River at:

description........................ 127-128

discharge............................ 128

...................... 128
300 INDEX.

Elmwood, Mass. Continued.

 Satucket River near: Page, 

description.......................... 128

discharge............................ 129

Enfleld, Mass.,"

Swift River near:

discharge............................ 293

gage height.......................... 293

Equivalents, list of.......................... 16-17

Errol Dam, N. EL,

Androscoggin River at:

description.......................... 97

discharge............................ 295

discharge, daily..................... 97-99

discharge, monthly.................. 100

Esopus Creek drainage basin, description of.. 207 

Esopus Creek, at or nearKingston, N. Y.:

description........................ 209-210

discharge............................ 296

discharge, daily..................... 210

discharge, monthly.................. 210

Mount Marion, N. Y.:

description........................ 210-211

discharge............................ 296

discharge, daily................... 211-213

discharge, monthly.................. 213

Olivebridge, N. Y.:

description........................ 207-208

discharge............................ 296

discharge, daily..................... 208

discharge, monthly.................. 209

F.

Field methods, features of................... 18-23

Fish Creek at 

Burgoyne, N. Y.:

discharge............................ 294

gage height.......................... 294

Fish River at Wallagrass, Me., gaging station

on.............................. 43

Float method, description of............... 21

Floods, prevention of....................... 12

Forks, Pa.,

Neshaminy Creek below:

description........................ 245-246

discharge............................ 296

discharge, daily..................... 246

discharge, monthly.................. 247

Fort Fairfleld, Me., 

Aroostook River at:

description.......................... 43-44

discharge........................... 44,295

discharge, daily..................... 44-45

discharge, monthly.................. 45

gage heights......................... 44

Fort Kent, Me.,

St. John River at:

description.......................... 40

discharge........................... 40,295

curve showing.................. 41

discharge, daily..................... 42

discharge, monthly^.................. 43

gage heights......................... 42

Framingham, Mass., 

Sudbury River at:

description........................ 123-124

discharge............................ 295

discharge, monthly................ 124-125

rainfall......................... .... 124

Franklin Junction, N. H.,

Merrimac River at: Page, 

description.......................... 113

discharge.......................... 113,295

discharge, daily..................... 114

discharge, monthly.................. 114

gage heights......................... 113

Foncroft, Me.,

Piscataquis River at:

description.......................... 74-75

discharge........................... 75,295

discharge, daily..................... 76

discharge, monthly.................. 76

gage heights......................... 75

Frederick, Md.,

Monocacy River near:

description........................ 286-287

discharge.......................... 287,296

discharge, daily..................... 288

discharge, monthly.................. 288

gage heights......................... 287

Frederick, Pa.,

Perkiomen Creek, near:

description.......................... 249

discharge............................ 293

discharge, daily..................... 249

discharge, monthly.................. 250

Fredericksburg, Va.,

Rappahannock River near:

description........................ 290-291

discharge.......................... 291,296

discharge, daily..................... 292

discharge, monthly.. ......*......... 293

gage heights....................... 291-292

G.

Gaging stations, classes of................... 24-26

list of................................... 32-37

views of................................. 20

Gardiner, Me.,

Cobbosseecontee Stream at:

description.......................... 93-94

discharge............................ 295

discharge, daily..................... 94-95

discharge, monthly.................. 95

Garvins Falls, N. H.,

Merrimac River at:

description........................ 114-116

discharge-........................... 295

discharge, daily...................... 116

discharge, monthly.................. 116

Gaylordsville, Conn.,

Housatonic River at:

description.......................... 169

discharge............................ 296

discharge, daily..................... 170

discharge, monthly.................. 170

gage heights ........................ 169

Glencoe, Md.,

Gunpowder Falls at:

description.......................... 277

discharge............................ 296

discharge, daily...................... 278

discharge, monthly.................. 278

gage heights......................... 278

Godeffroy, N. Y.,

Neversink River at:

description.......................... 232

discharge-......................... 233,294

gage heights......................... 233
INDEX. 301

Goose Creek near 

Leesburg, Va.:

description........................ 288-289

discharge.......................... 289,296

discharge, daily...................... 290

discharge, monthly.................. 290

gage heights......................... 289

Green Lake, Me., 

Green Lake at:

description.......................... 59

gage heights......................... 59

Green Lake at 

Green Lake, Me.:

description.......................... 59

gage heights......................... 59

Green Lake Stream at 

Lake wood, Me.: 

, description.......................... 60

discharge............................ GO

gage heights......................... 60

Grindstone, Me.,

Penobscot River, East Branch of, at:

description.......................... 70-71

discharge........................... 71,295

discharge, daily...................... 72

discharge, monthly.................. 72

gage heights......................... 71

Gunpowder Falls at 

Glencoe, Md.:

description.......................... 277

discharge............................ 296

discharge, daily....-................. 278

discharge, monthly.................. 278

gage heights......................... 278

Gunpowder River drainage basin, description of..---..--..-.....-......... 277

H. 

