DEPARTMENT OF THE INTERIOR

SITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER-SUPPLY PAPER 264

ACE WATER SUPPLY OF THE 

UNITED STATES

1909

RT IV. ST. LAWRENCE RIVER BASIN

(.RED UNDER THE DIRECTION OF M. 0. LEIGHTON

BT

C. C. COVERT, A. H. HORTON 

AND K. H. BOLSTER

WASHINGTON

GOVEKNMENT PRINTING OFFICE 

1910
DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER-SUPPLY PAPER 264

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1909

PART IT. ST. LAWRENCE RIYER BASIN

PREPARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

C. C. COVERT, A. H. HORTON 

AND R. H. BOLSTER

Water Resources Bran

Geological Survey,

px 3106, Capitol Station 

Uahoma Cily, Okk.

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1910
CONTENTS.

Page.

Introduction.............................................................. 7

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

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

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

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

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

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

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

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

Office methods of computing and studying discharge and run-off.......... 22

Accuracy and reliability of field data and comparative results........... 26

Use of the data........................................................ 27

Cooperative data...................................................... 28

Cooperation and acknowledgments..................................... 28

Division of work...................................................... 30

Lake Superior drainage basin............................................... 30

General features................:...................................... 30

St. Louis River drainage basin.......................................... 31

Description. ..................................................... 31

St. Louis River near Thompson, Minn.............................. 32

Whiteface River at Meadowlands, Minn............................. 34

Cloquet River at Independence, Minn.............................. 35

Lake Michigan drainage basin............................................. 36

General features....................................................... 36

Escanaba River drainage basin......................................... 36

Description...................................................... 36

Escanaba River near Escanaba, Mich............................... 37

Menominee River drainage basin. ..................................... 38

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

Menominee River near Iron Mountain, Mich......................... 40

Menominee River at Koss, Mich.................................... 42

Peshtigo River drainage basin. ........................................ 43

Description...................................................... 43

Peshtigo River survey............................................ 44

Peshtigo River near Crivitz, Wis................................... 45

Oconto River drainage basin........................................... 46

Description. ..................................................... 46

Oconto River near Gillett, Wis.................................... 47

Wolf drainage basin................................................... 48

Description...................................................... 48

Wolf River at Keshena, Wis....................................... 49

Little Wolf River near Northport, Wis.............................. 50

Grand River drainage basin............................................ 51

Description ..................................................... 51

Grand River at Grand Rapids, Mich................................ 52

S
4 CONTENTS.

Lake Michigan drainage basin Continued. Page.

Manistee River drainage basin............................................ 53

Description........................................................ 53

Manistee River near Sherman, Mich................................. 54

Lake Huron drainage basin................................................ 57

General features....................................................... 57

Au Sable River drainage basin......................................... 57

Description........................................................ 57

Au Sable River at Bamfield, Mich.................................. 58

Saginaw River drainage basin........................................... 60

Description........................................................ 60

Cass River at Frankenmuth, Mich.................................. 61

Tittabawassee River at Freeland, Mich............................. 63

Lake Erie drainage basin.................................................. 64

General features....................................................... 64

Huron River drainage basin............................................ 64

Description.....,........_.._..___._.............................'_. 64

Huron River at Dexter, Mich....................................... 65

Huron River at Geddes, Mieh...................................... 66

Huron River at Flat Rock, Mich.................................... 67

Lake Ontario drainage basin............................................... 70

General features....................................................... 70

Genesee River drainage basin.......................................... 70

Description........................................................ 70

Genesee River at St. Helena, N. Y................................. 72 .

Genesee River at Mount Morris, N. Y............................... 75

Genesee River at Jones Bridge near Mount Morris, N. Y............. 77

Genesee River at Rochester, N. Y......... '. ........................ 80

Canadice Lake outlet near Hemlock, N. Y.......................... 82

Oswego River drainage basin............................................ 83

Description........................................................ 83

Fall Creek near Ithaca, N. Y....................................... 84

Cayuga Lake at Ithaca, N. Y...................................... 85

Seneca River at Baldwinsville, N. Y............................... 85

Skaneateles Lake outlet at Willow Glen, N. Y....................... 86

Oneida River near Euclid, N. Y.................................... 87

Black River drainage basin............................................. 88

Description........................................................ 88

Black River near Felts Mills, N. Y................................. 89

Moose River at Moose River, N. Y................................. 91

St. Lawrence River drainage basin......................................... 93

General features....................................................... 93

Oswegatchie River drainage basin...................................... 94

Description........................................................ 94

Oswegatchie River near Ogdensburg, N. Y......................... 94

Raquette River drainage basin......_..,................................ 96

Description........................................................ 96

Raquette River at Raquette Falls, near Coreys, N. Y................. 97

Raquette River at Piercefield, N. Y................................. 99

Raquette River at Massena Springs, N. Y............................ 101

Bog River near Tupper Lake, N. Y................................. 103

Lake Champlain drainage basin......................................... 105

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

Lake Champlain at Burlington, Vt.................................. 105
CONTENTS. 5

St. Lawrence River drainage basin Continued. Page. 

Lake Champlain drainage basin Continued.

Richelieu River at Fort Montgomery, N. Y......................... 106

Missisquoi River drainage basin.................................... 108

Description.................................................... 108

Missisquoi River at Richford, Vt................................ 108

Lamoille River drainage basin...................................... 110

Description.................................................... 110

Lamoille River near Morrisville, Vt............................ Ill

Winooski River drainage basin..................................... 112

Description..............,...........___.._._.................. 112

Winooski River above Stevens Branch, near Montpelier, Vt...... 113

Winooski River at Montpelier, Vt.............................. 115

Worcester Branch of Winooski River at Montpelier, Vt.......... 116

Dog River at Northfield, Vt................................... 118

Saranac River drainage basin ..................................... 119

Description. .... .|............................................ 119

Saranac River near Plattsburg, N. Y........................... 120

St. Francis River drainage basin........................................ 121

Description...................................................... 121

Clyde River drainage basin......................................... 121

Description.................................................. 121

Clyde River at West Derby, Vt................................. 122

Miscellaneous discharge measurements in St. Lawrence River drainage

basin............................................................... 123

Summaries of discharge per square mile .................................... 124

Index.................................................................... 125

ILLUSTRATIONS.

Page. 

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

measurement......................\ .......................... 18

II. Small Price current meters....................................... 20

III. Discharge, area, and mean velocity curves for Genesee River at St.

Helena, N.Y.................................................. 22

IV. A, Genesee River from Court Street Bridge, Rochester, N. Y., May 4,

1909; B, Portage Falls, Genesee River, near Portage, N. Y....... 72

V. Dam on Raquette River at Hannawa Falls, N. Y.: A, High-water

conditions; J5, Low-water conditions ............................ (.6
SURFACE WATER SUPPLY OF THE ST. LAWRENCE 

RIYER BASIN, 1909.

By C. C. COVERT, A. H. HORTON, and R. H. BOLSTER.

INTRODUCTION.

AUTHORITY FOR INVESTIGATIONS.

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

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

either independently or in cooperation with organizations mentioned 

herein. These investigations are authorized by the organic law of 

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

among other things, as follows:

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

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

Inasmuch as water is the most abundant and most valuable 

mineral in nature, the investigation of water resources is included 

under the above provision for investigating mineral resources. The 

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

by appropriations in successive sundry civil bills passed by Congress 

under the following item:

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

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

The various appropriations that have been made for this purpose 

are as follows:

Annual appropriations for the fiscal year ending June 30 

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

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

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

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

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

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

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

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

7
8 SUKFACE WATER SUPPLY, 1909 PAKT IV. 

SCOPE OF INVESTIGATIONS.

These investigations are not complete, nor do they include all the 

river systems, or parts thereof, that might purposefully be studied. 

The scope of the work is limited 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 

and 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.
ST. LAWRENCE RIVER BASIN. 9 

PURPOSES OF THE WORK.

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 

affords 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
10 SURFACE WATER SUPPLY, 1909 PART IV.

drainage of a large area into any particular channel that channel 

becomes so gorged with water whichjt had not hitherto been called 

on 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 orderly progress of government. It goes without saying that any consideration 

of flood prevention must be based on a thorough knowledge of stream 

flow, both in the contributing areas which furnish the water and along 

the great lowland rivers.

PUBLICATIONS.

The data on stream flow collected by the United States Geological 

Survey since its inception have appeared in the annual reports, 

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

evolution and to changes in governmental requirements, the character 

of the work and the territory covered by these different publications 

have 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

TT

III

IV

V

No.

261

262

263

264

265

Title.

South Atlantic coast and eastern Gulf

of Mexico

Ohio River basin.

St. Lawrence River basin.

Upper Mississippi River and Hudson 

Bay basins.

Part.

VI

VII

VIII

IX

X

XI 

XII

No.

266

267

268

269

270

271 

272

Title.

Lower Mississippi River basin.

Western Gulf of Mexico.

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 

United States Geological Survey exclusive of all special papers.
ST. LAWKENCE KIVEB BASIN. 11

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........

13th Ann., pt. 3........

14th Ann., pt. 2........

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

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

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

18th Ann., pt. 4. .......

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

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

19th Ann., pt. 4........

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

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

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

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

21st Ann., pt 4. .......

W.S. 47 to 52..........

22d Ann., pt. 4..... ...

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

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

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

W.S. 97 to 100.........

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

W. S. 165 to 178.. ......

W. S. 201 tp 214........

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

W.S. 261 to 272.. ......

Character of data.

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

discharge (also many data covering earlier years).

(also similar data for earlier years).

States, eastern Mississippi River, and Missouri River above 

junction with Kansas.

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

(also some long-time records).

eastern Mississippi River, and Missouri River.

western United States.

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

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

Year. .

1884 to Sept.,

1890. 

1884 to June 30,

1891. 

1884 to Dec. 31,

1892. 

1888 to Dec. 31,

1893. 

1893 and 1894.

1895.

1896.

1895 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.
12 SURFACE WATER SUPPLY, 1909 PAET IV.

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

Atlantic coast and eastern Gulf of Mexico: 

New England rivers. 

Hudson River to 

Delaware River,

Susquehanna River 

to York River,

James River to 

Yadkin River,

San tee River to 

Pearl River,

St. Lawrence River .....

Mississippi River:

Upper Mississippi 

River.

Lower Mississippi 

River. 

Western Gulf of Mexico. 

Pacific coast and Great 

Basin:

South Pacific coast 

to Klamath 

River, inclusive. . .

North Pacific coast..

1899.a

35 

35

35

(35), 36

36

36

36

| 36 

(36) ,37

} »

37 

(37) ,38

38, (39)

(38),39 

38

1900.6

47 

47,(48)

48

48

48

49

48,(49)

49 

49,(50)

50 

50

51

50

51 

51

1901.

65,75 

65,75

65,75

65,75

65,75

65,75 

66,75

65,75

65,75 

66,75

1 (65), 

t 66,75 

66,75

66,75

66,75

66,75 

66,75

1902.

82 

82

82

(82) ,83

83

(82), 83 

85

83

83

84

}(83),84

84

85

85

85 

85

1903.

97 

97

97

(97) ,98

98

97 

100

98

98,(99) 

99

(98), 99 

99

100

100

100 

100

1904.

124 

125

126

126

127

129 

130

128

/ 128, 

\ (130) 

/ 130,

\ (131) 

f (128), 

i 131 

132

/ 133,

\ (134) 

/ 133,

I (134)

134 

135

1905.

165 

166

167

167

168

170 

171

169 } '»

} 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,

l^"V

212,

(213)

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,

(271) 

270,

(271)

271 

272

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

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

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

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

No.

35

36

37

38

39

48

49

50

65

82

83

97

98

99

ra

130

131

134

169

177

205

213

251

271

River basin.

Delaware. ........................

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

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

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

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

Tributaries included.

junction with Platte.

Do.
ST. LAWREECE RIVER BASIN.

chang

been

The order of treatment of 

downstream. The main stem 

basis of drainage area, local 

disregarded. After all stations 

main stem of the river have 

in regular order from source to 

the same as the main stream, 

being given before taking up th

The exceptions to this rule 

River, which are given in four 

records for large lakes, where it i 

in regular order around the rin 

forth over the lake surface.

stations in any basin in these papers is 

of any river is determined on the 

es in name and lake surface being 

from the source to the mouth of the 

given, the tributaries are taken up 

mouth. The tributaries are treated 

all stations in each tributary basin 

s next one below.

occur in the records for Mississippi 

oarts, as indicated above, and in the 

s often clearer to take up the streams 

of the lake than to cross back and

DEFINITION OF TEEMS.

are

The volume of water flowing 

charge" is expressed in various 

associated with a certain class o 

into two groups: (1) Those whi 

feet, gallons per minute, miner's 

per square mile, and (2) those 

of water, as run-off in depth in 

defined as follows:

"Second-foot" is an abbreviation 

the rate of discharge of water flowing 

deep, at a rate of 1 foot per sec< 

mental unit from which others 

given in the following table of e

"Gallons per minute" is gene 

and city water supply.

The "miner's inch" is the 

through an orifice 1 inch squars

It is commonly used by miners 

and is defined by statute in eacl

"Second-feet per square mile 

of water flowing per second 

on the assumption that the run 

regards time and area.

" Run-off in inches" is the depth 

be covered if all the water flo 

conserved and uniformly distril 

comparing run-off with rainfall, 

in inches.

from

13

in a stream the "run-off" or "disterms, each of which has become 

work. These terms may be divided 

;h represent a rate of flow, as secondinches, and run-off in second-feet 

which represent the actual quantity 

inches and acre-feet. They may be

for cubic foot per second and is 

in a stream 1 foot wide, 1 foot 

>nd. It is generally used as a fundacomputed t>y the use of the factors 

quivalents. 

rally used in connection with pumping

rate of discharge of water that passes 

under a head which varies locally, 

and irrigators throughout the West 

State in which it is used. 

' is the average number of cubic feet 

each square mile of area drained, 

-off is distributed uniformly both as

to which the drainage area would 

ring from it in a given period were 

uted on the surface. It is used for 

which is usually expressed in depth
14 STJBFACE WATEE SUPPLY, 1909 PART IV.

"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 96.0 Colorado miner's inches.

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

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

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

100 United States gallons per minute for one 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.

i 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.
ST. LAWRENCE EIVER BASIN. 15

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76.0 kilogram-meters per secondj

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.

1J horsepower equals about 1 kilowatt.

m , , ,. , n Sec.-ft.Xfallinfeet , ,

To calculate water power quickly: y-j =net horsepower on water

wheel realizing 80 per cent of theoretical power.

i

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 daiiis 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 constancy of the relation of 

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

conditions of flaw, 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 applicable for such periods unless the proper correction to 

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

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

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

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

negative readings shall not occur.
16 SURFACE WATER SUPPLY, 1909 PAET IV.

The discharge measurements and gage heights are the base data 

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

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

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

recorded during the period for which it is applicable. It is not published in this report but can be determined from the daily gage 

heights and daily discharges for the purpose 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 

the 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 

back-water conditions.

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

as determined from the rating tables corresponding to the observed 

gage heights.

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 stage when the 

water surface was at crest height and the corresponding discharge 

consequently larger than given in the maximum 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.
ST. LAWRENCE RIVER BASIN. 17

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 

determining the values of the coefficient n which appears therein. 

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

approximate, owing to the difficulty in obtaining accurate data and 

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

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

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

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

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

Weir method. Relatively few stations are maintained at weirs or 

dams by the United States Geological Survey. Standard types of 

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 dam, usually for the purpose of development 

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

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

backwater at high stages, uncertainty regarding coefficient, irregularity of crest, 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 dam 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.0

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;

«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 text-books 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 paper is nearly exhausted. 

It can, however, be consulted at most of the larger libraries of the country, or can be obtained from the 

Superintendent of Documents, Washington, D, C., at a cost of 20 cents.

5552D? WSP 264 10 2
18 STJKFACE WATEE SUPPLY, 1909 PAET TV.

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

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

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

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

In determining the daily flow different office methods are necessary 

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

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

the same.

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 PL 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 distance between piers,
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 26+ PLATE I

A. FOR BRIDGE MEASUREMENT.

B. FOR WADING MEASUREMENT.

TYPICAL GAGING STATIONS.
ST. LAWRENCE RIVER BASIN. 19

nor farther apart than the approximate mean depth of the section 

at the time of measurement.

The measuring points divide the total cross section into elementary 

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

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

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

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

The sum of the discharges of the elementary strips is the total discharge of the stream.0

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.6

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.0 Plate

a For a discussion of methods of computing the discharge of a stream see Engineering News, June 25, 

1908.

6 Further information regarding this method is given in Water-Supply Paper 95 and in the various textbooks covering the general subject of stream flow. The edition of this paper is nearly exhausted. It can, 

however, be consulted at most of the larger libraries of the country, or can be obtained from the Superintendent,of Documents, V.'ashington, D. C., at a cost of 15 cents.

c See Hoy t, J.C., and others, Use and care of the current meter as practiced by the IT. S. Geological Survey: 

S. Am. Soc: Civil Eng., 1910, vol. 66,-p. 70t - ..-..._
20 SUEPACE WATER SUPPLY, 1909 PART ~IV.

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; the meter shown on the right is 

equipped to record electrically. (See PL I, B.) Briefly, the meter 

consists of six cups attached to a vertical shaft which revolves in a 

conical hardened steel point when immersed in moving water. The 

number of revolutions is indicated electrically. The rating or relation between the velocity of the moving water and the revolutions 

of the wheel is determined for each meter by drawing it through still 

water for a given distance at different speeds and noting the number 

of revolutions for each run. 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 the vertical. Actual observations under a wide range of conditions show that this multiple-point 

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

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

method. Moreover, the indications are that it holds nearly as well
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 264 PLATE

SMALL PRICE CURRENT METERS.
ST. LAWRENCE RIVER BASIK. 21

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

practice of the United States Geological Survey.

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

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

for which the coefficient for reducing to mean velocity has been 

determined or must be assumed.

Extensive experiments by means of vertical velocity curves show 

that the thread of mean velocity generally occurs between 0.5 and 

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

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

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

large number of vertical velocity curve measurements, taken on 

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
22 SURFACE WATER SUPPLY, 1909 PART IV.

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. a

OFFICE METHODS OF COMPUTING AND STUDYING DISCHARGE AND

RUN-OFF.