Hadley, N. Y.,

Sacandaga River at or near:

description........................ 189,191

discharge...................... 189,191,296

discharge, daily...................... 190

, discharge, monthly.................. 191

gage heights....................... 190,192

Hancock, N. Y.,

Delaware River, East Branch of, at:

description.......................... 221

discharge.......................... 221,296

discharge, daily...................... 222

discharge, monthly.................. 223

gage heights......................... 222

Delaware River, West Branch of, at:

description.......................... 228

discharge.......................... 228,296

discharge, daily..................... 229

discharge, monthly.................. 230

gage heights......................... 229

Harris, R. I.,

Pawtuxet River at:

description........................ 132-133

discharge.......................... 133,295

discharge, dail^...................... 133

discharge, monthly.................. 133

Harrisburg, Pa.,

Susquehanna River at:

description.......................... 259

.......................... 296

Harrisburg, Pa. Continued. 

Susquehana River Continued. Page, 

discharge, daily...................... 260

discharge, monthly.................. 261

gage heights......................... 260

Hartford, Conn.:

Connecticut River at:

description of...................... 142-143

Hinsdale, N. H.,

Ashuelot River at:

description........................ 148-149

discharge.......................... 149,295

discharge, daily. ..................... 150

discharge, monthly.................. 150

gage heights....................... 149-150

Hoosac Tunnel, Mass., 

Deerfield River at:

description.............7............ 154

discharge.......................... 154,295

discharge, daily...................... 155

discharge, monthly.................. 155

gage heights......................... 154

Hoosic River drainage basin, description of.. 192 

Hoosic River at 

Buskirk, N. Y.:

description........................ 192-193

discharge............................ 193

Eagle Bridge, N. Y.:

description.......................... 193

......................... 193

Hope Valley, R. I., 

Wood River at:

description.......................... 134

discharge.......................... 134,295

discharge, monthly.................. 135

gage heights......................... 135

Housatonic River drainage basin, description

of.............................. 168-169

Housatonic River at 

Gaylordsville, Conn.:

description.......................... 169

discharge............................ 296

discharge, daily...................... 170

discharge, monthly.................. 170

gage heights......................... 169

Hoyt, W. G., work of....................... 31

Hudson River drainage basin, description 

of....................................... 171-172

Hudson River at 

Mechanicville, N. Y.:

description.......................... 177

discharge............................ 296

discharge, daily.................... 177-178

discharge, monthly.................. 178

North Creek, N. Y.:

description.......................... 173

discharge.......................... 173,296

discharge, daily.......------.....-... 174

discharge, monthly.................. 175

gage heights....................... 173-174

Thurman, N. Y.:

descrip tion .......................... 175

discharge.......................... 175,295

discharge, daily...................... 176

discharge, monthly.................. 177

...................... 176
302 INDEX.

Huntington, Mass.,

Westfleld River near:

discharge.......................... 293,294

...................... 294

Ice, measurements under.................... 23

Indian Lake, N. Y.,

Indian Lake Reservoir at:

description........................ 178-179

gage heights....................... 179-180

gate openings........................ 180

Indian Lake Reservoir at 

Indian Lake, N. Y.:

description........................ 178-179

gage heights....................... 179-1CO

gate openings........................ 180

Investigations, authority for................. 9

purposes of.............................. 11-12

scope of.................................. 10

Irrigation, dependence of, on stream flow.... 11

J.

Juniata River drainage basin, description of. 272

Juniata River at 

Newport, Pa.:

description.......................... 273

discharge............................ 296

discharge, daily...................... 274

discharge, monthly.................. 274

gage heights......................... 273

K. 

Kast Bridge, N. Y.,

West Canada Creek at:

description........................ 199-200

discharge.......................... 200,296

discharge, daily...................... 200

discharge, monthly.................. 201

Kenduskeag Stream near 

Bangor, Me.:

description.......................... 76-77

discharge........................... 77,295

discharge, daily...................... 78-79

discharge, monthly.................. 79

gage heights......................... 78

Kennebec River drainage basin, description

of................................ 80-82

river and lake surveys in................ 82-83

tributaries in, list of..................... 80

Kennebec River at 

Bingham, Me.:

description.......................... 86

discharge........................... 86,295

discharge, daily...................... 87

discharge, monthly.................. 88

gage heights......................... 87

The Forks, Me.:

description.......................... 84

discharge........................... 84,295

discharge, daily...................... 85

discharge, monthly.................. 86

gage heights......................... 84-85

Waterville, Me.:

description.......................... 88-89

discharge............................ 275

discharge, daily...................... 89

discharge, monthly.................. 90

Kinderhook Creek at Page. 