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

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

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

The rating tables prepared from these curves are then applied to 

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

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

are computed.

Rating curves are drawn and studied with special reference to 

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

The discharge measurements for all classes of stations when plotted 

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

as abscissas define rating curves which are more or less generally 

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

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

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

mainly to extend the discharge curves beyond the limits of the 

plotted discharge measurements, and for checking purposes to avoid 

errors in the form of the discharge curve and to determine and eliminate erroneous measurements. Plate III shows a typical rating 

curve.

For every published rating table the following assumptions are 

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

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 as stated in the footnote of each 

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

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

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

or compensating.

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

classes, as indicated in the following paragraphs:

The stations of class 1 represent the most favorable conditions for 

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

a For information in regard to flow under ice cover, see Water-Supply Paper 187.
U. S. GEOLOGICAL SURVEY 

5^ MEASUREMENTS IN I908,*NOS.IT03 

MEASUREMENTS IN 1909, NOS.4TOI7

Nos.4,5,and I/affected by ice conditions 

Nos.l5andl6 made by wading

o

DISCHARGE IN SECOND-FEET (LOW WATER) 

400 800 1200 1600 2000 400

AREA IN SQUARE FEET

800 1200 1600 

2000 4000 6000 8000 10000 13000 14000 16000 

DISCHARGE IN SECOND-FEET

18000 20000 22000 24000 

DISCHARGE, AREA, AND MEAN VELOCITY CURVES FOR GENESEE RIVER AT ST. HE
ST. LAWRENCE EIVEE BASIN. 23

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. 

Stations of this type are found in 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, 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. Stations of this type are found 

in the upper Missouri River drainage 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 necesssary for the uses to which discharge data are applied. 

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

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
24 SURFACE WATEE SUPPLY, 1909 PART IV.

with semipermanent and shifting channels. It is not absolutely correct, but, with few exceptions, answers all the practical requirements 

of estimates made at low and medium stages after a change at a 

high stage. This law appears to hold equally true whether the 

change occurs at the measuring section or at some controlling point 

below. The change is of course fundamentally due to change in 

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

section. For all except small streams the changes in section usually 

occur at the bottom. The following simple but typical examples 

illustrate this law:

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

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

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

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

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

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

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

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.
ST. LAWRENCE RIVER BASIN. . 25

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. Stations of this type are 

found in the south Atlantic coast and eastern Gulf of Mexico 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 

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. Stations of this type are 

found 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 is feasible, by means of comparison with adjacent 

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

notes accompanying such estimates follow the daily and monthly 

discharge tables.

For most of the northern stations estimates have been made on 

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
26 SURFACE WATER SUPPLY, 1909 PART IV.

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 denned, is 

much 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
ST. LAWRENCE RIVER BASIN. 27

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 

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 

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, and 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 five or ten year 

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

so-far as the funds for such work are available.

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

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

is not expected that they will be used for other than preliminary
28 SURFACE WATER SUPPLY, 1909 PART IV.

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 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 persons, who supply the records gratuitously to 

the United States Geological Survey for publication. When such 

records are supplied by responsible persons 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 verify 

completely all such records furnished because of lack of funds or for 

other causes they are published for what they are worth, because 

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. 

LAKE SUPERIOR DRAINAGE BASIN.

The work in Minnesota during 1909 has been done with state 

cooperation under the terms of an act of the legislature of 1909, as 

embodied in the following sections:

SECTION 1. The state drainage commission of the State of Minnesota is hereby 

authorized and directed to cause to be made a topographical survey of the several 

watersheds of the State for the purpose of securing data from which complete plans for 

a uniform system of drainage may be prepared.

. SEC. 6. The drainage commission of the State of Minnesota is hereby authorized to 

cooperate with the United States in the execution of drainage or topographical surveys 

in any county in this State, whenever said drainage commission deems it expedient 

and in the best interest of the State so to do.

The work has been carried on in conjunction with the state drainage commission, George A. Ralph, chief engineer. Special acknowledgment is due the Great Northern Power Company for records on 

St. Louis River near Thompson, Minn.
ST. LAWRENCE RIVER BASIN. 29 

LAKE MICHIGAN, LAKE HURON, AND LAKE ERIE DRAINAGE BASINS.

Assistance has been renderecLor records furnished by the following, 

to whom special acknowledgment is due: State Geological Survey 

of Michigan; R. M. Roberts, city engineer, Saginaw, Mich.; L. W. 

Anderson, city engineer, Grand Rapids, Mich.; Washtenaw Light 

and Power Company, Ann Arbor, Mich.; Fletcher Paper Company, 

Alpena, Mich.; Commonwealth Power Company, Jackson, Mich.; 

Penn Iron Mining Company, Vulcan, Mich.; Oliver Iron Mining* 

Company, Iron Mountain, Mich.; D. W. Mead, Madison, Wis.; 

Gardner S. Williams, Ann Arbor, Mich.; William G. Fargo, Jackson, 

Mich.

LAKE ONTARIO AND ST. LAWRENCE RIVER DRAINAGE BASINS IN NEW YORK.

Assistance has been rendered or records furnished by the following, 

to whom special acknowledgment is due: United States Engineer 

Corps; Hon. Frank M. Williams, state engineer and surveyor, representing New York state cooperation; state water supply commission 

of New York, Hon. Henry H. Persons, president; E. A. Fisher, city 

engineer, and board of park commissioners, Rochester; George Beebe, 

chief engineer and superintendent bureau of water, Syracuse; Plattsburg Gas and Electric Company, Plattsburg.

New York state cooperation, under the direction of the state 

engineer and surveyor, has been carried on by cooperative agreements 

authorized by an act of the state legislature, being paragraph 11 of 

chapter 420, laws of 1900.

Cooperation with the state water supply commission was made 

possible by the provisions of the "Fuller bill," chapter 569, laws of 

1907, and carried on under agreements between the state water 

supply commission and the United States Geological Survey.

ST. LAWRENCE RIVER DRAINAGE BASIN IN VERMONT.

The work in Vermont during 1909 has been done in cooperation 

with the State of Vermont, George H. Prouty, governor, under the 

provisions of the following act of the general assembly:

An act to provide for investigation of the water resources of the State of Vermont and to make the records 

of such investigation available to the authorities of the State, and to all the people thereof.

It is hereby enacted by the general assembly of the State of Vermont: 

SECTION 1. That, as the Director of the United States Geological Survey is authorized to cooperate with the properly constituted authorities in the several States in 

making investigation of and reports upon the water resources of these States, the 

governor of the State of Vermont is hereby empowered to enter into contract with the 

Director of the United States Geological Survey for the purpose of making such investigation and report for this State, provided that such work shall include, first, the 

completion of the surveys of river basins already partially investigated; and provided 

further, that the Director s*hall agree to expend for this purpose, and from funds placed
30 SURFACE WATER SUPPLY, 1909 PART IV.

at his disposal by the Government of the United States, sums equal to those hereinafter 

appropriated.

SEC. 2. That, for the purpose set forth in section 1 of this act, the sum of $1,000 for 

the year 1909, and a like sum for the year 1910, is hereby appropriated to be expended 

by the State, in accordance with the laws relating to, and the regulations of, the 

United States Geological Survey in such case provided, payment to be made on 

vouchers audited and approved by the Director of said Survey, when presented to the 

auditor of accounts.

Assistance has been rendered or records furnished by the following, 

to whom special acknowledgment is due: Newport Electric Light 

Company; Prof. C. S. Carleton, of Norwich University; Lane Manufacturing Company; Morrisville water and light commissioners; 

Colton Manufacturing Company; Corry, Deavitt and Frost Electric 

Company; Sweat-Comings Manufacturing Company.

DIVISION OF WORK.

The field data in the Lake Superior drainage basin were collected 

under the direction of Robert Follansbee, district engineer, assisted 

by G. A. Gray and C. B. Gibson.

The field data in the Lake Michigan,. Lake Huron, and Lake Erie 

drainage basins were collected under the direction of A. H. Horton, 

district engineer, assisted by G. A. Gray and William M. O'Neill.

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

C. C. Covert, district engineer, assisted by W. G. Hoyt.

The field data in the St. Lawrence River drainage basin in Vermont 

were collected under the direction of H. K. Barrows, district engineer, 

assisted by D. M. Wood.

The ratings, special estimates, and studies of the completed data 

were made by A. H. Horton, C. C. Covert, T. W. Norcross, D. M. 

Wood, R. H. Bolster, and G. C. Stevens. The computations and the 

preparation of the data for publication were made under the direction 

of R. H. Bolster, assistant engineer, by G. C. Stevens, H. D. Padgett, 

R. C. Rice, J. G. Mathers, and M. I. Walters. The manuscript was 

edited by Mrs. B. D. Wood.

LAKE SUPERIOR DRAINAGE BASIN.

GENERAL FEATURES.

The area tributary to Lake Superior in the United States comprises 

the northeastern part of Minnesota, a small strip in northern Wisconsin, and nearly one-half of the Northern Peninsula of Michigan. 

Except at the west end the slopes to the lake are very narrow and are 

drained by short streams of sharp descent. St. Louis River, which 

enters at the head of the lake, is the largest and most important 

stream. . . . *
ST. LAWRENCE RIVER BASIN. 31

ST. LOTJIS RIVER DRAINAGE BASIN. 

DESCRIPTION.

St. Louis River drains an area 3,440 square miles in extent, located 

in the northeastern part of Minnesota, chiefly in southern St. Louis 

County. The river rises in a small lake on the extreme western 

edge of Lake County, Minn., in T. 59 N., R. 11 W. Its general 

course is at first southwestward, but after passing through Seven 

Beaver Lake, which has an area of several miles, it flows southward 

until it reaches a point about 6 miles above the St. Louis-Carlton 

County line, where it turns to the east, southeast, and finally northeast, emptying into the extreme west end of Lake Superior. Its 

principal tributaries are Partridge, Embarrass, and Floodwood 

rivers from the west and Whiteface and Cloquet rivers from the east.

Throughout its course above Thompson the river flows through a 

comparatively shallow valley eroded in the glacial drift which covers 

the greater part of the basin; for the remainder of its course it plunges 

through a deep gorge, descending nearly 500 feet within a few miles. 

This gorge is cut chiefly through the drift sheet, as the underlying 

slates have been eroded to only a slight extent.

The northern boundary of the drainage basin is in general the line 

of hills rising from 300 to 500 feet above the plain and known as the 

Mesabi Range. Through a break in the hills Embarrass River flows, 

draining a considerable area north of the range.

The greater portion of the drainage basin above the mouth of 

Cloquet River is a vast swampy region containing much muskeg, 

througk which the flow of the rivers is slow and obstructed. The 

northern and southern borders of this swampy tract are formed by 

the gradual elevation of the till-covered surface. In this flat country 

the immediate underlying drift consists of washed and wind-blown 

sand. The eastern portion of the drainage basin is rougher than 

the western portion, although it contains areas of muskeg.

The basin is for the most part more or less heavily timbered and 

logging is carried on actively at the present time. Logging dams 

have been erected at the following points for the purpose of storing 

the waters for log driving during the spring and summer months: 

On St. Louis River, in sec. 4, T. 57 N., R. 14 W.; on Embarrass 

River, in sec. 6, T. 58 N., R. 15 W.; on Partridge River, in sec. 6, 

T. 58 N., R. 14 W.; on Paleface River, in see. 36, T. 56 N., R. 16 W.; 

on Whiteface River, in sec. 2, T. 54 N., R. 16 W.; on Bug Creek, in 

sec. 21, T. 54 N., R. 16 W.; on Ushkabwakka River, in sec. 14, 

T. 52 N., R. 16 W.; on Cloquet River, in sec. 19, T. 53 N., R. 13 W., 

and sec. 15, T. 52 N., R. 15 W.; on West Branch of Cloquet River, in 

sec. 15, T. 55 N., R. 13 W.; on branch of Cloquet River, in sec. 12, 

T. 55 N., R, 13 W.; on Little Cloquefr River, in sec. 18, T, 54 Nv R.
32 SURFACE WATER SUPPLY, 1909 PART IV.

12 W., sec. 25, T. 54 N., R. 13 W., and sec. 36, T. 54 K, R. 13 W.; on 

branch of Cloquet River in sec. 17, T. 53 N., R. 13 W.

The Weather Bureau has maintained a number of rainfall stations 

in this section of the country, the records of which give the following summary:

Precipitation in St. Louis River basin.

Station. Length of 

record.

1904-1908

188&-1908

1893-1908

1871-1908

Mean 

annual 

precipitation.

Inches. 

29.1

27.7

26.8

29.8

From December to April the rivers are completely frozen over and 

snow remains on the ground for considerable periods.

The many logging dams in the basin create storage reservoirs for 

controlling the flow of the rivers, and additional storage may be 

made available by constructing low dams across the outlets of other 

lakes. Wild Rice Lake, in T. 51 N., R. 15 W., which is used as a 

reservoir in connection with the development of power on the lower 

St. Louis, has an area of 5 square miles with a draft of 5 feet, making 

its storage capacity 25 square-mile-feet.

As the St. Louis has a good fall throughout its length, power can 

be developed at many places. Below Thompson is a plant which 

utilizes nearly 400 feet of fall and develops 30,000 horsepower. A 

very much smaller p'ower is developed at Cloquet. These are the 

only utilized sites in the drainage basin.

As logging is the chief industry in this portion of the State, very 

little land is cleared and cultivated. The many swamps make much 

of the country impassable during the summer months except by 

canoes, and owing to the sparseness of the population very little 

drainage work has been done. About 117,000 acres have been 

ditched in St. Louis County.

The following gaging stations have been maintained in this basin:

^ St. Louis River near Thompson, Minn., 1909. 

Whiteface River at Meadowlands, Minn., 1909. 

Cloquet River at Independence, Minn., 1909.

ST. LOUIS KIVEK NEAR THOMPSON, MINN.

This station, which is located just below the tail race of the Great 

Northern power house, near Thompson, Minn., in T. 48 N., R. 26 E., 

was established October 5, 1909, in cooperation with the Great Northern Power Company, by which the daily gage readings are furnished. 

The liYe* has a fall of over 400 feet within a distance of a few miles
ST. LAWRENCE RIVER BASIN. 33

and the records of flow are therefore of value in connection with 

water-power development.

No important tributary enters within several miles of the station. 

The drainage area above this point is 3,420 square miles.

Discharge measurements are made from a car and cable 1,500 feet 

below the staff gage, which is located just below the tail water of the 

power house. The opening and shutting of the turbine gates cause 

fluctuations in gage heights, and in order to determine approximately 

the mean gage height four readings are made each day, at 8 and 11 

a. m. and 2 and 5 p. m,, the average of these readings being taken 

as the mean for the day.

The records do not show the natural flow of the river at all times, 

owing to reservoirs above which regulate the flow to a certain extent. 

The dam at Thompson is designed to hold twenty-four hours' supply 

of water for the power plant, and the discharge from a large part of 

the entire drainage area above the gaging station is controlled by 

logging dams. The logging dams in general are closed during the 

winter months to store the flow in order to drive the logs down the 

stream in the spring, and when the drives are finished the dams are 

left open until it is time to store the water for the next season's drive.

The flow at this station is practically unaffected by ice, the river 

remaining open during the winter.

As the gage section has not yet been completely rated, estimates 

of flow are for the present withheld.

Discharge measurements of St. Louis River near Thompson, Minn., in 1909.

Date. Hydrographer.

G. A. Gray . . .......................................

Width.

Feet. 

240

250

Area of 

section.

Sq. ft. 

1,430

1,700

Gage 

height.

Feet. 

.2.56

3.33

Discharge.

Sec.-ft. 

2,610

3,960

Daily gage height, in feet, of St. Louis River near Thompson, Minn., for 1909. 

[N. Van Valkenburgh, observer.]

-Day.

3......... 

4.......:.

 6.........

«...'......

9......... 

10.........

Oct.

....... 

"2." 45"

2.08 

1.71

1.95 

2.30 

2.26

Nov.

3.38

o 97

3.16 

3.23

o 70

3.35

2.60 

2.37 

2.20

Dec.

2.91

3.54 

3.55

3.51 

3.14

3.12 

2.61 

2.86

Day.

11. ........

13......... 

14.........

16......... 

17.........

18......... 

19......... 

20.........

Oct.

2.00

1.55

1.49 

1.59 

2.56

2.51

3.12 

2.70 

3.08

Nov.

2.12

1.69

1,52 

1.92 

2.16

2.75

2.10 

2.32 

2.80

Dec.

3.05

2.88

2.70 

2.61

2.68

2.63 

2.28

2.00 

2.02 

2.11

Day.

21 .........

22.........

23......... 

24......... 

25.........

...........

27.........

28......... 

29......... 

30......... 

31.........

Oct.

3.06

3.31 

3.28 

3.52

3.75 

3.75

3.68 

3.80 

3.58 

3.42

Nov.

2.70

2.36

2.12 

1.70 

2.18

2.28 

2.92

2.98 

2.69 

2.94

Dec.

2.10

1.72

1.64 

1.86 

1.80

1.72

1.78

1.84 

1.60 

1.76 

1.51

.55520°--wsp 264 1C
34 SURFACE WATER SUPPLY, 1909 PART IV.

WHITEFACE RIVER AT MEADOWLANDS, MINN.

This station, which is located at the highway bridge at Meadowlands, Minn., in sec. 14, T. 53 N., R. 19 W., was established June 7, 

1909, to determine the water power available on Whiteface River.

The nearest tributary is a very small stream entering from the 

east one-half mile above. The drainage area above this point is 

442 square miles.

Discharge measurements are made from the bridge at which the 

staff gage is located, except during periods of low water, when they 

are made by wading at the rapids nearly 2 miles below the station.

Whiteface River is used extensively for log driving, and the flow 

is to a large extent controlled by logging dams above. The opening 

and shutting of the gates of these dams causes a fluctuation in gage 

height of several feet at the gaging station, and the records of extreme 

stage are therefore of little value. In fact, none of the gage records 

are better than fair, although three readings a day are taken.

As the station has not been completely rated, no estimates of flow 

have been made.

Discharge measurements of Whiteface River at Meadowlands, Minn., in 1909.

Date. Hydrographer.

G. A. Gray .........................................

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

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

Width.

Feet. 

104

104

104

104

Area of 

section.

Sq.ft. 

661

588

643

470

height.

Feet. 

o6.52

65.71

c6.09

5.09

Discharge.

Sec.-ft. 

708

341

677

309

a Gage height lowered 0.35 foot during measurement. 

& Gage height lowered 0.18 foot during measurement. 

c Gage height rose 0.18 foot during measurement.

Daily gage height, in feet, of Whiteface River at Meadowlands, Minn., for 1909. 

[A. F. Johnson, observer.]

Day.

2.......... 

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

4..........

5..........

6..........

7..........

8..........

9.......... 

10..........

11 .......... 

12.......... 

13..........

14..........

15..........

June.

6.10

5.80

5.17 

5.30

5.13 

4.00

6.10

4.00

July.

2.77

2.70 

2.70 

2.70 

2.70

2.60

2.60

2.60

2.60 

2.60

2.77 

3.07 

3.70

3.70

3.73

Aug.

8.07

7.63 

7.37 

6.50

C fiO

5.82

5.03

5.10

6.03 

7.03

12.23 

11.73 

in R3

11.20

11.97

Sept.

5.63

5.45 

5.12 

5.20 

4Qn

4.43

A 97

4.13

4.10 

4.10

4.07 

4.00 

4.23

4.67

^ 19

Oct.

15 i*

5.15 

5.10 

6.10

4

00

4.87

4.70

4.80

4.67 

4.80

4.70 

5.40

C Kf\

5.80

5.87

Nov.

5.67

5.50 

4.90 

5.33 

5.77

5.47

5.47

5.07

5.73 

4.83

4.70 

4.70 

4 80

5.30

Day.

16..........

17.......... 

18.......... 

19.......... 

20..........

91

22..........

23..........

24.......... 

25..........

26.......... 

27.......... 

28..........

29..........

30..........

31..........

June.

4.00

4.00 

6.67 

3.63 

3.10

3 1ft

3.00

6.47

5.00

5.27

4.13 

3.77 

3.57

3.10

3.00

July.

3.74

3.34 

4.67 

6.17 

4.17

a on

11.00

11.10

11.50 

11.10

10.53 

9.55

8 97

8.53

7.17

8.55

Aug.

11.20

10.95 

10.53 

9.93

7 *»ft

7.10

6.87

5.97 

5.70

5.60 

5.57 

5 40

5.70

6.03

6.03

Sept.

4.70

4.45 

4.35 

4.35 

5.20

C (*f\

6.35

7.00

6.75 

6.05

6.30

6.55 

6.35

6.15

5.75

Oct.

S on

5.88 

5.77 

5.97 

5.60

5.50

6.10

6.23

6.20 

6.43

6.33 

6.33 

6.47

6.03

5.63

5.53

Nov.

5.33

5.33 

4.83 

5.03 

5.37

5.30

5.37

5.30

5.53

5.77

5.67 

5.70 

5.87

5.67

5.77

NOTE. The flow is controlled by a logging dam on the headwaters, so that the stage may change several 

feet in one day. Also, logs may jam below the station, causing backwater.
ST. LAWEENCE EIVEE BASIN. 35

CLOQUET RIVEB AT INDEPENDENCE, MINN.

This station, which is located at the highway bridge at Independence, Minn., 6 miles north of Burnett, a station on the Duluth, Missabe 

and Northern Railway, was established June 28, 1909, as part of the 

general plan of investigating the water resources in Minnesota.

The station is located just below a small tributary entering from 

the north, in sec. 26, T. 52 N., R. 17 W. The drainage area above 

the station is 698 square miles.

Cloquet River is used extensively for log driving, and the run-off 

from by far the greater part of the drainage area above Independence 

is controlled by logging dams. This control causes violent fluctuations in the gage height during the day, amounting at times to several feet, and consequently the mean daily gage height, which is the 

mean of three readings taken morning, noon, and night, can be considered only approximate. In fact, the flow is controlled to such an 

extent that daily discharge data have little value, the chief purpose 

of the records being to show the approximate mean monthly discharge 

and total discharge. In addition to the fluctuations log jams forming below the station may cause backwater, but the same condition 

is true of the entire stream, making it impossible to select a satisfactory 

station upon it. Owing to the northern latitude ice conditions are 

severe at this station.

, Since the establishment of the staff gage, which is located at the 

bridge section, the datum has remain unchanged.

As the station has not been completely rated no estimates of flow 

have been made.

Discharge measurements of Cloquet River at Independence, Minn., in 1909.

Date.

June 28........

July 15. ........

August 6....... 

August 23......

Hydrographer.

G. A. Gray .........................................

G. A. Gray......................................... 

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

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

Width.

Feet. 

168

122

164 

168

167

Area of 

section.

Sq.ft. 

566

156

445 

565

553

Gage 

height.

Feet. 

6.78

4.01

5.90 

6.61

6.50

Discharge.

Sec.-ft. 

1,720

94.8

840 

1,440

1,430

Daily gage height, in feet, of Cloquet River at Independence, Minn., for 1909. 

[Fred Haakensen, observer.]

Day.

1. .........

2.......... 

3..........

4..........

5..........

6.......... 

7..........

8..........

9.......... 

10..........

11.......... 

12.......... 

13..........

14.......... 

15..........

June.

......

July.

3.98

3.90 

3.89

3.90

3.88

3.85 

3.84

3.81 

3.80

3.78 

3.86 

3.92

4.00 

4.00

Aug.

6.49

6.40 

7.38

7.28

7.76

5.84

4 73

7.06 

5.10 

4 65

6.61 

6.94

8.24 

7.95

Sept.

4.84 

4.46

5.08

4.58

4.39

4.20 

4.16

4.10 

4.14

4.34 

4.35

Oct.

5.98

fi 4fl

5.60

5.00 

5 40

6.10 

5.60 

5.20

4.90 

4.80 

6.00

5.90 

7.20

Nov.

6.90

6.10 

6.90

7.90

7.50

6.80 

6 40

6.10 

5.90

5.10 

4.70 

4 60

4.60 

4.80

Day.

16..........

17 .......... 

18..........

19

20..........

21.......... 

22..........

23.......... 

24.......... 

25..........

26.......... 

27..........

28..........

29.......... 

30.......... 

31 ..........

June.

'6."70'

6.22 

5.50

July.

4.16

4.10 

4.16

6.64

6.85

7.45 

8.60

8.80 

8.26 

8.54

9.12 

9.06 

8.11

6.10 

6.55 

6.64

Aug.

7.94

7.81 

7.62

8.00

7.32

7.34 

7.51

6.88 

6.25 

4.74

6.52 

6.10 

6.94

6.89 

6.80 

6.45

Sept.

4.39

4.36 

4.30

4.42

4.38

4.85 

5.62

6.34 

7.38 

8.26

7.75 

7.70 

7.25

7.01 

6.18

Oct.

6.80

7.20 

7.60

7.40

6.50

6.30 

6.60

6.30 

6.80 

6.70

7.20 

7.40 

7.90

7.80 

7.90 

7.40

Nov.

4.90

5.80 

5.50

5.60

5.10

5.00 

5.20

5.20 

5.30 

5.60

5.90 

5.90 

5.30

5.30 

5.50
36 SURFACE WATER SUPPLY, 1909 PART IV.

LAKE MICHIGAN DRAINAGE BASIN.

GENERAL FEATURES.

The Lake Michigan drainage basin comprises a comparatively 

narrow strip of flat or gently rolling land in the northwestern part of 

Indiana and the northeastern part of Illinois on the south shore 

of the lake and the eastern part of Wisconsin and the eastern part of 

the Northern Peninsula of Michigan on the western and northern 

shores; on the eastern shore there is a wide strip of the western part 

of the Southern Peninsula of Michigan. The principal streams 

entering the lake from the west are Escanaba, Menominee, Peshtigo, 

Oconto, and Fox rivers; from the east, St. Joseph, Kalamazoo, Grand, 

Muskegon, and Manistee rivers.

The following pages give the results of data collected during 1909 

in the Lake Michigan drainage basin.

ESC AN ABA RIVER DRAINAGE BASIN. 

DESCRIPTION.

Escanaba River rises in the western part of Marquette County, near 

Lake Michigamme, and takes a general southeasterly course to Little 

Bay de Noquette, an arm of Lake Michigan, which it enters near 

Escanaba, Mich. Its length is about 90 miles and its drainage area, 

which lies in the central part of the Northern Peninsula of Michigan, 

comprises about 890 square miles.

The basin is long and narrow and comparatively regular in outline, 

the average width of its lower half being less than 10 miles, its extreme width about 25 miles, and its length about 70 miles. In its 

upper course the river flows through an area of crystalline rocks, but 

farther down the rocks are sandstones and limestones. The headwaters of the river have an elevation of about 1,600 feet above sea 

level, and at its mouth the elevation is 580 feet, making a total descent 

of about 1,000 feet, or an average fall of over 10 feet to the mile.

The tributaries of the river are small, the West Branch being the 

only one of importance.

The mean annual rainfall in this part of Michigan is about 32 inches. 

The winters are severe; the snowfall is heavy and lasts for considerable 

periods, and ice covers the streams to a thickness of about 2 feet for 

three to four months.

Lumbering is yet an active industry in this basin, although the 

greater part of the best timber has been cut-off, and the river is still 

used extensively for logging. The change in the forest conditions has 

probably not affected the run-off of the stream.

Storage sites have not been sought, but suitable locations for reservoirs 

could doubtless be found, as the basin contains some lakes and swampa.

Little is known of the available water power, but as the average fall 

is high favorable sites are probably numerous. A few power sites 

not far from the mouth of the river have been developed, and at least 

one of these plants is of comparatively recent installation.
ST. LAWRENCE EIVEB BASIN. 37

The only gaging station maintained in this basin is that on the 

Escanaba near Escanaba, 1903-1909.

ESCANABA RIVER NEAR ESCANABA, MICH.

This station, which is located at a highway bridge between Escanaba 

and Gladstone, Mich., about 9 miles north of Escanaba and 4 miles 

above the mouth of the river, was established August 25, 1903, to 

obtain data applicable to water-power and water-supply problems. 

Discharge measurements were made at this station in April, May, and 

July, 1903, but daily gage heights were not obtained until August 25, 

1903. The station was discontinued March 31, 1909, and reestablished June 1, 1909.

The chain gage is attached to the bridge from which all measurements are made. Although the current is swift at the measuring 

section, gage heights are affected by ice, which in some years covers 

the stream to a'depth of 2 feet for four months, and during the 

logging season the gage heights are sometimes affected by log jams.

This station was last inspected July 16, 1908. The accuracy of the 

daily and monthly discharges given below therefore depends on the 

permanency of flow and of elevation of the gage since that date. 

Conditions of flow are believed to be permanent. The gage reader at 

this station was paid by the Geological Survey of Michigan for the 

greater portion of 1909.

Daily gage height, in feet, of Escanaba River near Escanaba, Mich., for 1909. 

[Felix Beauchamp, 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

2.8

2

O

Feb.

2.9

2.9

2.8

2 Q

Mar.

2.8

2.9

3.1

June<

3.3

3.3

3.2

3.2

3.2

3.1

3.0

3.0

2.9

2.9

2.9

2.8

2.8

2.7

2.7

 2.6

2.6

2.6

2.7

2 7

2.6

2.5 9 *;

2 4

2.4

2.3

9 S

2.2

9 1

2.1

July.

2.1

2.0

2.0

2.0

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.1

2.1

2.2

2.2

2.2

2.3

2.4

2.4

9 Z

2.6

2.7

2.9

2.9

2.8

2.7

9 1

2.5

2.3

2.2

2.2

Aug.

2.2

2.2

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.2

2.2

2.1

2.1

2.0

2.0

2.0

2.0

2.1

2.1

2.0

2.0

1.9

1.9

1.8

Sept.

1.9

1.9

1.8

1.9

1.8

1.7

1.8

1.8

1.8

1.7

1.8

1.9

1.9

2.0

2.0

2.3

2.3

2.3

2.2

2.1

2.0

2.0

1.9

2.0

2.0

1.9

1.8

1 9

1.9

1.8

Oct.

1.9

2.0

1.9

1.9

1.9

1.8

1.9

1.9

1.9

1.9

1.9

2.0

2.0

2.0

2.0

2.0

2.0

2.1

2.1

2.1

2.0

2.0

2.1

2.2

2.2

2.2

2.2

2.1

2.1

2.1

2.1

Nov.

2.2

2.4

2.8

2.8

2.6

2.6

2.5

2.4

2.4

2.3

2.3

2.4

2.5

2.5

3.3

3.5

3.3

3.3

3.1

3.0

3.0

2.8

2.8

2.7

2.8

2.7

2.7

3.1

3.3

3.3

Dec.

3.2

3.3

3.1

3.0

3.2

3.3

3.3

3.1

3.1

3.0

2.9

2.9

3.0

5.5

5.7

5.6

5.7

5.1

4.5

NOTE, Ice conditions existed from January 1 to March 31, or later, and December 14 to 31. Ice thickness January to March varied from 0.7 to 2.0 feet; in December it varied from 0.45 to 0.8 foot.
38 SURFACE WATER SUPPLY, 1900 PART IV.

Daily discharge, in second-feet, of Escanaba River near Escanaba, Mich.,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............................................

June.

1,420

1,420

1,300

1,300

1,300

1,180

1,070

1,070

970

970

880

880

790

790

710

710

710

790

790

710

630

630

550

550

480

480

410

350

350

July.

350

300

300

300

350

350

350

300

300

300

300

350

350

410

410

410

480

550

550

630

710

790

970

970

880

790

630

630

480

410

Aug.

410

410

410

410

410

350

350

350

350

410

410

410

350

350

350

350

410

410

350

350

300

300

300

300

350

350

300

300

250

250

205

Sept.

250

250

205

250

205

165

205

205

205

165

205

250

250

300

300

480

480

480

410

350

360

300

250

300

300

250

205

250

250

205

Oct.

250

300

250

250

250

205

250

250

250

250

250

300

300

300

300

300

300

350

350

350

300

300

350

410

410

410

410

350

350

350

350

Nov.

410

550

880

880

710

710

630

550

550

480

480

550

630

630

1,420

1,680

1,420

1,420

1,180

1,070

1,070

880

880

790

880

790

790

1,180

1,300

1,420

Dec.

1,300

1,420

1,180

1,070

1,300

1,420

1.420

1,180

1,180

1,070

970

970

1,070

800

800

600

600

600

600

600

400

400

400

400

400

300

300

300

300

300

300

NOTE. Discharge estimated for ice period December 14-31. Daily discharges for open-channel period 

based on a rating curve well defiaed between 300 and 1,680 second-feet.

Monthly discharge of Escanaba River near Escanaba, Midi., for 1909. 

[Drainage area, 800 square miles,]

Month.

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

Discharge in second-feet.

Maximum.

1,420 

970 

410 

480 

410 

1,680 

1,420

Minimum.

350 

300 

205 

165 

205 

410

Mean.

839 

494 

349 

274 

310 

894 

773

Per 

square 

mile.

1.05 

.618 

.436 

.342 

.388 

1.12 

.9C6

Run-off 

(depth in 

inches on 

drainage 

area).

1.17 

.71 

.50 

.38 

.45 

1.25 

1.11

Accuracy.

B. 

B. 

B. 

C. 

B. 

B. 

D.

MENOMINEE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Menominee River, throughout its length of about 104 miles, forms 

part of the boundary line between northern Michigan and Wisconsin, 

and its drainage basin therefore lies in both States. The river is 

formed by the junction of Michigamme and Brule rivers, and flows 

southeastward, emptying into Green Bay, an arm of Lake Michigan, 

near Menomineej Mich. Its total drainage area is about 4,000 

square miles.
ST. LAWBENCE EIVER BASIN. 39

Michigamme River might well be called the main stream, as it is 

the largest and longest of the three tributaries that make up the main 

river. Downstream from the Michigamme, on the right or west bank, 

the following important tributaries enter: Paint River, which is 

called a tributary of Brule River, although it is much the larger 

stream of the two; and Brule, Pine, and Pemebonwon rivers: on the 

left or east bank are Sturgeon and Little Cedar rivers.

Michigamme River is said to rise in Lake Michigamme, the largest 

lake in the Menominee drainage basin, but the lake has a feeder which 

may be considered the continuation of the river and which rises 

within 12 miles of Lake Superior. The length of the Michigamme 

to its extreme source is about 72 miles; to Lake Michigamme about 

51 miles. It is noteworthy that four of the largest tributaries enter 

the main stream above Iron Mountain, Mich., about six-tenths of the 

total drainage area being above this point. This characteristic increases the value of the stream for water-power development.

The drainage basin is fairly regular in outline, being narrow in its 

lower portion and widest at the sources of the tributaries which form 

the river. The surface is in general covered deeply by glacial drift, 

but the Menominee and all its tributaries flow over hard crystalline 

rocks as far south as the mouth of Pike River, or fully two-thirds its 

length. Below the mouth of the Pike the river flows over sandstones 

and limestones. Most of the rapids and falls occur in the area of 

crystalline rocks above the mouth of Pike River, although there are 

several rapids and falls below this point. The country through which 

the river flows is almost mountainous in character, many high ridges 

giving diversity to the surface.

The Wisconsin tributaries rise in a high, flat plateau, abounding in 

lakes and swamps, among which Flambeau and Wisconsin rivers also 

head. Some of these rivers head in lakes only a few rods apart, and 

even in the same swamps in which the tributaries of the Menominee 

head. These lakes and swamps have an elevation of nearly 1,600 

feet above sea level, or about 1,000 feet above Lake Michigan. The 

Michigan branches flow from a similar region of equal or higher elevation. The numerous lakes and swamps make the flow of the river 

uniform and steady.

The elevation of the headwater streams is, as stated, about 1,600 

feet above sea level; at the junction of Brule and Michigamme rivers 

the elevation is about 1,300 feet; at the highway bridge near Iron 

Mountain, Mich., the elevation is about 1,050 feet; and at the mouth 

of the river it is 580 feet.

Forest conditions in this basin are similar to those in the other 

basins in Wisconsin and Michigan. Lumbering, while declining 

since 1892, is still active. Probably all the first-class timber has 

been cut, and that which is being cut at the present time is the
40 SUKFACE WATER SUPPLY, 1909 PAKT W.

smaller and less valuable timber that was left. The forest conditions, as far as their effect upon run-off conditions is concerned, 

are not greatly different' from what they were originally, as the 

region is not thickly settled, and a second growth soon springs up 

after the lumbermen.