Rossman, N. Y.:

description........................ 204-205

discharge ........'................. 205,296

discharge, daily...................... 206

discharge, monthly.................. 206

gage heights......................... 205

Kingston, N. Y., 

Esopus Creek at:

description........................ 209-210

discharge............................ 296

discharge, daily...................... 210

discharge, monthly.................. 210

Knightville, Mass., 

Westfleld River at:

description........................ 163-164

discharge.......................... 164,296

discharge, monthly................... 165

gage heights....................... 164-165

L.

Lake Cochituate at 

Cochituate, Mass.:

description........................ 123-124

discharge............................ 295

yield and rainfall.................. 125-126

Lakewood, Me.,

Green Lake Stream at:

description.......................... 60

discharge............................ 60

gage heights......................... 60

Lawrence, Mass.,

Merrimac River at:

description.......................... 117

discharge............................ 295

discharge, daily...................... 119

discharge, monthly.................. 119

flow, weekly average................. 118

Leesburg, Va.,

Goose Creek near:

description........................ 288-289

discharge.......................... 289,296

discharge, daily...................... 290

discharge, monthly.................. 29Q

gage heights......................... 289

Lehigh River drainage basin, description of.. 235

Lehigh River at 

Easton, Pa.:

description.......................... 243

discharge, daily...................... 244

South Bethlehem, Pa.:

description........................ 235-236

discharge.......................... 237,296

discharge, daily.................... 241-242

discharge, monthly..................' 243

gage heights....................... 237-239

rating table.......................... 240

Little Falls, N. Y, 

Mohawk River at:

description.......................... 195

discharge............................ 296

discharge, daily... ................ 195-196

discharge, monthly,................. 196

Little Gunpowder Falls near 

Belair, Md.:

description........................ 278-279

discharge............................ 2%

discharge, daily...................... 279

discharge, monthly................ . 279

gage heights......................... 279
INDEX. 303

M. Page.

McCall Ferry, Pa.,

Susquehanna Kiver at:

description.......................... 261

discharge............................ 296

discharge, daily..................... 262

discharge, monthly.................. 263

gage heights......................... 262

Machias River drainage basin, description of. 49

Machias River at 

Whitneyville, Me.:

description.......................... 49-50

discharge.............!............. 50,295

discharge, daily..................... 51

discharge, monthly.................. 51

gage heights ........................ 50

Mahwah, N. J.,

Ramapo River at:

discharge............................ 294

gage heights......................... 294

Maine, storm of Sept. 26-29,1909, in, account

of..............-........'........ 37-38

Mariaville, Me.,

West Branch of Union River at:

description.......................... 54

discharge............................ 54

discharge, daily..................... 54

gage heights......................... 54

Matfleld River at 

Elmwood, Mass.:

description........................ 127-128

discharge............................ 128

Mathers, J. G., work of...................... 31,32

Mattawamkeag, Me.,

Mattawamkeag River at:

description.......................... 72-73

discharge........................... 73,295

discharge, daily..................... 74

discharge, monthly.................. 74

gage heights......................... 73

Mattawamkeag River at 

Mattawamkeag, Me.:

description.......................... 72-73

discharge........................... 73,295

discharge, daily..................... 74

discharge, monthly.................. 74

gage heights......................... 73

Mechanicville, N. Y., 

Hudson River at:

description.......................... 177

discharge............................ 296

discharge, daily................... 177-178

discharge, monthly.................. 178

Merrimac, N. H.,

Souhegan River at:

description.......................... 120

discharge.......................... 120,295 '

discharge, daily..................... 121

discharge, monthly.................. 121

gage heights......................... 121

Merrimac River drainage basin, description

of............................. 109-110

Merrimac River at 

Franklin Junction, N. H.:

description.......................... 113

discharge.......................... 113,295

discharge, daily..................... 114

discharge, monthly.................. 114

gage heights......................... U3

Merimac River at Continued. 

Garvins Falls, N. H.:

description........................ 114-116

discharge............................ 295

discharge, dally..................... 116

discharge, monthly.................. 116

Lawrence, Mass.:

description.......................... 117

discharge............................ 295

discharge, daily..................... 119

discharge, monthly.................. 119

slow, weekly average................ 118

Millers River at: 