The mean annual rainfall is about 32 inches. The winters are 

severe, the snowfall being heavy and remaining on the ground for 

long periods and the streams being ice-covered from three to four 

months.

The feasibility of storage has not been fully.investigated, but the 

large number of lakes and swamps must afford many excellent 

reservoir sites. At the present time lumbermen store water for 

running logs, and the enlargement of many of these dams would 

undoubtedly give good-sized reservoirs.

Some excellent water-power sites have been developed on the 

main stream and its tributaries, but many others, some of which 

have hardly been seen except by the lumbermen, are awaiting 

development. With opportunities for storage with which to produce a uniform and increased low-water flow, and with the favorable 

arrangement of its drainage basin, this river will in time be one of 

the biggest power producers in this section.

This river is still used for running logs, and the lumbermen's dams 

for holding water for flooding modify the normal flow of the stream 

considerably. Dams on the stream for power development should 

be so built as not to interfere with log running.

Iron is mined at many places in the upper two-thirds of the basin, 

and the section is fairly well covered with railroads.

The following gaging stations have been maintained in this drainage 

basin:

Menominee River near Iron Mountain, Mich., 1902-1909. 

Menominee River at Lower Quinnesec Falls, Wis., 1898-9. 

Menominee River at Koss, Mich., 1907-1909. 

Iron River at Riverton Mine, Mich., 1900-1905

This station, which is located at the Homestead highway bridge 

across Menominee River, about 3^ miles south of Iron Mountain, 

Mich., was established September 4, 1902, to obtain data for studying water power, water supply, and pollution problems. This station was discontinued March 31, 1909, and reestablished June 5, 1909.

Pine River is tributary to the Menominee about 5 miles above 

the station.

The gage was formerly located on the right abutment of the bridge, 

from which all measurements are made, but on November 18, 1904,
ST. LA WHENCE RIVER 41

a chain gage was attached to the bridge in order to obtain gage 

readings during the winter months, as ice formed at the gage on the 

abutment.

The winters are severe in this locality, but as the current is swift 

the river is rarely entirely closed at this section. As is shown by 

the discharge measurements, however, there is backwater effect from 

ice below the station.

The stream is used extensively for logging and is subject to artificial control at times. Log jams often occur below the station 

and produce backwater at the gage. Except as above stated the 

station is an excellent one.

This station was last inspected July 15, 1908. The accuracy of 

the daily and monthly discharges therefore depends on the permanency of conditions of flow and of elevation of the gage. Conditions 

of flow are believed to be permanent.

The gage reader's salary during part of 1909 was paid by the 

Penn Iron Mining Company, Vulcan, Mich., and the Oliver Iron 

Mining Company, Iron Mountain, Mich.

Daily gage height, in feet, of Menominee River near Iron Mountain, Mich., for 1909. 

[A. J. St. Arnauld, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.7

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.7

1.6

1.6

1.6

1.7

1.7

1.7

1.7

1.7

1.7

i.r

1.7

1.7

1.8

2.0

2.4

2.3

2.2

2.2

2.0

1.8

Feb.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.7

1.7

1.7

1.7

1.8

1.8

Mar.

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1 9

1.9

2.0

2.0

9 0

2.0

2.1

9 1

2.1

2.1

2.1

2.1

2.1

2 A

2.0

1.9

1 9

2.0

2.0

June.

5.4

6.5

6 Q

6.8

 .4

6.6

6.2

5 0

5.2

4.8

4.3

2.3

4.6

4.6

4 q

4.3

3.2

3 9

1.6

1.6

1.6

1.8

1.7

1.7

1.7

July.

1.7

1.6

1 9

1.7

1.4

1.2

1.6

i q

1.0

1.6

3.8

1.3

1 q

1.6

2.3

2.1

2 q

3.4

1.0

1.4

3.8

6.8

9 1

8.7

9.6

7 ft

6.8

3

D

3.6

3.0

Aug.

3 Q

2.8

2.7

2.8

3.0

3.3

2.5

s i

2.3

1.8

2.0

2.5

2

Q

2.8

3.4

2.8

9 Q

2 0

2

0

2 9

2.8

2.3

2.3

2 q

2 2

2.5

2.3

2.1

Sept.

2.2

2.2

2.2

2.7

2.6

1.3

1 s

1.0

.9

1.6

1.9

1.3

1.6

2.7

3.6

3.5

3.4

3.0

2.5

2.2

1 Q

1 Q

1.6

1 8

1.7

1.4

1.4

1.4

Oct.

1.5

1.5

1.5

1.6

1.3

1.5

1.6

1.3

1.1

1.2

1.4

1.4

1.4

1.7

1.7

1.7

2.0

2.5

2.0

1 9

1.9

1.9

2.1

2.6

2.4

2.3

2.1

2.0

2 A

2.0

2.3

Nov.

2.6

3.4

4.6

4.9

4.0

3.7

3.5

3.3

3.1

2.8

2.8

2.9

9 Q

3.9

6.4

6.4

6.0

6.0

5.6

5.4

5.6

5.2

4.2

4.2

4.1

4.1

4.6

5.6

5.1

Dec.

4.9

4.7

4.7

4.4

4.6

4.9

5.4

5.4

5.0

5.2

5.1

4.4

4.1

3.6

3.6

3.6

3.6

3.6

3.3

3.0

2.9

2.8

2.6

2.6

2.6

2 a

2.9

2.9

2.7

2.7

2.5

NOTE. Ice conditions existed during January, February, March, and December 16-31.
42 SURFACE WATER SUPPLY, 1909 PART IV.

Daily discharge, in second feet, of He-nominee Bxeer near Iron Mmimtam, Mich., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

20. ...........................................'

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

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

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

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

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

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

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

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

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

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

31

June,

4,110

4,640

5,160

5,560

5,460

5,060

5 9 fin

4,870

4,580

3,930

3, 580

S, 160

1,700

3,400

3,400

3,160

3,160

2,320

2,320

1,280

1,2£0

1,2?0

MOO

1,3<0

1,340

1,340

July.

1,340

1 280

1,460

1,340

1,170

1,060

1,280

1,120

950

1,280

2,760

1,120

1,120

1,280

1,700

1,580

1,700

2,460

950

1,170

2,760

5,460

8,000

7,440

8,590

6,520

5,160

5,460

2,760

2,620

Aug.

2,840

2,040

1,970

2,040

2,180

2,390

1,840

2,250

1,700

1,400

1,520

1,840

2,040

2,040

2,460

2,040

2,110

2,110

2,040

1,640

1,640

2,040

1,770

1,700

1,700

1,700

1,640

1,640

1,840

1,700

1,580

Sept.

1,640

1,640

1,640

1,640

1,970

1,900

1,120

1,120

950

895

1,280

1,4CO

1,120

1,280

1,970

2,620

2,540

2,460

2,180

1,900

1,840

1,640

1,460

1,460

1,280

1,400

1,340

1,170

1,170

1,170

Oct.

1,220

1,220

1,220

1,280

1,120

1,220

1,280

1,120

1,000

1,060

1,170

1,170

1,170

1,340

1,340

1,340

1,520

1,840

1,520

1,460

1,460

1,460

1,5£0

1,900

1,770

1,700

1,580

1,520

1,520

1.520

1,700

Nov.

1,900

2,460

3,400

3,6CO

2,920

2,690

2,540

2,390

2,250

2,040

2,040

2,110

2,110

2,840

5,060

5,060

4,6SO

4,6SO

4,300

4,110

4,300

3,930

3,080

3,080

3,000

3,000

3,000

3,400

4,300

3,840

Dec.

3,660

3,490

3,490

3,2^0

3,400

3,660

4,110

4,110

3,750

3,930

3,840

3,240

3,000

2,620

2,620

2,200

1,800

1,800

1,600

1,600

1,600

1,600

1,600

1,600

1,600

1,400

1,400

1,400

1,200

1,200

1,200

NOTE. Flow was affected by ice conditions December 16-31 and discharge estimated. The daily discharges during free-flow periods are based on a rating well defined above a discharge of 1,520 second-feet.

Monthly discharge of Menominee River near Iron Mountain, Mich., for 1909. 

[Drainage area, 2,420 square miles.]

Month.

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

October. ................................

Discharge in second-feet.

Maximum.

5,560 

8,590 

2,840 

2,620 

1,900 

5,060 

4,110

Minimum.

1,280 

950 

1,400 

895 

1,000 

1,900

Mean.

900 

800 

1,100 

3,230 

2,740 

1,920 

1,580 

1,400 

3,270 

2,480

Per 

square 

mile.

0.372 

.331 

.455 

1.33 

1.13 

.793 

.653 

.579 

1.35 

1.02

Run-off 

(depth in 

inches on 

drainage 

area).

0.43 

.34 

.52 

1.29 

1.30 

.91 

.73 

.67 

1.51 

1.18

Accuracy.

D. 

D. 

D.

C.

,C. 

C.

c. 

c. 

c.

D.

NOTE. The monthly means for January, February, and March were estimated by comparison with 

the Koss station and study of gage heights and weather reports.

MENOMINEE RIVER AT KOSS, MICH.

This station, which is located at the Wisconsin and Michigan 

Railroad bridge at Koss, Mich., was established July 21, 1907, to 

obtain data for studying water power, water supply, and pollution 

problems. This station was discontinued March 31, 1909.
ST. RIVER 43

This stream is used for logging, and log jams occur frequently at 

the station and immediately below. The winter conditions are 

severe, ice forming about 2 feet thick at times. The records are 

reliable and accurate except as affected by the above conditions.

The chain gage is attached to the bridge from which all discharge 

measurements are made. The datum of the gage has remained unchanged.

Discharge measurements of Menominee River at Koss, Midi., in 1909.

Date.

March 12. ......

Hydrographer.

W. M. O'Neill. .....................................

G. A. Gray.........................................

Width.

Feet. 

316

285

Area of 

section.

Sq.ft. 

1,510

1,350

Gage 

height.

Feet. 

7.41

7 80

Discharge.

Sec.-ft. 

1,270

1,390

NOTE. Measurements made under ice conditions.

Gage heights, in feet, of Menominee River at Koss, Midi., for 1909. 

[J. F. Bronoil, observer.]

Feet. 

January 7........................... 7. 3

January 14......................... 7.1

January 21......................... 6. 9

January 28......................... 7. 3

February 4......................... 7.1

February 11........................ 6. 9

Feet.

February 18........................ 7. 2

February 25........................ 7.5

March 5........................... 7. 6

March 11.......................... 7. 9

March 18.......................... 7. 9

March 25.......................... 8.1

NOTE. Ice conditions existed from January 1 to about March 25. Gage heights are to water surface. 

The ice varied in thickness from 0.7 foot to 1.2 feet.

Monthly discharge of Menominee River at Koss, Midi., for 1909. 

[Drainage area, 3,780 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

1,560 

1,310 

1,920

Per

square 

mile.

0.413 

.347 

.508

Run-off 

(depth in 

inches on 

drainage 

area).

0.48 

.36 

.59

Accuracy.

D. 

D. 

D.

NOTE. Ice conditions existed from January 1 to about March 25. Discharge estimated on the basis of 

two measurements under ice conditions and observer's notes.

PESHTIGO RIVER DRAINAGE BASIN. 

DESCRIPTION.

Peshtigo River rises in the western part of Forest County, northeastern Wisconsin, flows southeastward across the southwestern part 

of Marinette County, and empties into Green Bay, an arm of Lake 

Michigan, at the extreme southeast corner of Marjnette County, about 

7 miles south of Marinette. The drainage area measured above the 

mouth comprises about 1,123 square miles.
44 SURFACE WATER SUPPLY, 1909 PAET TV.

The drainage basin is narrow and fairly regular in outline, being 

about 80 miles long and 14 miles in average width. The river itself 

is about 150 miles long. Its tributaries are small. Among the larger 

ones are Kat, Thunder, and Little rivers, entering on the west or 

right bank, and Eagle Nest and Noque Bay rivers, entering on the 

east or left bank. In the upper two-thirds of its course the river 

flows through an area of ancient crystalline rocks; in the lower third 

it crosses successively beds of sandstone and limestone. The most 

important falls and rapids are in the crystalline area.

The river rises in the highest land in northern Wisconsin. At 

North Grandon railroad crossing, near its sources, the elevation of 

the river is 1,620 feet above sea level, at the mouth the elevation is 

580 feet, making a total fall of 1,040 feet in about 140 miles, or an 

average fall of about 7 feet to the mile. This high average gradient 

gives rise to more and larger rapids than any other river in Wisconsin, and, together with the high and rocky banks, insures numerous 

water powers.

As in other parts of Wisconsin, practically all the original growth 

of timber has been cut off and has been replaced by second growth 

and brush. A considerable area is being brought under cultivation. 

It is not thought that these changes in forestry conditions have 

appreciably altered the flow of the streams, but a marked effect on 

the run-off may be expected to follow the draining of the numerous 

swamps and lakes at the sources of the river.

The mean annual rainfall is about 32 inches. Winter conditions 

are severe, the river being ice bound for about three months of each 

year.

The opportunities for storage have not been investigated, but 

excellent sites for reservoirs must be afforded by the numerous lakes 

and swamps in the basin.

The stream presents abundant opportunities for water-power users. 

It has been estimated that about 32,000 horsepower awaits development on this river at various points.

The stream is still used to some extent for logging but the run 

of logs is small. A good share of the timber is being used for pulp.

The following gaging stations have been maintained in this drainage basin:

Peshtigo River near Crivitz, Wis., 1906-1909. 

Peshtigo River at Crivitz, Wis., 1906.

PESHTIGO RIVEB SURVEY.

In order to determine the availability of the Peshtigo for power 

development, a survey was made during 1906 from the mouth to 

Kat Biver.

The results of this survey have been published on separate sheets 

showing a profile of the water surface, a plan of the river, contour 

along the bank, and prominent natural or artificial features. The
ST. LAWRENCE EIVER BASIN. 45

sheets may be obtained by applying to the Director of the Geological 

Survey.

PESHTIGO RIVER, NEAR CRIVITZ, WIS.a

This station, which is located at Herman's farm in the SE. J NW. 

1 sec. 26, T. 32 N., R. 19 E., about 4J miles west of Crivitz, Wis., was 

established September 7, 1906, to obtain data for studying waterpower problems.

The gage heights at this station were furnished by D. W. Mead and 

have not been verified by engineers of the United States Geological 

Survey. Discharge measurements are made from a boat held in 

position by a stay line stretched across the river. A staff gage in 

two sections is located on the bank near the measuring section.

No important tributaries enter near the station. The drainage 

area above the section is about 670 square miles.

Winter conditions are severe, ice forming to a thickness of 1 to 2 

feet and lasting about three months. The gage heights may also be 

affected to a slight extent by logging operations.

The following discharge measurement was made under ice conditions by G. A. Gray:

March 15, 1909: Width, 113 feet; area, 225 square feet; gage height, 1.65 feet; discharge, 318 second-feet.

Daily gage height, in feet, of Peshtigo River near -Crivitz, Wis., for 1909. 

[Rose Herman, observer.]

Day.

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

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

S.. .............

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.

2.5

2.5 

2.5

2.5

2.5

2.5

2.65

2.65

2.65

2.65

2.6

2.6

2.75

2.7

2.7

2.7

2.75

2.7

2.8

2.8

2.9

2.9

2.9

2.9

2.9

2.7

2.85

9 S

2.75

2.75

Feb.

2.75

2.75 

2.75

2.75

2.75

2.85

2.9

2.9

2 9

2.9

2.9

2.9

2.9

2.8

2.8

2.8

2.8

2.9

3.0

3.0

3.0

3.1

3.1

3.2

3.2

Q 9

3.15

3.1

Mar.

3.1

3.1 

3.2

3.15

3.2

3.2

3.1

3.2

3.2

3.3

3.25

3.0

3.0

2.85

2.7

2.45

2.25

2.25

2.2

2.15

2.15

2.15

2.15

2.1

2.2

2.2

9 11!

2.15

April.

2.2

2.3 

2.6

2.5

2.5

 3.0

3.15

3.1

3.1

2.75

2.75

2.8

2.9

3.0

3.15

3.2

2.75

2.85

3.3

3.1

4.0

3.1

3.0

3.5

2 9

3

7C

4.0

4

0

May.

4.1

4.3 

3.8

3.1

3.9

3.8

4.1

5.05

5.3

5.35

5.05

5.0

5.1

5.2

5.3

5 OK

5 A

5

0.

4.9

4

0

4.2

0. QK

3.6

3.65

4.1

3

0

3

K

3

1

3.0

June.

3.65

3.55 

4.0

5.3

3.25

3.0

4.05

4.8

5.0

4.8

3.4

4.2

3.2

2.8

4.0

3.35

3

0.

2.4

3 7

1 9

2

0

9 »

2.8

2.85

2.8

2.7

2 IK

0. 1

2.6

2

K

July.

2.4

2.5 

2.5

2.5

2.4

2.4

2.35

2.3

2.3

2.3

2.05

2.6

2.6

2.6

2.7

2.6

2.5

2.4

2.4

2.35

3.4

4.1

4.3

4 1

3 7

3.2

3 0

2.7

2.55

Aug.

2.45

2.45 

2.4

2.5

2.4

2.4

2.35

2.3

2.25

2.2

2.25

2.4

2.45

2.4

2.4

2 OK

2 OK

2.25

2.2

9 1H

2.1

2.1

2.1

2.1

2.1

2

1

2.25

2.2

2.2

Sept.

2.15

2.15 

2.2

2.2 '

2.15

2.15

2.1

2.1

2.15

2.2

2.15

2.15

2.25

2.4

2.55

2.65

2.7

2.8

2.8

2.7

2 A

2.55

2.5

2.4

2.35

2 OK

2.25

2 OK

Oct.

2.2

2.2 

2.2

2.2

2.15

2.15

2.15

2.15

2.15

2.15

2.2

2.2

2.15

2.15

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.3

2.3

2

0

2

0.

2.3

2 OK

2.25

Nov.

2.45

2.65 

2.8

2.8

2.8

2.75

2.7

2.6

2.55

2.5

9 ^

2.5 '

'2.8

3.0

3.15

3.45

3

K

3.4

3.4

3.2

2.95

2.9

2.9

3.0

3 A

2.95

3 A

2.9

Dec.

3.15

3.05 

3.0

2.95

3.0

3.1

3.0

2.7

3.0

3.1

3.1

3.0

3.0

2.7

2.7

2.7

2.65

2.65

2.6

2.6

2.7

2.6

2.4

2.2

2.3

2.2

2.1

2.1

2.1

2.1

2.25

NOTE. Probable ice conditions January to March and in the latter part of December.

o Information in regard to this station prior to ]908 is contained in Bulletin 20 of the Wisconsin Geological and Natural History Survey, entitled "The water powers of Wisconsin," by Leonard S. Smith.
46 SURFACE WATER SUPPLY, 1909 PART IV.

OCONTO RIVER DRAINAGE BASIN.

v 

DESCRIPTION.

Oconto River rises in the plateau region of northeastern Wisconsin 

in a number of small lakes and swamps in the southern part of Forest 

County, flows in a southeasterly direction across Oconto County until 

it passes the southern boundary of that county, then turns abruptly 

to the east and flows into Green Bay at Oconto, Wis. Its mouth is 

about 10 miles southwest of the mouth of Peshtigo River.

Its drainage basin, which is somewhat irregular in outline, is about 

70 miles long, following the general course of the river, has an average 

width of about 15 miles, and comprises 950 square miles. The total 

length of the river is about 90 miles. The most important tributaries are South Branch and on the left or east bank Peshtigo Brook 

and Little River. 

The elevation of the headwaters is about 1,530 feet above sea level; 

at the mouth the elevation is 580 feet; the total fall therefore is 950 

feet, or an average fall of over 10 feet to the mile.

In the upper 35 miles of its course the river flows over crystalline 

rocks, and in this stretch is found about two-thirds of the total fall. 

On leaving the crystalline rocks the river flows nearly due south for 

20 miles over sandstones and in its eastward stretch it crosses limestones.

As in other parts of Wisconsin, almost all the original forest growth 

has been lumbered and a second growth is taking its place on those 

areas that are not being brought under cultivation. It is doubtful 

if the change in the forestry conditions has had any harmful effect 

on the run-off at the present time.

The mean annual rainfall is about 32 inches. The winters are 

severe. The snowfall is comparatively heavy and remains on the 

ground for long periods. Ice forms from a foot to 2 feet in thickness and lasts for about three months.

The feasibility of storage has not yet been investigated, but as 

lakes and swamps are numerous excellent sites for reservoirs must 

exist.

The stream affords many valuable water-power sites whose development is only awaiting a demand for power.

The river is used to some extent for running logs, but the runs are 

small and the timber is not large; a great deal of it is used for manufacturing pulp.

The following gaging stations have been maintained in this 

drainage basin:

Oconto River near Gillett, Wis., 1906-1909. 

Oconto River at Stiles, Wis., 1906.
ST. LAWRENCE EIVEK BASIN.

47'

OCONTO RIVER NEAR GILLETT, WIS.°

This station, which is located at a highway bridge about 2^ miles 

south of Gillett, Wis., was established June 27, 1906, to obtain data 

for studying water-power, water-supply, and pollution problems. 

It was discontinued March 31, 1909.

No important tributaries enter near the gaging station.

The winters are severe, iee forming to a thickness of about 2 feet 

and lasting for about three months. The gage heights may also be 

affected for short periods by logging operations.

The datum of the chain gage, which is attached to the bridge from 

which all discharge measurements are made, has remained unchanged. 

The records, except as noted above, are reliable and accurate.

Discharge measurements of Oconto River near Gillett, Wis., in 1909.

Date.

February 22. ...

March 13.......

Hydrographer.

W. M. O'Neill. .....................................

G. A. Gray .........................................

Width.

Feet. 

100

58

Area of 

section.

Sq.ft.

289

232

Gage 

height.

Feet. 

6.28

6.78

Discharge,

Sec.-ft. 

296

283:

NOTE. Measurements made under ice conditions.

Gage heights, in feet, of Oconto River near Gillett, Wis., for 1909. 

[J. M. Aukerson, observer.]

Feet. 

February 18........................ 6.5

March 1........................... 6. 5

March 11.......................... 6.8

March 20.......................... 6. 7

April 1............................. 6.2

Feet.

January 5.......................... 6. 6

January 12......................... 6. 4

January 19......................... 6.2

January 22......................... 6.3

January 30......................... 6.2

February 12........................ 6.1

NOTE. let conditions existed from January 1 to latter part of March. Gage heights are to water 

sun'ace. Ice thickness varied from 1 foot to 1.9 feet. River was open on April 1.

Monthly discharge of Oconto River near Gillett, Wis., for 1909. 

[Drainage area, 814 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

293 

289 

331

Per 

square 

mile.

0.360 

.355 

.407

Run-off 

(depth in 

inches on 

drainage 

area).

0.42 

.37 

.47

Accuracy.

D. 

C. 

C.

NOTE. Ice conditions existed from January 1 to latter part of March. Monthly estimates are based 

on two discharge measurements under ice conditions and on observer's notes.

« Information in regard to this station prior to 1908 is contained in Bulletin 20 of the Wisconsin Geological and JMatural History purvey, entitled " The water powers of Wisconsin," by Leonard S. Smith,
48 SURFACE WATER SUPPLY, 1909 PART IV.

WOLF RIVER DRAINAGE BASIN.

DESCRIPTION.

Wolf River rises in a number of small lakes in the western part of 

Forest County, in northeastern Wisconsin, flows in a general southerly 

direction and unites with upper Fox River at a point about 10 miles 

west of Lake Winnebago. Though nominally a branch of Fox River 

it is really the master stream, as its discharge is more than three 

times that of the Fox.

The river is about 180 miles long and its drainage area comprises 

about 3,600 square miles. All the largest tributaries are from the 

west, the more important ones (beginning at the source) being West 

Wolf, Red, Embarrass, Little Wolf, and Waupaca rivers.

The drainage basin is somewhat regular in outline about 110 

miles long with an average width of about 35 miles. Glacial action 

has modified the basins of many of the streams of northern Wisconsin, and the basin of Wolf River shows very prominently the 

effect of this action, as there is considerable evidence that formerly 

this river flowed westward and joined the Mississippi River through 

the present Wisconsin River valley between ; Portage ,and Prairie 

du Chien.

In the upper half of its course the river flows over crystalline rocks 

and its descent is very rapid. At the Chicago and Northwestern 

Railroad crossing, 2 miles west of Lenox, the river has an elevation 

of 1,560 feet; in the 80 miles between this point and Shawano the 

river descends about 770 feet, or nearly 13 feet to the mile. ^Tjtiis 

steep slope causes many rapids and falls. Shawano marks the pcrint 

of transition from ancient crystalline rocks to sandstones, and here 

the river also crosses the old coast line of Lake Michigan and enters 

the region of red clay. Below Shawano, which is the head of navigation, the stream is sluggish, its descent being only 42 feet to Lake 

Winnebago, a distance of 80 miles. The banks are low, and in high 

water the adjoining flats are covered with water for several miles 

from the river.

The forestry conditions are similar to those elsewhere in Wisconsin. 

Lumbering has been carried on very extensively and all the best 

timber has been cut off. At the present tune the run of logs is small, 

and a great proportion of the timber is used for making paper pulp. 

Above Shawano the drainage basin is thinly settled, and the forestry 

conditions, as far as they affect the run-off of the river, are little 

changed, as a second growth has sprung up after the operations of 

the lumbermen.

The mean annual rainfall in this part of Wisconsin is about 32 

inches. The winters are severe; snowfall is comparatively neavy
ST. LAWRENCE RIVER BASIN. 49

and lasts for considerable periods. Ice forms on the river from 1 to 

2 feet in thickness and remains for about three months.

The feasibility of storage has not been investigated, but the lakes 

and swamps in the basin must afford opportunities for making 

reservoirs. The lumbermen have built many dams for holding water 

for flooding logs, and by increasing the height of these dams large 

reservoirs could undoubtedly be created.

Excellent sites for water power exist and their development awaits 

only a demand for power. A few power plants have already been 

put in operation.

The following stations have been maintained in this drainage basin:

Wolf River, at Keshena, Wis., 1907-1909.

Wolf River, at White House Bridge, near Shawano, Wis., 1906-7.

Wolf River, at Darrows Bridge, near Shawano, Wis., 1906.

Wolf River, at Northport, Wis., 1905.

Wolf River, at Winneconne, Wis., 1902-3.

Little Wolf River, near Northport, Wis., 1907-1909.

WOLF RIVER AT KESHENA, WIS.°

This station, which is located at the highway bridge at Keshena, 

Wis., was established May 9, 1907, to obtain data for studying water 

power, water supply, and pollution problems. It was discontinued 

March 31, 1909.

West Wolf River enters about 3 miles above the station.

The winter conditions are severe, ice forming about 2 feet thick 

near the section. The stream is used considerably for logging, and 

there is a power plant above the station that may modify the flow 

in extreme low water.

A staff gage is attached to the left abutment of the bridge from 

which all measurements are made. The datum of the gage has 

remained unchanged. The records, except as noted above, are 

reliable and accurate.

Discharge measurements of Wolf River at Keshena, Wis., 1909.

Date. Hydrographer.

W. M. O'Neill. . ....................................

Width.

Feet. 

158

153

Area of 

section.

Sq.ft. 

476

382

Gage 

height.

Feet. 

2.49

2.42

Discharge.

Sec.-ft. 

474

385

NOTE. Measurements made under ice conditions.

o Information in regard to this station prior to 1908 is contained in Bulletin 20 of the Wisconsin Geoogical and Natural History Survey, entitled "The water powers of Wisconsin," by Leonard S. Smith.

55520° WSP 264 10 4
50 SURFACE WATER SUPPLY, 1909 PART IV.

Daily gage height, in feet, of Wolf River at Keshena, Wis.,for 1909. 

[Neil Gauthier, observer.]

Day.

1..........

2..........

3..........

4..........

5..........

7..........

8..........

9.......... 

10..........

Jan.

1.78

1.80

1.82

1.82

1.88

1.90

1.95 

1.92

2.00 

2.05

Feb.

2.12

2.10

2.35

2.18 

2.12

2.10

2.18 

2.20

2.18 

2.15

Mar.

2.45

2.45

2.45

2.50 

2.48

2.42 

2.45

2.48 

2.48

Day.

11..........

12. ./......

13..........

14.......... 

15..........

16..........

17..........

18..........

19.... ...... 

20..........

Jan.

2.30

2.10

2.20

2.22 

2.22

2.20

2.12 

2.10

2.18 

2.20

Feb.

2.20

2.18

2.20

2.22

2.28

2.25

2! 38

2.38 

2.42

Mar.

2.50

2.42

2.45

2.42 

2.£0

2.40

2.48 

2.S8

2.32 

2.38

Day.

21..........

22..........

23..........

24. ......... 

25..........

26..........

27..........

28..........

23.......... 

39. ......... 

31..........

Jan.

2.22

2.18

2.20

2.32 

2.42

2.22

2.20 

2.18

2.12 

2.10 

2.12

Feb.

2.38

2.35

2.35

2.42 

2.42

2.52

2.45 

2.48

Mar.

2.38

2 42

2.28

2.22 

2.22

2.12

2.25 

2.30

1.98 

1.98 

1.90

NOTE. Ice conditions existed from January 1 to March 31. Gage heights are to water surface. Ice 

thickness, January IS, 1.1 feet; February 2, 0.7 foot.

Monthly discharge of Wolf River at Keshena, Wis.,for 1909. 

[Drainage area. 797 square miles.]

Month.

T

Discharge in second-feet.

Maximum. Minimum. Mean.

420

448 

431

Per

square 

mile.

0.527 

.562 

.541

Run-off 

(depth in 

inches on 

drainage 

area).

0.61 

.59 

.62

Accuracy.

D.

C. 

C.

NOTE. Ice conditions January 1 to March 31. Monthly estimates based on two discharge measurements under ice conditions and on observer's notes.

LITTLE WOLF RIVER NEAR NORTHPORT, WIS. a

This station, which is located at the highway bridge known as 

Phillips bridge, about 3 miles southwest of Northport, Wis., in the 

southeastern part of sec. 8, T. 22 N., R. 14 E., was established October 

13, 1907, to obtain data for use in studying water-power problems. 

The station was. established and is maintained by D. W. Mead, who 

furnished the records. The records have not been verified by engineers of the Survey.

The station is about 3 miles from Wolf River.

The drainage area above the section is about 460 square miles.

The ice conditions are those that prevail generally throughout the 

basin, the stream being covered with ice 1 to 2 feet thick for a period 

of about three months.

A staff gage is attached to the right abutment of bridge from which 

discharge measurements' are made. The datum of the gage has 

remained unchanged.

a Information in regard to this stream is contained in Bulletin 2'J of the Wisconsin Geological and 

Natural History Survey, entitled "The water powers of Wisconsin," by Leonard S. Smith.
ST. LAWRENCE EIVER BASIN. 51

Daily gage height, in feet, of Little Wolf River near Northport, Wis.,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.

2.0

2.0

2.0

2.0

1.9

1.9

2.0

2.0

1.9

2.0

2.0

2.1

2.1

2.2

2.2

2.2

2.3

2.2

2.2

2.2

2.3

2.4

2.5 

2.9 

3.3

3.4

2 9

2.8

2.7

2.4

2.5

Feb.

2.4

2.4

2.5

2.6

3.0

2.5

2.4

2

C

2 a

2.5

2.5

2.6

q 9

2.9

2.5

2

K

2.8

2.7

9 fi

3.0 

2.6

9 7

3 9

1 0

Mar.

9 7

2.7

2.8

3.1

3.0

2'. 9

2.8

3.2

3 A

3.0

2.8

3.0

3.5

3.0

2.8

9 Q

3.0

2.8

3.5

3.5

3.4 

3.7 

4.0

4.9

4.7

4.4

4.1

4.5

4.3

Apr.

4.7

4.3

o 7

3.3

3.3

3.9

3.2

3.4

3.4

3.5

3.5

3.7

3.5

3.6

3.5

3.4 

3.6

3.2

9 Q

3.0

3.6

3.4

May.

3.6

3.7

4.0

4.2

3.9

4.0

A O

4.2

4.0

4.2

4.0

3.7

3.4

3.2

3.5

4.0

4.2

4.4

4.1

3.7

3.9

3.5 

3.4 

3.3

3.4

Q C

3.6

3.6

3.6

June.

3.3

3.6

q A

3.3

3.0

A C

5.1

5.0

4 9

4.4

4.7

3.6

3.6 3.8-

3.2

3.2

3.2

3.4

2.3 

2.2

2.7

3.1

Q Q

3.2

3.2

1.8

July.

1.7

1.4

1.4

1.5

1.5

1.4

1.5

1.5

1.4

1.5

1.4

1.6

1.5

1.3

1.3

1.1

1.2

1.2

1.2 

1.3 

1.2

1.2

1 *i

1.2

1.2

1.2

1.3

Aug.

1.2

1.3

1.3

1.3

1.3

1.5

1.3

1.4

1 9

1.3

1.3

1.4

1.5

1.6

1.8

1.5

1.4

1.4

1.4

1.3

1.3

1.4

1.3 

1.3 1.3

1.4

1.3

1.4

1.5

1.4

1.5

Sept.

1.4

1.3

1.3

1.4

1.3

1.2

1.2

1.3

1.2

1.3

1.3

1.5

1.6

2.4

1.4

1.6

1.4

1.4

1.3

1.3

1.3

1.4 

1.4 

1.3

1.4

1.2

1.2

1.2

1.2

Oct.

1.2

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.4

1.2

1.3

1.3

1.4

1.3

1.3

1.4

2.3

1.4

1.4

1.3 

1.3 

1.2

1.3

1.3

1.3

1.4

1.3

1.3

Nov.

1.4

1.4

1.5

1.4

1.4

1.4

1.5

1.4

1.3

1.4

1.4

1.4

2.4

2.6

2.0

1.8

1.8

1.4

2.0

1.7

1.7 

1.7 

1.8

1.9

1.8

1.8

1.7

1.8

Dec.

1.8

2.0

2.2

2.9

3.0

2.8

2.9

Q 9

3.3

2.9

3.0

2.8

2.7

2.7

2.7

2.6

3.0

2.6

2.5

2.5

2.4 

2.4 

2.4

2-6

2.5

2.5

2.6

2.5

2.5

NOTE. Probable ice conditions January, February, March, and tha latter part of December. 

GRAND RIVER DRAINAGE BASIN. 

DESCRIPTION.

Grand River rises in the southern part of Jackson County, in the 

southeast-central part of Michigan, flows northward to Lansing, 

thence northwestward to the central part of Ionia County, and finally 

westward to Grand Haven, Mich., where it enters Lake Michigan. 

Its length by general course is about 200 miles, but following the 

bends and angles the distance is at least 300 miles. The principal 

tributaries beginning at the source are: From the right, Portage, Red 

Cedar, Lookingglass, Maple, Flat, and Rogue rivers; from the left 

there is only one of any importance Thornapple River. The total 

drainage area is about 5,570 square miles, which makes it the largest 

stream in Michigan.

The drainage basin is fairly regular in outline and shape. It lies 

at the southern border of the pine belt and is for the most part cleared 

and is now thickly settled, having become a rich agricultural region. 

The area is comparatively flat, being overlain with glacial drift with 

outcroppings of rock at rare intervals. At Grand Rapids, which is 

at the head of navigation, the stream passes over a limestone ledge, 

making a considerable fall at Grand Ledge. About 12 miles west of
52 SURFACE WATER SUPPLY, 1909 PAET IV.

Lansing there is a similar descent over sandstone. Below Grand 

Rapids the flow is very sluggish. In .the upper half of this stretch 

the immediate banks of the river are locally high, forming natural 

levees; below Lament bayous and swamps are common between the 

river banks and the foothills bordering the valley. The valley of the 

river proper is narrow; gravel bluffs from 50 to 60 feet high stand 

close to the stream in some places. The northwestern and southeastern portions of the drainage basin are thickly interspersed with 

small lakes, a number of which have no surface outlet.

The elevation of the sources of the river is about 1,000 feet; at 

Lansing the elevation is about 820 feet; at Grand Rapids it is about 

590 feet; at the mouth of the river the elevation is 581 feet; the total 

descent is therefore about 400 feet, which produces a rather low average fall.