Wendell, Mass.:

description.......................... 151

discharge.......................... 152,295

discharge, daily..................... 152

discharge, monthly.................. 153

gage heights......................... 152

Mill Green, Md., 

Broad Creek at:

description........................ 274-275

discharge............................ 296

discharge, daily..................... 275

discharge, monthly.................. 275

gage heights......................... 275

Millinocket, Me.,

Penobscot River, West Branch of, at:

description.......................... 65-67

discharge............................ 295

discharge, daily..................... 67

discharge, monthly.................. 68

Millville, W.Va.,

Shenandoah River at:

description........................ 285-286

discharge............................ 296

discharge, daily..................... 286

discharge, monthly.................. 286

gage heights......................... 286

Miner's inch, definition of................... 15

Miscellaneous measurements, in North Atlantic States...................... 293-296

Mohawk River drainage basin, description

of.........................~.. 1932195

Mohawk River at 

Dunsbach Ferry, N. Y.:

description.......................... "197

discharge-........................... 296

discharge, daily..................... 197

discharge, monthly................... 198 , Little Falls, N. Y.:

description.......................... 195.

discharge-........................... 296

discharge, daily................... 195-196

discharge, monthly.................. 196

Mongaup River near 

Rio, N. Y.:

description.......................... 230

discharge.......................... 230,296

discharge, daily..................... 231

discharge, monthly.................. 231

gage heights........................ 231

Monocacy River nearFrederick, Md.:

description........................ 286-287 '

discharge.......................... 287,296

discharge, daily..................... 288

discharge, monthly.................. 288

gage heights......................... 287
304 INDEX.

Moosehead Lake at 

East Outlet: Page, 

description.......................... 83

gage heights......................... 83-84

opening and closing of lake, dates of. 83 

Mount Marion, N. Y.,

Esopus Creek, at:

description........................ 210-211

discharge............................ 296

discharge, daily................... 211-213

discharge, monthly.................. 213

N.

Nashua River, South Branch of, at 

Clinton, Mass.:

description.......................... 122

discharge............................ 295

discharge, monthly................ 122-123

rainfall, monthly.................. 122-123

Navigation/ dependence of, on stream flow.. 11 

Neshaminy Creek, below forks, Pa.:

description............................ 245-246

discharge................................ 296

discharge, daily......................... 246

discharge, monthly...................... 247

Neversink River at 

Godeffroy, N. Y.:

description.......................... 232

discharge............... .......... 233,294

gage heights......................... 233

Newport, Pa.,

Juniata River at:

description.......................... 273

discharge............................ 296

discharge, daily..................... 274

discharge, monthly.................. 274

gage heights......................... 273

Norcross, T. W., work of ................ 31,32

North Creek, N. Y., 

Hudson River at:

description.......................... 173

discharge ......................... 173.296

discharge, daily..................... 174

discharge, monthly.................. 175

gage heights....................... 173-174

Northville, N..Y.,

Sacandaga River at:

description.......................... 187

discharge.......................... 187,296

. discharge, daily..................... 188

discharge, monthly.................. 189

gage heights......................... 188

O.

Office methods, features of.................. 23-27

Olivebridge, N. Y., 

Esopus Creek near:

description........................ 207-208

discharge............................ 296

discharge, daily..................... 208

discharge, monthly.................. 209

Orford, N. II., 

Connecticut River at:

description.......................... 137

discharge.......................... 137,295

discharge, daily................... 138-139

discharge, monthly.................. 140

gage heights......................... 138

Owego, N. Y.,

Susquehanna River at:

discharge............................ 294

gage heights....................... 294

P.

Padgett, H. D., work of..................... 32

Passaic River drainage basin, description of.. 216 

Passaic River near 

Chatham, N. J.:

description.......................... 216

discharge............................ 296

discharge, daily..................... 217

discharge, monthly.................. 218

gage heights......................... 217

Passumpsic River near 

St. Johnsbury, Vt.:

description........................ 143-144

discharge.......................... 144,295

discharge, daily..................... 145

discharge, monthly.................. 146

gage heights......................... 145

Patapsco River drainage basin, description

of............................... 280

Patapsco River at 

Woodstock, Md.:

description.......................... 280

discharge.......................... 280,296

discharge, daily..................... 281

discharge, monthly.................. 281

gage heights......................... 281

Paulins Kill at 

Columbia, N. J.:

description.......................... 233

discharge............................ 296

discharge, daily..................... 234

discharge, monthly.................. 234

gage heights......................... 234

Pawcatuck River drainage basin, description

of.....----.....-----.----..-.. 133-134

Pawtuxet River drainage basin, description

of............................... 132

Pawtuxet River at 

Harris, R. I.:

description........................ 132-133

discharge.......................... 133,295

discharge, daily..................... 133

discharge, monthly.................. 133

Pettaconsett, R. I.:

discharge............................ 293

gage height.......................... 293

Pemigewasset River at 

Plymouth, N. H.:

description........................ 110-111

discharge.......................... 111,295

discharge, daily..................... 112

discharge, monthly.................. 112

gage heights......................... Ill'

Penobscot River drainage basin, description

of............................... 63-65

river and lake surveys in................ 65

tributaries in, list of..................... 63

Penobscot River at 

West Enfleld, Me.:

description.......................... 68

discharge........................... 68,295

discharge, daily..................... 69

discharge, monthly.................. 70

gago heights......................... 69
INDEX. 305

Penobscot River, East Branch of, at 

Grmdstone, Me.:

description.......................... 70-71

discharge........................... 71,295

discharge, daily..................... 72

discharge, monthly.................. 72

gage heights ......................... 71

Penobscot River, West Branch of, at 

Millinocket, Me.:

description.......'..............-..-. 65-67

discharge............................ 205

discharge, daily..................... 67

discharge, monthly.................. 68

Perkiomen Creek, near 

Frederick, Pa.:

description.......................... 249

discharge............................ 296

, discharge, daily..................... 249

discharge, monthly.................. 250

Pettaconsett, R. I., 

Pawtuxet River at:

discharge............................ 293

gage height.......................... 293

Philadelphia, Pa.,

Schuylkill River near:

description........................ 247-248

discharge............................ 296

discharge, daily..................... 248

discharge, monthly.................. 248

Piscataquis River near 

Foxcroft, Me.:

description.......................... 74-75

discharge........................... 75,295

discharge, daily..................... 76

discharge, monthly.................. 76

gage heights......................... 75

Pittsfleld, Me.,

Sebasticook River at:

description.......................... 90

discharge........................... 91,295

discharge, daily..................... 92

discharge, monthly.................. 93

gage heights............ ............ 91

Plymouth, N. II.,

Pemigewasset River at:

description........................ 110-111

discharge.......................... 111,295

discharge, daily..................... 112

discharge, monthly.................. 112

gage heights......................... Ill

Point of Rocks, Md., 

Potomac River at:

description........................ 282-283

discharge.......................... 283,296

discharge, daily...................... 284

discharge, monthly.................. 285

gage heights......................... 284

P.oint Pleasant, Pa., 

Tohickon Creek at:

description.......................... 244

discharge............................ 296

discharge, daily................... 244-245

discharge, monthly.................. 245

Port Jervis, N. Y., 

Delaware River at:

description........................ 223-224

discharge.......................... 224,296

90562° WSP 261 11 20

Port Jervis, N. Y. Continued.

Delaware River at Continued. . <*age. 

discharge, daily...................... 225

discharge, monthly.................. 225

gage heights......................... 224

Potomac River drainage basin, description

of.............................. 281-282

Potomac River at 

Point of Rocks, Md;:

description........................ 282-283

discharge.......................... 283,296

discharge, daily...................... 284

discharge, monthly.................. 285

gage h eights......................... 284

Pottersville, N. Y., 

Schroon Lake near:

description.......................... 181

...................... 181

Prattsville, N. Y., 

Schoharie Creek at:

description........................ 202-203

discharge............................ 296

discharge, daily...................... 203

discharge, monthly.................. 204

Pressey, F. E., work of...................... 31

Presumpscot River drainage basin, description of......................... 102-103

Presumpscot River at 

Sebago Lake, outlet of:

description........................ 103-104

discharge............................ 295

discharge, daily...................... 104

discharge, monthly.................. 104

Price meters, description and views of....... 21-22

Publications, lists of......................... 12-15

Q. 

Quaboag River at 

West Brimfleld, Mass.:

description........................ 161-162

discharge.......................... 162,295

discharge, monthly.................. 163

...................... 162

R.

Ramapo River at 

Mahwah, N. J.:

discharge............................ 294

...................... 294

Rappahannock River near 

Fredericksburg, Va.:

description........................ 290-291

discharge.......................... 291,296

discharge, daily...................... 292

discharge, monthly.................. 293

gage heights....................... 291-292

Raritan River drainage basin, description of.. 218

Raritan River at 

Boundbrook, N. J.:

description.......................... 219

discharge............................ 296

discharge, daily...................... 220

discharge, monthly*.................. 220

gage heights......................... 219

Rating curves, construction and use of...... 24

Rice, R. C., work of......................... 31,32
306 INDEX.