The basin contains no noteworthy forested areas, all timber having 

been cut off some time ago.

The mean annual rainfall is from 30 to 35 inches. The winters are 

comparatively mild; in general the snowfall is not heavy and rce does 

not form very thick.

Possible storage sites have not been investigated, but it is thought 

that some of the lakes and swamps might be converted into goodsized reservoirs by means of dams of ordinary height.

The stream is of considerable value for water power, and some sites 

are still undeveloped. At the present time about 5,000 horsepower 

is developed at the larger plants on the main stream and tributaries.

The following gaging stations have been maintained in this drainage 

basin:

Grand River at North Lansing, Mich., 1901-1906. 

Grand River at Grand Rapids, Mich., 1901-1909.a 

Red Cedar River at Agricultural College, Mich., 1902-3. 

-Crockery Creek at Slocums Grove, Mich., 1902-3.

GRAND RIVER AT GRAND RAPIDS, MICH.

This station, which is located at the Fulton Street Bridge in Grand 

Rapids, Mich., was established March 12, 1901, to obtain data for 

studying water-supply, flood-control, pollution, and navigation 

problems.

The drainage area above the station is about 4,900 square miles.

Ice forms in winter and changes the relationship between gage 

heights and discharge. Power plants above the section modify 

the low-water flow.

In November, 1907, a new staff gage, with zero corresponding to 

the city datum, was attached to the bridge from which discharge

a Also gage-height records on Grand River at the Chicago and West Michigan Railroad bridge, 

Rapids, Mich., 1897-190Q.
ST. LAWKENCE EIVER BASIN. 53

.measurements are made. Readings taken on this gage were first 

reported in December, 1907. The zero of the gage in use prior to 

November, 1907, was 0.55 foot below the city datum; all gage readings, however, have been corrected to the city datum, and all published gage heights are therefore referred to the same datum. The 

records are reliable and accurate. Only two or three measurements 

have been taken at this station since 1905. These measurements 

appear to indicate that the 1905 discharge table does not hold after 

that year and therefore estimates of the flow have not been computed for later years. This station was last inspected October 

21, 1908.

The records are furnished by the city engineer of Grand Rapids 

and have not been verified by engineers of the United States Geological Survey.

Daily gage height, in feet, of Grand River at Grand Rapids, Mich.,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.

-0.10

.40

.20

.00

- .30

- .30

-'.30

- .05

.10

.10 

.00

- .20

- .45 

- .50

- .50

.50

.20

1.92

1.95

2.10 

1.35

.55 

 .25

Feb.

0.35

.25

.55

.80

.90

4.05

5.50

3.90

2.75

3.25

3.80

4.05 "s.'so"

6.20

5.70

5.20 

4.35

4.40

5.25

6.55

7.10

7.60

7.78

Mar.

7.88

8.05

7.98

6.88

5.95

5.08

4.65

4.60

4.75

4.75

4.85

4.70

"4.26

3.80

3.85

3.45 

2.90

2.95

2.30

2.55

2.60

3.00

3.10

3.35

3.80 

3.60

Apr.

2.80

2.55

2.15

2.40

2.92

3.00

3.05

2.32

3.55

3.95 

3.95

4.10

4.40

"6.70

7.35

7.95

8.80

8.95

8.60

6.90

5.65 

5.30

5.60

8.85

May.

10.05

12.60

14.35

14.85

14.25

13.12

11.75

10.42

8.70*

8.05

7.40

6.90

6.30 

5.65

5.25

5.45

4.82

3.50

2.30

2.18

1.80 

1.82

1.58

June.

1.85

2.00

1.90

1.88

2.82

3.28

3.92

4.15

5.42

5.38

5.15

3.70 

3.48

3.32

3.08

2.15 

1 98

1 40

1.30

QC

.75

.70

1 00

""."82"

.98

.88

July.

0.40

.20

.20

.50

- .15

- .15

- .12

- .00

- .30

- .40

- .25 

- .35

- .48

- .20

- .62

- .50

- .30

- .40

- .55

- .40

- .50

4H

- .45 

- .40

Aug.

- .35

- .38

- .40

- .08

- .50

- .32

- .20

- .20

- .28

- .45

- .42

- .55

- .48

- .48

- .55 

- .50

- .40

- .55

..65fi<;

- .78

- .68

- .70 

- .60

-'."45"

4,c

Sept.

-0.52

- .50

- .50

- .50

- .45

- .80

 60

- .65

- .65

- .55

- .75 

- .60

-\65

- .60

- .60

- .50

- .62

- .48

9C

- .22

- .30

- .30 

- .35

- .40 

- .45

Oct.

-0.35

- .30

- .45

- .45

- .32

- .50

- .50

- .50

- .28

- .32

- .30

- .30 

- .20

- .10

- .20 

- .35

- .30

- .35

- .40

- .35

- .45

- .35

- .35 

- .40

- .35 

- .40

Nov.

-0.30

- .32

- .38

- .32

- .20

- .12

- .20

- .25

- .30

- .22

- .18

- .10 -'.~io~

.05

15 

.32

.35

1.40

1.40

1.52

1.52

1.50

1.48 

1.30

Dec.

1.25

1.15

1.08

.75

.82

.80

.90

.98

1.00

' .55

.55

.80 

2.65

2.75

2.90

2.60

2.70

3.30

3.35

3.30

3.20

3.10 

3.10

2.90 

2.80

2.80

MANISTEE BIVEB DRAINAGE BASIN. 

DESCRIPTION.

Manistee River rises in several lakes along the boundary line 

between Antrim and Otsego counties, in the north-central part of 

Michigan, flows southwestward across Kalkaska, Wexford, and 

Manistee counties, and empties into Lake Michigan at Manistee,
54 SURFACE WATER SUPPLY, 1909 PAET IV.

Mich. It has but two important tributaries, both of which enter 

in the lower part of the river Big Bear on the right bank and the 

South Branch of the Manistee on the left bank. The length of the 

river is about 110 miles, not taking into account the numerous bends 

and angles; but following its windings its total length must be about 

200 miles, for it is very crooked. The total drainage area is about 

2,120 square miles.

The basin is somewhat irregular in shape, the upper part being 

narrow and the widest portion being found in the lower third. 

The soil of the area is sandy, and the stream receives a large proportion of its supply from springs along the banks of the main river and 

its tributaries. The country is flat or rolling. The elevation of the 

sources of the river is about 1,200 feet and the elevation of the mouth 

is 581 feet, a total fall of 620 feet.

Practically all the better timber has been cut from this drainage 

basin, although lumbering is still carried on to some extent.

The mean annual rainfall is about 35 inches. The winters are 

not severe; there is a fairly heavy fall of snow, and ice forms on the 

river about 1 foot in thickness during severe cold spells. The large 

amount of spring water helps to keep the river open.

Storage problems have not been studied, but as the basin contains 

many lakes it must afford conditions for creating reservoirs to conserve and regulate the flow.

The opportunities for water power have not been fully investigated. 

Good sites, however, must be available at various places, as the fall 

of the river is considerable, and the flow is well sustained during dry 

spells by the numerous springs.

The stream is used considerably for logging, but the lumber interests are becoming less every year.

One gaging station has been maintained in this drainage basin, 

Manistee River near Sherman, Mich., 1903-1909.

MANISTEE RIVER NEAR SHERMAN, MICH.

This station, which is located at North Bridge, about 1 mile from 

Sherman, Mich., was established July 10, 1903, to obtain data for 

studying water power, water supply, and pollution problems.

Wheeler Creek enters immediately below the station.

The river freezes over in winter, making necessary special studies 

to determine the winter flow. The constancy of flow of this stream, 

as shown by the tables given below, is remarkable and is due to 

springs and ground-water flow. The maximum recorded mean 

flow for any month from 1903 to 1908 is only 2^ times the minimum 

recorded mean flow. It has consequently been possible to estimate
ST. LAWRENCE RIVER BASIF. 55

the discharge during the frozen periods fairly closely by taking 

advantage of these facts and by utilizing climatologic data.

The stream is used for logging, and at times there are sunken logs 

in the bed of the stream which may affect the gage heights slightly.

The chain gage is attached to the bridge, from which all discharge 

measurements are made. The datum of the gage has remained 

unchanged.

The records are reliable and accurate prior to the last inspection 

of the station, October 23, 1908, except as conditions noted above 

may affect the readings. The accuracy of the daily and monthly 

discharges given below depends on the permanency of conditions 

of flow and of elevation of the gage since that date. Conditions of 

flow are, however, believed to be permanent.

The gage reader's salary has been paid for part of 1909 by William 

G. Fargo, Jackson, Mich.

Daily gage height, in feet, of Manistee River near Sherman, Mich., for 1909. 

[F. G. Bullock, 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.

2.1 

2.0

2.2

2.25

2.25

3.32

3.6

3.6

3.6

3.6

3.4

3.25

3.6

3 A

3.4 

3.2

2.95

2.6

2.4

2.4

Feb.

2.0 

2.4

2.4

2.62

2.G

2.6

2.4

2.4

2.4

2.5

2.5

2.4

2.4

2.4

2.4

2.2

2.3

2.3

2.3

2.4

2.4

2.3

2.2

2.18 

2.2

2.2

Mar.

2.2 

2.2

2.2

2.15

2.15

2.15

2.15

2.15

2.15

9 i >;

2.15

9 i >;

2.15

2.15

O 1 e

2.15

2

0

2.3

2.3

2.3

2.5

2.5

2.5

2.5

9 t\

2.5 

2.5

2

C

2.7

2 7

2.7

Apr.

4.7

4.55

4.3

4.7

5.6

5.9

PL 7

5.3

5.2

4.9

4.6

4.5

4.5

4.5

4.3

4.3

4.2

4.0

3.9

q n

May.

4.1 

4.2

4.2

4.0

4.0

3.9

3.9

3.9

q n

3.9

3.9

3.9

3.9

A q

4.5

A qo

A q

3.8

3.7

3.8

3.6

..3.5

3

C

3.5

3 q

3.3

q I

3.1

June.

3.0 

2.9

2.9

2.9

2.9

2.9

2.7

2.7

2.5

9 >;

2.5

2.8

2.6

2.6

2.6

2.6

2.6

2 9

2.9

2.8

2.7

2.5 9 >;

2.4

2.2 

2.2

2.2

9 9

July.

2.2 

2.55

2.6

2.5

2.5

2.5

2.4

2.4

2.3

9 ^

2.4

2.3

2.3

9 ^

2.2

2.2

2.15

2.15

2.15

2.15

9 1 e;

2.15

2.25

2.2

Aug.

2.1 

2.1

2.05

2.05

2.0

2.0

1.95

2.1

2.05

2.1

2 AC

2 AC

2.0

9 n

9 n

2.0 

1.9

1.9

1 9

1.95

1 95

Sept.

2.0 

2.1

2.1

2.1

2.1

2.2

2.2

2.1

2.1

2.1

2.3

2.35

9 ^PL

2.35

2 OK

2 OK

2.4

2.4

2.4

2.3

9 °.

9 ^

2

0E

2.25 

2.2

2.1

Oct.

2.1 

2.1

2.2

2.18

2.15

2.15

2.1

2.1

2.1

2.0

2.0

2

n

1.98

1.98

1 9

1.9

1.9

1 QC

2.08

2.18

2.2

2.1

2 05

2.0 

2.0

1.9

1 9

i QP;

2.1

Nov.

2.2 

2.28

9 1«

2.15

2.05

2.05

2.1

2.1

2.18

2.15

2

1 C

2.15

2.2

2.28

2.4

2.5

2.4

2

qc

2.35

2

qc

2.35 

2.35

2 q

2.3

2 q

Dec.

2.25 

2.25

9 9<;

2.2

2.15

2.15

2.15

9 i >;

2.2

2.2

2.28

2.3

2

qe

2.35

2,35

9 ^

2.4

2

AK

2.45

9 4>;

2.45

2.45 

2.4

2.4

2.4

2.4

2.45

NOTE. Ice conditions existed January 6-22. River frozen over January 6-11 and 19-22. No record 

April 1-7.
56 SUEFACE WATER SUPPLY, 1909 PART IV.

Daily discharge, in second-feet, of Manistee River near Sherman, Midi., 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.

917

883

952

970

970

800

800

800

800

800

800

900

900

900

900

900

900

900

900

900

900

1,360

1,500

1,420

1,330

1,230

1,100

1,020

1,020

Feb.

883

1,020

1,020

1,100

1,100

1,100

1,020

1,020

1,020

1 000

1,060

1,020

1,020

1,020

980

952

987

987

987

1,020

987

952

952

952

Mar.

952

952

934

934

934

934

934

934

934

934

987

987

987

QS7

1,060

1 060

1,060

1,060

1,060

1,060

1,140

1,140

1,140

Apr.

1 900

1,200

1,100

1,500

1 800

2,010

1,910

1,820

2,010

2,630

2,520

2,310

2,110

1,960

1,910

1,820

1,820

1,770

1,770

1,680

1,680

1 

' 640

May.

1,770

1,870

1,680

1,680

1 640

1 640

1 640

1,640

1 640

1,640

1.820

1,910

1 860

1,820

1,750

1,590

1,550

1,460

1 460

1 440

1,380

1 9QO

1,290

June.

1,250

1,210

1,210

1,210

1,210

1,210

1 140

1,060

1,170

1,100

1,100

1,100

1,100

1,100

1,210

1,170

1,140

1,060

1 060

1,020

QKO

QKO

QA9

952

QKO

July.

1,080

1,100

1 060

1 060

1 060

1,020

1,020

987

QC7

1,020

1,020

987

987

QC7

952

934

934

Q34

934

934

Q7n

970

952

952

917

Aug.

917

Qftft

900

883

883

866

866

Q1 7

917

01 7

900

017

917

900

900

900

900

883

883

883

883

850

 850

850

866

866

Sept.-

883

917

917

917

917

952

952

917

917

017

917

917

987

1,000

1 000

1,000

1,000

1,000

1,020

1,020

987

987

987

970

970

952

952

917

917

Oct.

917

917

952

945

934

934

917

917

917

883

883

876

876

850

850

850

866

866

910

945

952

934

917

900

883

883

850

850

866

917

Nov.

952

980

945

934

900

900

Q1 7

917

945

934

934

952

952

980

1,040

1,040

1,060

1,000

1,000

1,000

987

987

987

Dec.

970

970

952

934

934

934

QO/I

952

QKO

952

980

987

1 000

1,000

1 000

1,020

1 040

1,040

1 040

1,040

1,020

1,020

1,020

1,020

1,040

NOTE. Flow affected by ice conditions January 6-22 and discharge estimated. Also estimated for 

April 1-7. The daily discharges for free-flow periods are based upon a rating well defined between 883 and 

1,680 second-feet.

Monthly discharge of Manistee River near Sherman, Mich.,for 1909. 

[Drainage area, 900 square miles.]

Month.

M^y.... ................................

Julv..... ...............................

Discharge in second-feet.

Maximum.

1,500 

1,100 

1,140 

2,630

1,910 

1,250 

1,100 

917 

i;020 

952 

1,060 

1,040

2,630

Minimum.

883 

934

1,290 

952 

917 

850 

883 

850 

900 

934

Mean.

996 

1,010 

995 

1,820 

1,620 

1,100 

982 

891 

958 

898 

973 

993

1,100

Per 

square 

mile.

1.11 

1.12 

1.11 

2.02 

1.80 

1.22 

1.09 

.990 

1.06 

.998 

1.08 

1.10

1.22

Run-off 

(depth in 

inches on 

drainage 

area).

1.28 

1.17 

1.28 

2.25 

2.08 

1.36 

1.26 

1.14 

1.18 

1.15 

1.20 

1.27

16.62

Accuracy.

C. 

B. 

B. 

C. 

B. 

B. 

B. 

B. 

B. »B. 

B. 

B.
ST. LAWRENCE RIVER BASIN. 57

LAKE HURON DRAINAGE BASIN.

GENERAL FEATUBES.

The area tributary to Lake Huron in the United States comprises 

the eastern part of the Southern Peninsula of Michigan. South of 

Saginaw Bay the Lake Huron slope is very narrow and the brooks 

and runnels by which it is drained are only a few miles in length. 

The so-called Thumb of the Mitten is drained chiefly by three short 

northward-flowing streams, known as Willow, Pinnepog, and Pigeon 

rivers, which lie in a flat, marshy region. The Saginaw River system 

is tributary to the bay at its head, while northward from the bay are 

Rifle, Au Sable, and Thunder Bay rivers, streams having considerable 

fall, excellent ground storage, and well-sustained flow. Cheboygan 

River also belongs in the Lake Huron drainage basin.

AU SABLE RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of Au Sable River lies in the northeastern part 

of Michigan. The river rises in the heart of the plateau region in the 

central part of northern Michigan, in the southern part of Otsego 

County, flows southward along the western side of Crawford County 

to Grayling, then turns and flows eastward across Crawford and 

Oscoda counties, thence southeastward, and joins Lake Huron at 

Au Sable. The South Branch and the North Branch are the principal 

tributaries. The river is about 100 miles in length, not following 

the bends, and its total drainage area comprises about 2,010 square 

miles.

Along the lower 20 miles of the river the drainage basin is narrow, 

having an average width of about 5 miles; but farther up it is somewhat regular in shape, being about 40 miles long by about 30 miles 

wide. The drainage basin is underlain by shales which have been 

so deeply covered with glacial drift that rock outcrops are very rare. 

The upper end of the narrow part of the basin is rolling and hilly; 

the lower part is level and undulating. In its wider portion the basin 

consists chiefly of sand and gravel plains with undrained hollows. 

The elevation of the sources of the river is about 1,250 feet; at Barnfield, about 40 miles from the mouth, following the river, the elevation is about 850 feet; the elevation of the mouth is 581 feet.

This district was at one time noted for its white pine, but the area 

is now almost entirely cleared of its valuable native timber and is 

in great part covered with scrub conifers. The mean annual rainfall 

is about 30 to 35 inches. It is possible that deforestation has increased the flow of this stream by allowing the rainfall to be entirely
58 SURFACE WATEE SUPPLY, 1909 PAET IV.

absorbed by the sand and gravel soil. The water thus absorbed 

reappears as springs. The springs, which occur wherever the streams 

have cut down through the sand and gravel to the underlying clay, 

help maintain the flow of the stream in dry periods and have a 

tendency to keep the river open during the winter months, although 

the winter conditions are severe, snowfall being comparatively heavy 

and ice of considerable thickness forming on the streams.

The arrangement of this basin is very favorable for water-power 

developments, as three-fourths of the drainage area lies above the 

narrow portion in which the sites are found. Along this section the 

bed of the stream is of firm clay and in many places the river is 

flanked by high terraced clay cliffs rising 60 to 100 feet above it. 

Extensive investigations are now being made preparatory to developing the power.

The river is still used for logging, but the run of logs is small.

One gaging station has been maintained in this drainage basin: 

Au Sable River at Bamfield, Mich., 1902-1909.

AU SABLE RIVER AT BAMFIELD, MICH.°

This station, which is located at the steel highway bridge at Bamfield, Mich., was established August 27, 1902, to obtain data for use 

in water-power studies.

The measuring section was formerly located at "a wooden bridge 

about 400 feet above the new steel bridge from which measurements 

are now made. The steel bridge was begun in March, 1907, and 

finished in July, 1907. The staff gage, which is fastened to a pier 

of the old bridge, is unchanged and the section at the gage has not 

been altered in any way. A slight backwater effect has, however, 

been caused at the section where the gage is located by changes made 

in the channel below the gage at the time of the erection of the new 

steel bridge. The monthly discharges from March, 1907, to December, 1908, as published in Water-Supply Paper 244, are about 4 per 

cent or less in excess of their true values according to stage.

It is probable that the river is used for log driving only in the spring 

of the year, for during the summer and fall the gage heights are 

fairly uniform. As .sunken logs are removed from the river twice 

each year they have little if any effect on the gage readings.

Winters are severe in this locality; the river generally freezes over 

but does not remain closed longer than one or two months. Any 

increase in gage height during the winter months, unless caused by 

a thaw, is generally caused by backwater from ice jams formed by 

anchor ice.

a See list of miscellaneous discharge measurements made on Au Sable River at Rogers Bank, Mich. 

No established relation has yet been determined between the gage at Bamfleld and that at Rogers Bank.
ST. LAWRENCE EIVER BASIN. 59

Except as stated above, the records are reliable and accurate. 

Because of the change in channel conditions, the 1909 estimates are 

withheld until more data are available.

The gage reader's salary for part of 1909 was paid by William G. 

Fargo, Jackson, Mich.

Discharge measurements of Au Sable River at Bamfield, Mich., in 1909.

Date.

Do.........

Hydrographer.

W. M. O'Neill. .....................................

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

C. C. Covert. .......................................

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

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

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

Width.

Feet. 

86

86

120

120

87

87

Area of 

section.

Sq.ft.

396

631

598

406

391

Gage 

height.

Feet. 

1 19

1.22

1.25

1.21

Discharge.

Sec.-ft. 

1,050

856

984

1,180

1,140

a Ice along shores. 

6 Frozen over.

c Gage height to bottom of ice, 3.26 feet. 

d Gage height to bottom of ice, 3.19 feet.

Daily gage height, in feet, of Au Sable River at Bamfield, Mich., for 1909. 

[Mrs. W. H. Bamfleld, observer.]

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.

0.97

.95

1.00

1.15

1.05

1.10

1.10

1.20

1.40

1.80

1.65

1.20

.95

1.25

1.55

1.30

1.20

1.32

1.60 

1.25

1.18

1.36

1.60

2.10

2.29

1.98

1.90

1.75

1.65

1.42

1.20

Feb.

1.40

4.05

4.28

3.85

2.10

2.48

1.55

1.50

1.74

1.49

1.50

1.40

1.40

1.45

3.46

3.74

3.88

4.12

4.38 

3.90

4.00

2.28

1.22

1.33

1.37

1.29

1.34

1.26

Mar.

1.22

1.19

1.22

1.20

1.18

1.18

1.19

1.24

1.24

1.33

1.38

1.20

1.22

1.24

1.21

1.22

1.24

1.24

1.28 

1.20

1 23

1.25

1.25

1.30

1.35

1.40

1.46

1.51

1.52

1.50

1.46

Apr.

1.62

2.00

2.34

2.35

2.66

3.69

4.35

4.10

3.82

3.45

2.12

3.22

3.68

4.39

3.95

3.70

3.56

3.36

3.42 

3.56

3.46

3.60

3.65

3.54

3.02

2.88

2.85

2.90

2.86

2.95

May.

3.12

3.20

3.14

3.35

3.45

3.43

3.31

3.10

3.02

2.94

2.80

2.68

2.60

2.51

2.84

3.33

3.16

3.30

3.13 

2.61

2.50

2.39

2.38

2.22

2.14

2.06

1.95

2.17

2.20

2.22

2.14

June.

2.18

2.12

2.00

1.98

1.94

1.89

1.95

1.92

1.85

1.80

1.80

1.70

1.81

1.94

2.02

1.95

1.96

2.28

2.06 

1.94

1.90

1.72

1.62

1.55

1.50

1.45

1.25

1.11

1.19

1.48

July.

1.48

1.54

1.40

1.48

1.44

1.32

1.25

1.20

1.20

1.30

1 28

1.30

1.28

1.29

1.30

1.28

1.11

1.11

1.40 

1.25

1.46

1.65

2.50

2.90

2.55

2.32

1.90

1.74

1.82

1.91

1.80

Aug.

1.58

1.49

1.35

1.42

1.45

1.42

1.39

1.32

1.31

1.23

1.30

1.20

1.25

1.19

1.19

1.19

1.10

1.13

1.15 

1.09

1.00

1.05

1.08

1.20

1.18

1.20

1.12

1.21

1.30

1.16

1.12

Sept.

1.15

1.25

1.25

1.38

1.22

1.11

1.09

.96

1.06

1.14

1.50

1.18

1.18

1.10

1.02

1.10

1.07

1.10

1.04 

1.02

1.08

1.21

1.49

1.42

1.48

1.40

1.34

1.30

1.21

1.23

Oct.

1.11

1.20

1.18

1.34

1 28

1.14

1.08

1.00

1.02

1.06

1.31

1.16

1.00

1.20

1 19

1.55

1.31

1.35

1.35 

1.40

1.42

1.47

1.55

1.62

1.50

1.40

1.20

1.24

1.20

1.20

1.24

Nov.

1.22

1.39

1.32

1.31

1.22

1.19

1.21

1.20

1.24

1.39

1.21

1.28

1.40

1.50

1 49

1.54

1.50

1.60

1.70 

1.54

1.66

1.82

1.69

1.61

1.58

1.48

1.72

1.99

2.00

1.93

Dec.

1.95

1.85

1.56

1.57

1.54

1.66

1.66

1.74

1.54

1.54

1.59

1.54

1.62

1.69

1.74

1.80

1.69

1.60

1.78 

1.90

2.00

2.00

1.69

1.50

1.40

1.44

1.42

1.36

1.30

1.39

1.52

NOTE. Ice conditions existed January 6-20 and January 30 to February 22; also during the latter 

part of December.
60 SURFACE WATER SUPPLY, 1909 PART IV.

; SAGINAW RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of the Saginaw River lies in the north-central 

part of Michigan, surrounding Saginaw Bay. The Saginaw is formed 

by three rivers Tittabawassee River, which is the most northern; 

Shiawassee River, which extends to the south; and the Cass, which 

drains the eastern part of the basin. Tittabawassee River rises in the 

southwestern part of Ogemaw County, flows southward to the central 

part of Midland County near Midland, then southeastward, and joins 

Saginaw River a few miles above the city of Saginaw; it receives the 

waters of Tobacco, Salt, and Pine rivers, and Chippewa River, which 

discharges to the Pine. Shiawassee River rises in the central part of 

Livingston County and flows northward into Saginaw River. This 

river is really the main stream of the drainage basin, as it is a direct 

continuation of Saginaw River. Its principal tributaries are Bad and 

Flint rivers. Cass River, the smallest of the three tributaries that 

form the Saginaw, is formed by the union of the North and South 

branches. Considering the South Branch as the main stream, the 

river rises in the western part of Sanilac County, flows northward 

until it crosses into Tuscola County, then southwestward into the 

Saginaw about opposite the mouth of the Tittabawassee. It has no 

important tributaries.

Saginaw River proper is only 20 miles long, the Tittabawassee and 

the Shiawassee are about 80 miles in length, and the Cass is about 75 

miles long. None of these measurements takes into account the 

short bends and angles. The total drainage area of Saginaw River 

comprises about 6,260 square miles; of this area about 2,620 square 

miles belong to the Tittabawassee, about 2,420 square miles to the 

Shiawassee, and about 994 square miles to the Cass.

This drainage basin, like most of the river basins in Michigan, is 

covered with glacial drift, and presents a flat surface varied only by 

the valleys which the larger streams have cut from 10 to 30 feet below 

the plain. The depth of the surface deposits is not everywhere uniform, varying from a thin film to a layer 500 feet thick, but being in 

most places about 80 to 100 feet in thickness. To the southeast the 

drift coating is very thin, the maximum being about 40 feet, but 

toward the west it becomes thicker.

The sources of the Tittabawassee lie about 900 feet above sea level; 

at Midland.the elevation is about 600 feet; Saginaw Bay is about 581 

feet above sea level. The elevation of the sources of the Shiawassee 

is about 920 feet; at Coruna the elevation is about 740 feet. The 

sources of the Cass are at an elevation of about 800 feet; at Vassar 

the elevation is about 610 feet. The slope of the Saginaw River is
ST. LAWRENCE EIVER BASIN. 61

so small that fluctuations in the elevation of Saginaw Bay caused by 

strong winds sometimes reverse the current in the river.

This section of Michigan has been about cleared of its timber, and 

the entire area is largely under cultivation, but some lumbering is still 

being done on the Tittabawassee.

The mean annual rainfall is from 25 to 30 inches. The winter 

conditions are comparatively severe in the northern half of the basin; 

the snowfall is heavy, and ice of considerable thickness forms on the 

streams; in the southern half of the basin the winters are somewhat 

milder. The climate and temperature of the entire lower peninsula 

of Michigan is much modified by the bodies of water that surround it.

The feasibility of storage has not been investigated. The land in 

the drainage basins of the Shiawassee and Cass and in the lower part 

of the Tittabawassee is becoming of such agricultural value and 

swamp areas are being reclaimed to such an extent that there is little 

opportunity for storage. The map, however, shows several lakes at 

the sources of the Shiawassee and Tittabawassee that may be utilized 

as reservoirs for conserving the flow of these two streams.

The Shiawassee and Tittabawassee and their tributaries afford 

some opportunities for water-power development, but dry-season 

flow of the Cass is so small that such opportunities are lacking.

The following gaging stations have been maintained in this drainage 

basin:

Flint River at Flint, Mich., 1903-4. 

Cass River at Frankenmuth, Mich., 1908-9. 

Cass River at Bridgeport, Mich., 1908. 

Tittabawassee River at Freeland, Mich., 1903-1909.

CASS RIVER AT FRANKENMUTH, MICH.

This station, which is located at the highway bridge at Frankenmuth, Mich., was established February 18, 1908, to obtain data for 

studying water-supply and pollution problems, and was discontinued 

March 31, 1909.

Perrys Creek enters from the south about 5 miles above the station.

The low-water flow is controlled by a power plant above the station. The discharge is affected by ice during the winter periods.

The first staff gage was attached to a pile practically at the measuring section; later a staff gage on one of the piers of the bridge was 

used.

Reports of discharge measurements made at this station in 1909 

were furnished by R. M. Roberts, city engineer of Saginaw, Mich. 

It is believed that the measurements are reliable and accurate. The 

gage heights are referred to the city datum of Saginaw, Mich.
62 SUEFACE WATER SUPPLY, 1909 PAET IV.

Discharge measurements of Cass River at Frankenmuth, Mich., in 1909.

Date.

March 20. ......

March 21 .......

April 20. .......

April 22........

April 23........

April 24........

Hydographer.

.....do.... :........................................

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

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

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

Width.

Feet. 

141

144

168

168

168

154

Area of 

section.

Sq.ft.

776

1,040

2,290

1,900

1,620

1,200

Gage 

height.

Feet. 

8.50

10.50

18.00

15.70

14.00

11.90

Discharge.

Sec.-ft. 

818

1,330

6,140

3,390

2,550

1,720

Daily gage height, in feet, of Cass River at Frankenmuth, Mich., for 1909. 

[Conrad Schriener, observer.]

Day.

1.... ....

2..........

3..........

5..........

6..........

7..........

8.... ......

9..........

10..........

Jan.

5.2

5.5

5.35

6.0

5.55

5.45

5.7

5.8

5.6

5.4

Feb.

6 9

6.5

6.6

6.4

6.2

8.2

9.9

9.7

8.9

Mar.

101

12.6

12.1

11.7

11.4

11.8

11.6

11.6

13.3

13.1

Day.

11..........

12..........

13..........

15..........

16..........

17..........

18..........

19..........

20..........

Jan.

5.5

5.4

5.55

5.5

5.55

5.6

5.4

5.85

6.0

5.8

Feb.

7.9

7.7

7.4

7.0

7.0

6.8

7.0

6.6

7.5

Mar.

12.9

12.7

12.4

11.3

11.4

12.0

11.9

8.5

Day.

21..........

22..........

23..........

24..........

25..........

26..........

27..........

29..........

30..........

31..........

Jan.

5.7 5.4"

6.6

8.2

10.3

9.7

8.25

7.25

7.3

7.4

7.45

Feb.

8.4

9.0

9.9

11.3

13.3

14.0

14.5

13.9

Mar.

8.5

8.4

8.4

8.2

10.4

14.3

13.3

13.4

12.7

11.4

10.5

NOTE. Ice conditions existed during portions of January and February.

Daily discharge, in second-feet, of Cass River at Frankenmuth, Mich., for 1909.

Day.

1..........

2..........

4..........

5..........

6..........

7..........

8.. ........

9..........

10..........

Jan.

50

50

50

50

50

50

50

50

50

Feb.

200

150

inn

100

100

566

1,030

1,160

963

500

Mar.

2,400

2,140

1,710

1,580

1,760

1,670

1,670

2,510

2 ' 4QQ

Day.

11..........

12..........

1 ^

15..........

16..........

17..........

18..........

19

20..........

Jan.

50

50

50

50

50

-50

50

50

50

50

,Feb.

400

300

300

200

200

200

200

200

200

400

Mar.

2,300

2,190

1,540

1,580

1,S50

1,800

884

638

Day.

21..........

22..........

23..........

24. .........

25..........

26..........

27..........

23..........

23..........

33..........

01

Jan.

80

80

252

566

1,160

963

578

366

375

300

250

Feb.

614

765

1,540

2,510

2,910

3,230

2,850

Mar.

638

614

614

566

1,200

3,100

2,510

2,560

2,190

1,580

1,230

NOTE. The flow was affected by ice conditions during; the periods January 1-22, January 20 to February 

5, February 10-20, and discharge estimated from study of gage heights and weather reports. Discharge 

interpolated for March 19. The daily discharges for open-channel periods are based on a rating well defined between 252 and 3,230 seccnd-feet.

Monthly discharge of Cass River at Frankenmuth, Mich., for 1909. 

[Drainage area, 863 square miles.]

Month.

Discharge in second-feet.

Maximum.

1,160

3,230

3,100

Minimum.

566

Mean.

193

818 

1.690

Per 

square 

mile.

0.224 

.048 

1.96

Run-off 

(depth in 

inches on 

drainage 

area).

0.26 

.99 

2.26

Accuracy.

D. 

D. 

B.
ST. LAWRENCE BIVEE BASIN. 63

TITTABAWASSEE EIVEE AT FEEELAND, MICH.

This station, which is located at the highway bridge at Freeland, 

Mich., was established August 22, 1903, to obtain data for studying 

water-power, water-supply, and pollution problems. It was discontinued August 3, 1906, and was reestablished October 28, 1906.

The drainage area above the station is about 2,550 square miles.

Ice forms at the measuring section, and special studies are necessary 

to determine the flow during the frozen period.

The records are reliable and accurate. A chain gage is attached to 

the bridge from which all measurements are made. The datum of 

the gage has remained unchanged.

This station was last inspected by engineers of the United States 

Geological Survey on October 28, 1908. Conditions of flow are 

believed to be permanent. On account of the erratic plotting of 

measurements and the questionable correction for obliquity of current 

at different stages, it is deemed advisable to withhold estimates until 

more data are available.

The following discharge measurement was made by Richard R. 

Ryan:

April 17, 1909: Gage height, 7.84feet; discharge, 6,170 second-feet. A correction 

of 89 per cent was made for obliquity of current.

Daily gage height, in feet, of Tittabawassee River at Freeland, Mich., for 1909. 

[W. E. Dennison, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.47

2.55

2.85

3.45

6.50

7.00

8.65 

8.00

7.58

6.80

5.55

4.80

Feb.

4.62

4.60

5.00

5.43

6.00

6.95

7.00

7.02

6.83

6.42

6.00

5.40

4.83

4.25

8.16

8.25

Mar.

5.62

6.20

6.81

7.60

7.15

7.00

6.85

6.68

6.42

6.00

6.25

6.46

6.35

6.21

6.02

6.72

6.90

7.30

7.65

7.53 

7.00

6.65

6.60

6.51

6.43

Apr.

6.00

5.62

5.48

5.82

6.50

7.12

7.92

8.00

7.70

7.00

6.56

5.85

6.00

6.82

7.61

6.72

7.30

8.21

10.38

13.32

14.00

13.30

12.00

10.31

8.23

7.30 

6.55

5.63

5.53

7.42

May.

12.68

14.30

13.65

11.95

10.30

8.21

7.90

7.40

7.00

6.60

7.70

7.00

6.70

5.87

5.05

5.15

5.00

4.61

4.20

3.90

3.72

3.51

3.30

3.21

3.15

3.00 

2.91

2.90

2.87

2.85

2.85

June.

3.85

3.80

3.75

6.40

8.03

7.90

6.20

5.05

4.63

4.31

4.00

3.61

3.31

3.30

3.21

3.17

3,00

2.90

2.76

2,71

2.68

2.53

2.41

2.35

2.21

2.14 

2.00

2.00

2.12

2.20

July.