Riegelsville, N. Y.,

Delaware River at: Page, 

description.......................... 226

discharge.......................... 226,296

discharge, daily...................... 227

discharge, monthly.................. 228

gage heights......................... 227

Rio, N. Y.,

Mongaup River near:

description.......................... 230

discharge.......................... 230,296

discharge, daily..................... 231

discharge, monthly.................. 231

gage-heights........................ 231

Riverbank, N. Y., 

Schroon River at:

description........................ 181-182

discharge.......................... 182,296

discharge, daily...................... 183

discharge, monthly.*................. 183

gage heights......................... 182

Rock Creek nearWashington, D. C.:

discharge.......................... 293,294

gage heights....................... 293,294

Rondout Creek drainage basin, description of. 214

Rondout Creek at 

Rosendale, N. Y.:

description........................ 214-215

discharge............................ 296

discharge, dally..................... 215

discharge, monthly.................. 215

Rosendale, N. Y., 

Rondout Creek at:

description........................ 214-215

discharge............................ 296

discharge, daily..................... 215

discharge, monthly.................. 215

Rossman, N. Y.,

Kinderhook Creek at:

description........................ 204-205

discharge.......................... 205,296

discharge, daily..................... 206

discharge, monthly.................. 206

gage heights......................... 205

Rumford, R. 1.,

Tenmile River at:

description........................ 129-130

discharge............................ 130

gage heights......................... 130

Rumford Falls, Me.,

Androscoggin River at:

description.......................... 101

discharge............................ 295

discharge, daily................... 101-102

discharge, monthly.................. 102

S.

Sacandaga River drainage basin, description

of............................... 184

Sacandaga River at or near 

Hadley, N. Y.:

description........................ 189,191

discharge..1................... 189,191,296

discharge, daily..................... 190

discharge, monthly.................. 191

.,.........:........ 190,192

Sacandaga River at or near Continued.

Northville, N. Y.: Page, 

description.......................... 187

discharge.......................... 187,296

discharge, daily..................... 188

discharge, monthly.................. 189

gage heights.......................... 188

Wells, N, Y.:

description........................ 184-185

discharge.......................... 185,296

discharge, daily..................... 186

discharge, monthly.................. 186

gage heights......................... 185

Saco River drainage basin, description of.... 105

Saco River at or near 

Center Conway, N. EL.:

description........................ 105-106

discharge.......................... 106,295

discharge, daily..................... 107

discharge, monthly.................. 107

gage heights......................... 106

West Buxton, Me.:

description.......................... 10S

discharge............................ 295

discharge, daily..................... 108

discharge, monthly.................. 108

St. Croix River drainage basin, description of. 45-46

St. Croix River near 

Woodland, Me.:

description.......................... 46-47

discharge........................... 47,295

discharge, daily..................... 48

discharge, monthly.................. 48

gage heights......................... 47

St. John River drainage basin, description of. 38-40

St. John River at 

Fort Kent, Me.:

description.......................... 40

discharge........................... 40,295

curve showing................... 41

discharge, daily..................... 42

discharge, monthly.................. 43

St. Johnsbury, Vt.,

Passumpsic River near:

description........................ 143-144

discharge.......................... 144,295

discharge, daily..................... 145

discharge, monthly.................. 146

...................... 145

Satucket River near 

Ehnwood, Mass.:

description.......................... 128

discharge............................ 129

Schoharie Creek at 

Prattsville, N. Y.:

description....................... 202-203

discharge ........................... 296

discharge, daily..................... 203

discharge, monthly................. 204

Schroon Lake near 

Pottersville, N. Y.:

description.....;.................... 181

gage heights.....................'.... 181

Schroon River drainage basin, description of. 180
INDEX. 30

Sehroon River at 

Riverbank, N. Y.: Page, 

description........................ 181-182

discharge.......................... 182,296

discharge, daily..................... 183

e, monthly...........'....... 183

...................... 182

Schuylkill River nearPhiladelphia, Pa.:

description........................ 247-248

discharge............................ 296

discharge, daily..................... 248

discharge, monthly.................. 248

Sebago Lake, outlet of, 

Presumpscot River at:

description........................ 103-104

discharge............................ 295

discharge, daily..................... 104

discharge, monthly.................. 104

Sebasticook River at 

Burnham, Me.:

discharge ........................... 293

Pittsfleld, Me.:

description.......................... 90

discharge........................... 91,295

discharge, daily..................... 92

discharge, monthly.................. 93

gage heights......................... 91

Second-feet per square mile, definition of.... 15

Second-foot; definition of.................... 15

Section, changes in, estimating for........... 25-27

Sharon, Vt.,

White River near:

description........................ 146-147

discharge.......................... 147,295

discharge, daily..................... 148

discharge, monthly.................. 148

gage heights......................... 147

Shelburne Falls, Mass., 

Deerfield River at:

description.......................... 155

discharge............................ 295

discharge, daily............"....... 156-157

discharge, monthly.................. 157

Shenandoah River at 

Millville, W. Va.:

description........................ 285-286

' discharge........................... 296

discharge, daily..................... 286

discharge, monthly.................. 286

gage heights......................... 286

Sidney, N. Y.,

Susquehanna River at:

discharge............................ 294

gage heights......................... 274

Slope methdd, description of................ 18-19

Souhegan River at 

Merrimac, N. H.:

description.......................... 120

 discharge.......................... 120,295

discharge, daily..................... 121

discharge, monthly.................. 121

gage heights......................... 121

South Bethlehem, Pa.,

Lehigh River at: *

description........................ 235-236

discharge.......................... 237,296

discharge, daily................... 241-242

discharge, monthly.................. 243

South Bethlehem, Pa. Continued. 

Lehigh River at Continued. Pagje

... 237-239 

rating table......................... 240

Stevens, G. C., work of...................... 31,32

Storm of Sept. 26-29,1909, in Maine, account

of............................... 37-38

Stream measurements,, accuracy of.......... 27-29

data on, use of.......................... 29

methods of.............................. 18-1

Sudbury River, at 

Framingham, Mass.:

description............... ...... 123-124

discharge........................... 285

discharge, monthly............... 124-125

rainfall.............................. 124

Sunderland, Mass.,

Connecticut River at:

description........................ 140-141

discharge.......................... 141,295

discharge, daily..................... 142

discharge, monthly.................. 142

gage heights.

Susquehanna River drainage basin, description of........................ 250-251

Susquehanna River at 

Binghamton, N. Y.:

description.......................... 261

discharge.......................... 251,286

discharge, daily..................... 252

discharge, monthly.................. 253

gage heights............_.......... 252

Danville, Pa.:

description.......................... 257

discharge.......................... 257,

discharge, daily..................... 258

. . discharge, monthly................. 2S9

gage heights....................._.. 258

Harrisburg, Pa.:

description..........._............ 259

, discharge............................ 286

discharge, daily..................... 260

discharge, monthly................... 261

gage heights......................... 260

McCall Ferry, Pa.:

description.......................... 261

discharge............................ 2S6

discharge, daily..................... 262

discharge, monthly.................. 263

gage heights......................... 262

Owego, N. Y.:

discharge............................ 294

gage height.......................... 2£ 4

Sidney, N. Y.:

discharge............................ 2S4

gage height.......................... 284

Wilkes-Barre, Pa.:

description.......................... 255

discharge.......................... 255,286

discharge, daily...................... 256

 discharge, monthly.................. 257

gage heights......................... 2f6

Wysox, Pa.:

description.......................... 253

discharge.......................... 253,286

discharge, daily...................... 264

discharge, monthly.................. 255

................'...... 254
308 INDEX.

Page. 

Susquehanna River (West Branch) basin,

description of.................... 269

Susquehanna River (West Branch) at 

Williamsport, Pa.:

description........................ 269-270

discharge............................ 296

discharge, daily...................... 271

discharge, monthly.................. 271

gage heights......................... 270

Swamps, drainage of, dependence of, on

stream flow..................... 11-12

Swift River, near 

Enfield, Mass.:

discharge............................ 293

gage height.......................... 293

T.

Tables, explanation of....................... 17

Taunton River drainage basin, description

of.............................. 126-127

Templeton, Mass.,

Burnshirt River near:

description... 1...................... 159

discharge.......................... 160,295

discharge, daUy.................... 160-161

discharge, monthly.................. 161

gage heights......................... 160

Tenmile River drainage basin, description of 129

Tenmile River near 

Rumford, R. I.:

description........................ 129-130

discharge............................ 130

gage heights......................... 130

Terms, definitions of......................... 15-16

The Forks, Me.,

Kennebec River at:

description.......................... 84

discharge........................... 84,296

discharge, daily...................... 85

discharge, monthly.................. 86

gage heights......................... 84-85

Thurman, N. Y., 

Hudson River at:

description.......................... 175

discharge.......................... 175,296

discharge, daily...................... 176

discharge, monthly.................. 177

gage heights......................... 176

Tohickon Creek at 

Point Pleasant, Pa.:

description.......................... 244

discharge............................ 296

discharge, daily.................... 244-245

discharge, monthly.................. 245

Twin Rock Bridge, N. Y., 

West Canada Creek at:

description.......................... 198

discharge.......................... 198,296

discharge, daily...................... 199

discharge, monthly.................. 199

Union River drainage basin, description of.. 52 

river and lake surveys in................ 52-53

Union River at 

Ellsworth, Me.:

description.......................... 55

discharge. .......... = . . .....,,.,..... 55

Union River, East Branch of, near 

Waltham, Me.:

description.......................... 56

. discharge........................... 56,295

discharge, daily...................... 56-57

discharge, monthly.................. 57

gage heights......................... 56-57

Union River, West Branch of, at 

Amherst, Me.:

description.................... ..... 53

discharge............................ 53

gage heights......................... 54

Mariaville, Me.:

description.......................... 54

discharge............................ 54

discharge, daily...................... 54

discharge, monthly.................. 54

gage heights......................... 54

V.

Velocity method, description of.............. 19-23

W.

Wallagrass, Me., discontinuation of station 

on Fish River at................ 43

Waltham, Me.,

East Branch of Union River at:

description........... .............. 56

discharge........................... 56,295

discharge, daily...................... 56-57

discharge, monthly.................. 57

gage heights......................... 56-57

Webbs Brook at:

description.......................... 5.7

discharge............................ 58

discharge, daily...................... 58

discharge, monthly.................. 58

Ware, Mass., 

Ware River near:

description.......................... 158

discharge............................ 158

gage heights......................... 159

Ware River near 

Ware, Mass.:

description.......................... 158

discharge............................ 158

gage heights......................... 159

Washington, D. C., 

Rock Creek neardischarge.......................... 293,294

gage heights....................... 293,294

Waterford, Vt.,

Connecticut River at:

discharge............................. 29?

Water power, dependence of, on stream flow.! 11 

Water supply, dependence of, on stream flow 11 

Waterville, Me.,

Kennebec River at:

description.......................... 88-89

discharge............................ 295

discharge, daily..................... 89

;, monthly.................. 90
INDEX.

Webbs Brook at Page. 

Waltham, Me.:

description.......................... 57

discharge............................ 58

discharge, daily...................... 58

discharge, monthly.................. 58

gage heigh ts......................... 58

Weeks, E. F., work of....................... 31

Weir method, description of................. 19

Wells, N. Y.,

Sacandaga River at:

description........................ 184-185

discharge.......................... 185,296

discharge, daily...................... 186

discharge, monthly.................. 186

gage heights......................... 185

Wendell, Mass., 

Millers River at:

description.......................... 151

discharge.......................... 152,. 295

discharge, daily...................... 152

discharge, monthly.................. 153

gage heights......................... 152

West Brimfleld, Mass., 

Quaboag River at:

description........................ 161-162

discharge.......................... 162,295

discharge, monthly.................. 163

gage heights......................... 162

West Buxton, Me., 

Saco River at:

description.......................... 108

discharge............................ 295

discharge, daily...................... 108

discharge, monthly.................. 108

West Canada Creek at 

Kast Bridge, N. Y.:

description........................ 199-200

discharge.......................... 200,296

discharge, daily...................... 200

discharge, monthly.................. 201

Twin Rock Bridge, N. Y.:

description.......................... 198

discharge.......................... 198,296

discharge, daily...................... 199

discharge, monthly.................. 199

West Enfleld, Me., 

Penobscot River at:

description.......................... 68

discharge........................... 68,295

discharge, daily....................... 69

discharge, monthly.................. 70

gage heights......................... 69

Westfleld Little River at 

Blandford, Mass.:

description........................ 165-166

discharge.......................... 166,296

discharge, daily..................... 167

discha«, monthly.................. ] 68

gage h«ghts........................ 167

Westfleld River at or near 

Huntington, Mass::

discharge.......................... 293,294

gage heights......................... 294

309

Westfleld River at or near Continued. Pagu.

Knightville, Mass.:

description........................ 163-H i4

discharge.......................... 164,2)6

discharge, monthly....'.............. KiS

gage heights....................... 164-li>5

White River, near 

Sharon, Vt.:

description........................ 146-1. 17

discharge.......................... 147,2!I5

discharge, daily...................... M8

discharge, monthly.................. 148

gage heights ........................ 1-17

Whitneyville, Me., 

Machias River at:

description.......................... 49-iiO

discharge........................... 50,205

discharge, daily...............

discharge, monthly...........

gage heights..................

Wilkes-Barre, Pa.,

Susquehanna River at:

description.......................... 2;>5

discharge.......................... 255,296

discharge, daily...................... 2!i6

discharge, monthly.................. 2i>7

gage heights......................... 2;>6

Williamsport, Pa.,

West Branch of Susquehanna River at:

description........................ 269-270

discharge............................ 296

discharge, daily...................... 271

discharge, monthly.................. 2','l

gage heights......................... 270

Wood, Mrs. B.D., work of.................. o2

Wood, D. M., work of....................... ill

Wood River at 

Hope Valley, R. I.:

description.......................... Iii4

discharge.......................... 134,295

discharge, monthly.................. i::5

gage heights......................... li'5

Woodland, Me., j 

St. Croix River near:

description......................... 46-

discharge........................... 47,25

discharge, daily...............

discharge, monthly.................. '.'&

gage heights..................

Woodstoek, Md.,

Patapsco River at:

description........................... 25,0

discharge.......................... 280,2t«

discharge, daily...................... 21 1

discharge, monthly...........

gage heights......................... 251

Wysox, Pa.,

Susquehanna River at:

description...................

discharge.......................... 253,2<6

discharge, daily...................... 2j 4

discharge, monthly.................. 2i5

gage heights......................... 2M

o