2.27

2.35

2.41

2.33

2.30

2.25

2.20

2.10

2.00

1.95

1.92

1.91

1.86

1.80

1.71

1.6S

1.60

1.60

1.55

1.53

1.51

1.50

1.50

1.51

1.50

1.50

1.48

1.48

1.50

1.62

1.70

Aug.

1.75

1.80

1.84

1.90

1.95

1.98

1.94

1.93

1.92

1.90

1.84

1.78

1.72

1.70

1.64

1.60

1.61

1.63

1.65

1.60

1.59

1.56

1.53

1.50

1.46

1.45 

1.43

1.40

1.37

1.36

1.40

Sept.

1.45

1.50

1.53

1.52

1.50

1.51

1.50

1.48

1.45

1.47

1.46

1.45

1.47

1.50

1.50

1.48

1.47

1.45

1.45

1.46

1.48

1.50

1.58

1.73

2.00

2.10 

2.10

2.00

1.82

1.79

Oct.

1.76

1.75

1.74

1.77

1.80

2.00

2.15

2.12

2.10

2.05

2.00

1.98

1.91

1.78

1.70

1.87

1.90

1.86

1.90

1.92

1.97

1.93

1.91

1.90

1.97

1.86 

1.82

1.80

1.70

1.75

1.70

Nov.

1.73

1.80

2.00

2.00

2.20

2.21

2.20

2.13

2.10

2.31

2.24

2.27

2.30

2.31

2.34

2.38

2.31

2.30

2.35

; 2.38

2.40

2.42

2.40

2.43

2.46

2.50 

2.50

2.51

2.50

2.52

Dec.

2.50

2.45

2.40

2.23

2.12

2.20

2.21

2.20

2.51

2.82

3.00

3.15

3.12

3.10

3.14

3.11

3.02

3.00

3.05

3.10

3.12

3.05

3.00

3.00

2.96

2.97 

2.97

2.94

2.90

2.85

2.82

NOTE Ice conditions January 1 to about March 1. The ice thickness varied from 0.75 foot to 1.1 feet 

during this period.
64 SUEFACE WATER SUPPLY, 1909 PAET IV.

LAKE ERIE DRAINAGE BASIN.

GENERAL FEATURES.

That portion of the Lake Erie drainage basin that lies within the 

United States, exclusive of Lakes Superior, Michigan, and Huron, 

covers the northern third of Ohio, a small corner of northeastern Indiana, and a similar area in southeastern Michigan. South of the lake 

the drainage area is narrow, the divide lying in places scarcely 50 

miles back from the lake shore. To the west the width of the area is 

greater, and the Maumee, which enters the lake near Toledo, is the 

largest stream of northern Ohio. The average altitude of the basin 

above Lake Erie is 500 feet, but the head of the Maumee at Fort 

Wayne, Ind., is only 170 feet above the lake. The surface is level or 

gently rolling.

The principal streams are Huron and Raisin rivers, which enter the 

lake from the Michigan corner, and Maumee, Black, and Cuyahoga 

rivers, which enter from Ohio. Of these, the Maumee, formed by the 

junction of St. Marys and St. Joseph rivers at Fort Wayne, Ind., is 

the most important.

HURON RIVER DRAINAGE BASIN. 

DESCRIPTION.

The drainage basin of Huron River lies in the southeastern part 

of Michigan. The river rises in several small lakes near Pontiae, in 

Oakland County, flows southwestward until it enters Washtenaw 

County, and then turns to the southeast and joins Lake Erie near 

the mouth of Detroit River. Its length, not following the bends of 

the river, is about 80 miles, and its total drainage area comprises 

about 1,060 square miles. The only important tributary is Mill 

Creek, which enters on the right bank at Dexter, Mich.

The drainage basin is irregular in shape, having its greatest length, 

about 50 miles, parallel to and lying at a distance of 25 to 30 miles 

from Detroit River. This basin is connected with Lake Erie by a 

long narrow valley averaging not more than 5 miles in width, extending from a point near Ypsilanti southeastward to Lake Erie, a distance of 28 miles. In this portion of its course a large part of the 

total fall of the river occurs.

The northern part of the catchment area is rolling and its topography is complex. The stream flows through a series of lakes, and 

north of Dover the basin is largely composed of lakes and surrounding 

marshes. In the vicinity of Ann Arbor the topography is very rolling. Below Ypsilanti the country is flat.

The sources of the river have an elevation of about 900 feet above 

sea level; at Portage Lake, where the river turns and flows southeast-
ST. LAWRENCE KIVEB BASIN. 65

ward, the elevation is 850 feet; at Ypsilanti the elevation is 690 feet; 

at the mouth of the river the elevation is 573 feet.

There are no forested areas in this section. The mean annual 

rainfall is about 35 inches. The winters are comparatively mild; 

the snowfall is not heavy and ice does not form very thick.

Storage problems have not been studied, but the numerous lakes 

and swamps afford a natural storage and produce a steady flow.

The conditions for water power on this stream are nearly ideal, 

as almost the entire catchment area is situated above the portion of 

the river that is most suited for the location of dams. A few sites 

below Ann Arbor have been developed, and opportunities for further 

development exist in this stretch of the river.

The following gaging stations have been maintained in this drainage basin:

Huron Eiver at Dover, Mich., 1904. 

Huron Eiver at Dexter, Mich., 1904-1909. 

Huron Eiver at Geddes, Mich., 1904-1909. 

Huron Eiver at French Landing, Mich., 1904-5. 

Huron Eiver at Flat Eock, Mich., 1904-1909.

HURON RIVER AT DEXTER, MICH.

This station, which is located at the highway bridge at Dexter, 

Mich., was established September 1, 1904, to obtain data for use in 

studying water-power, water-supply, and pollution problems.

Mill Creek enters a short distance above the station.

On March 12, 1908, the staff gage which was in use until that time 

was carried out by the ice; a chain gage was installed March 26, 

1908, at the same datum as the staff gage. As the current is swift 

at the section, little ice forms and the gage heights are only slightly 

affected thereby. The datum of the gage has remained unchanged. 

The high water that carried away the gage produced a permanent 

change in the bed of the river and altered the relation between the 

gage heights and discharge which existed prior to March 12, 1908.

A small headrace runs to an abandoned mill on the left bank, but 

at ordinary and low stages there is little or no flow in this canal; at 

high stages a small amount of water may pass around the gage 

through this raceway.

The service of the gage reader at this station is paid by the Washtenaw Light and Power Company, Ann Arbor.

The discharge measurements taken at this station plot very 

erratically, and any estimates of discharges attempted on the basis 

of the records which follow should be used with great caution. This 

station was last inspected October 16, 1909. 

55520° WSP 264 10 5
66 SUEPACE WATER SUPPLY, 1909 PAET IV.

Daily gage height, in feet, of Huron 'River at Dexter, Mich.,for 1909. 

[Elisha White, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

16.....---.......

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.1

.08

.05

.0

.0

.0

.0

.0

.0

.0

.0

.2

.2

.2

.3

.3

.3

.28

.18

.08

.05

.3

.4

.4

.4

.4

.32

.32

Feb.

0.5

.48

.38

.28

.2

.7

.9

.82

.65

.5

.5

.5

.5

.5

.5

.45

.6

.55

.5

.5

.75

1.25

2.2

2.2

2.2

.......

Mar.

1.9

1.9

1.82

1.58

1.48

1.4

1.38

1.3

1.3

1.55

1.6

1 48

1 28

1.18

1.1

1.08

.92

.82

.8

.8

.75

.68

.6

.6

.7

.7

.7

.7

.65

.58

.55

Apr.

0.55

.52

.5

.5

.5

.5

.55

.6

.55

.5

.45

.45

.5

.5

.45

.45

.48

.58

.65

.65

.6

.55

.5

.45

.72

2

QK

May.

3.2

3.05

2.85

2.65

2.5

2.48

2.38

2.25

2.05

1.98

1.85

1.82

1.58

1.55

1.6

1.55

1.22

1.12

1.05

no

.82

.72

.62

.58

.5

.55

.6

.52

.45

June.

0.45

.42

.4

.35

.32

.3

.45

.65

.68

.68

.68

.58

.5

.45

.42

.32

.25

.48

.32

28

.25

.2

.2

.15

.18

.08

.0

 1

July.

-0.1

- .1

- .08

- .05

 .08

- .15

- .18

- .2

- .2

- .22

- .25

- .25

- .25

- .28

- .3

- .2

- .28

- .3

- .3

- .32

- .35

- .28

- .18

- .2

- .22

- .25

- .3

- .3

- .25

- .22

Aug.

-0.3

- .3

__ Q

- .05

.0

- .08

- .18

- .2

- .25

- .25

.0

- .05

- .2

- .2

- .2

- .2

- .22

- .25

- .25

- .3

 .28

- .3

- .32

- .38

_ 4

- .45

AK

- .45

- .38

- .3

- .35

Sept.

-0.32

- .3

- .3

- .28

- .3

- .8

*- ^

- .3

- .3

__ -I

- .1

- .15

- .2

- .2

- .22

- .25

- .3

- .3

- .3

- .3

- .3

 .3

- .2

- .2

- .25

- .3

 . ^

- .3

- .2

- .2

Oct.

-0.25

- .25

- .28

- .3

- .3

- .3

- .3

- .3

- .3

- .3

- .3

__ Q

- .3

- .3

__ Q

- .3

- .3

_ 2

__ 0

- .35

- .35

- .35

- .28

 .2

- .2

- .2

- .25

- .25

- .38

- .28

- .3

Nov.

-0.3

- .1

_ j

 1

- .1

__ J

- .1

- .1

.0

.0

- .05

- .05

- .05

- .05

- .02

.0

.15

.15

.1

.1

.4

.9

.9

.85

.8

.72

.62

.55

.52

Dec.

0.48

.42

.85

.8

.8

.3

.28

.22

.15

.15

.1

.1

.3

.6

.68

.58

.48

.4

1.1

1.2

1.35

1.4

.9

.75

.5

.4

.4

 76

1.05

1.15

.95

HURON RIVER AT GEDDES, MICH.

This station is located at the power plant of the Washtenaw Light 

and Power Company at Geddes, Mich. It was established February 

1, 1904, to obtain data for studying water-power, water-supply, and 

pollution problems.

Fleming Creek enters from the north about one-half mile below 

the station. The flow of the river at this point is determined by 

computing the flow through the turbines by knowing the head-gate 

opening, rating of the wheels, and the number of hours the turbines 

are run. The flow over the crest of the dam is determined by considering the dam as a weir, the proper coefficient to be applied being 

assumed.

The records at this station are furnished by the Washtenaw Light; 

and Power Company, of Ann Arbor, Mich. The computations of; 

the discharge are furnished by Gardner S. Williams. The data, 

have not been verified by engineers of the United States Geological 

Survey.
ST. LAWRENCE EIVEE BASIN. 67 

Daily discharge, in second-feet, of Huron River at Geddes, Mick., 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.

77

212

a 317

249

294

243

152

246

254

262

189

201

163

°77

224

213

153

119

256

540

«521

645

659

527

516

Feb.

358

294

460

478

528

779

a 909

779

638

611

491

618

823

a 601

532

716

356

588

665

657

a 772

690

992

2,150

1,680

1,630

1,690

al,600

Mar.

1.420

1,460

1,450

 1,300

1,040

1,010

a 673

672

774

714

734

605

a 561

510

457

380

470

493

a 486

432

376

252

436

426

417

368

Apr.

368

376

343

a 286

370

359

360

365

370

296

«276

325

316

300

311

297

303

«249

424

537

551

620

636

637

«612

569

548

543

718

2 Edfl

May.

2,240

«1,990

1,700

1,960

1,630

1,640

1,580

1,480

"1,480

1,290

1,220

1,260

1,080

1,070

«942

1,010

976

819

847

810

852

668

673

583

674

618

638

591

Juue.

574

489

408

512

571

a 524

524

602

634

743

733

705

0611

567

538

529

450

514

510

0436

435

365

300

347

300

318

o264

506

393

153

July.

297

282

291

a 232

355

301

155

141

127

141

a!24

273

149

154

154

145

171

«220

112

100

, 49

111

200

220

ol40

164

143

95

87

146

137

Aug.

a 102

115

87

88

148

163

173

ol09

102

106

181

192

161

127

ol38

195

105

79

128

117

132

olOO

104

83

98

74

76

44

a 51

65

88

Sept.

72

78

74

103

o90

182

117

98

95

146

145

a 173

139

111

97

98

107

117

a 97

97

90

100

132

104

131

a 114

64

107

145

183

Oct.

162

120

ol35

129

111

111

101

87

110

099

113

104

118

119

128

128

ol29

75

133

152

147

139

115

o91

135

125

143

152

137

160

ol51

Nov.

134

143

169

173

& 138

161

a b 138

94

214

204

209

214

202

o297

218

228

343

272

248

249

o262

427

934

783

790

748

773

«660

663

586

Dec.

685

356

383

385

a 399

512

277

378

189

233

299

o342

465

593

742

595

537

353

o457

422

376

365

378

386

297

o531

380

283

284

307

342

o Sunday.

& Geddes pond drawn to repair darn; value interpolated from discharge records at Superior dam, about 

1£ miles below Geddes.

Monthly discharge of Huron River at Geddes, Mich.,for 1909. 

[Drainage area, 757 square miles.]

Discharge in second-feet.

Month.

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

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

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

Maximum.

694

2,150

1,460

2,240

743

355

195

183

162

934

742

Minimum.

294

252

249

153

49

44

64

75

94

189

44

Mean.

302

824

663

494

1,130

485

175

114

114

124

356

403

432

Per

square 

mile.

0.399

1.09

.876

.653

1.49

.641

.231

.151

.151

.164

.470

.532

.571

inches on 

drainage 

area).

0.46

1.14

1.01

.73

1.72

.72

.27

.17

.17

.19

.52

.61

7.71

Run-off

HURON RIVER AT FLAT ROCK, MICH.

This station, which is located at the highway bridge at Flat Rock, 

Mich., about one-half mile below the crossing of the Detroit, Toledo 

and Iron ton Railroad, was established August 6, 1904, to obtain
68 SURFACE WATER SUPPLY, 1909 PART IV.

data for use in studying water-power, water-supply, and pollution 

problems.

No important tributaries enter near the gaging station.

The ordinary flow of the stream is controlled by a dam and power 

plant immediately above the station, but as the river is very steady 

the dam produces very little artificial control. The nearness of the 

mill prevents the formation of ice in winter at the gaging section, but 

jams frequently form below the station, causing backwater. All 

discharge measurements are made from the bridge.

The staff gage is located at the measuring section. The datum of 

the gage has remained unchanged. The records are reliable and 

accurate.

The services of the gage reader at this station are paid by the 

Washtenaw Light and Power Company, Ann Arbor, Mich. This 

station was last inspected October 16, 1908. The accuracy of the 

daily and monthly discharges therefore depends on the permanency 

of conditions of flow and of the elevation of the gage since that date. 

Conditions of flow are believed to be permanent.

Daily gage height, in feet, of Huron River at Flat Rock, Mich., for 1909. 

[C. L. Metier, observer.]

Day.

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

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

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

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

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

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

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

10.---...........

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

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

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

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

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

18.....-...-.-...

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

20. --....-.......

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.6

1.55

1.25

1.45

2.1 

1.9

1.4

2.2

1.9

1.75

1.85

1.85

1.5

1,7

1.75

1 7^

1.75

1.7

1.8

1 Q

2.4

2.75

2.8

9 75

9 f\f\

9 fi

2.45

2.5

Feb.

2 f)

2.1

2.45

2.4 

2.95

4.1

2.85

2.7

2

QC

3.5

3

C

2 7

3.45

1 7<;

3.6

3

cc

3

QC

0 QC

A fiC

6.2

7 1

7 ft^

7 9<;

7 2

Mar.

6.85

6.65

6.3

5.3

5.0

5.6

5 9

A QC

4.6

A OC

: Oc

4 2

3

QC

3 QC

3.75

3

0

3

C

3

c

3

OC

3.75

Q Q

3.75

3.65

3

cc

3.25

Apr.,

3

1

3

1

3

1

3.0

3.05

3

nc

3

0C

3 4

3

0C

3 AC

2 Q

9 7^

2

0

2

0

2 Q

2 9

2

7c

9 fi

9 Q

2

0

2 Q

3

1

3 1

9 QP;

9 Q^.

2 9

9 75,

2.85

5 OK

May.

7

QC

8.4

7.75

7.3

6.95 

6.7

6.7

6.1

6.05

5.7

5

OC

5 2

5.1

5

0C

4.85

4 1 ^

4.0

3.85

3

C

3

OC

3

f\

3

9K

3

0

3 OK

2

0

2.85

June.

2.85

2.85

2.7

3.0 

2.9

2.75

3.55

3.75

3.15

2

QC

2.85

2.45

2

0C

2.4

2

KC

2

0C

2.2

2.2

1 fi

1.9

1.75

1.8

1,85

1.65

July.

1.4

1.15

1.3

1.15

1.25

1.1

i 9*; 1.1

.8

QC

QK

1.1

.85

QC

QC

QC

.7

.8

.95

1.0

1.05

1.2

1 9^

1.1

Aug.

1.1

1.1

.95

.95

.85

1.05

1 0

.85

.6

.6

.75

1 9^

1.15

1 t

1 2

.75

.6

.4

.7

.75

.85

9

.9

.75

.65

.55

Sept.

0.55

.65

.7

.7

.8

.8

75,

.65

Q

1.05

.8

OC

1.05

QC

9

.65

.8

1.0

.9

.7

85

Oct.

1.1

1.25

%

.8

71

.9

.85

9

1.0

1.05

1.15

9

9

.75

Q

1.05

1.1

1.1

1.1

1.05

i o

1.0 1.1

1.05

.9

9

1.05

QC

1.1

Nov.

1.05

1.2

1 15

1.1

1.25

1 9^

1.1

1.35

1.3

1.25

1

0C

1 1

1.15

1.2

1 9^

1 T.^

1.7

1.6

1 flA

1.7

1.65

2.0

3.6

3 Q

°. 7

3.15

3

n

3

nc

Dec.

2 OR

2.65

9 f&

2.5

2.4 

2.46

2.5

2.55

2.0

2.85

9 91

2 2

2 7

4.15

4

e

4.4

O Q

3.35

9 71

2.1

Q n

3

1

2 95

3.05

2.8

2.8

9 Q

2.95

2

7C

2.75

NOTE. Flow affected by ice conditions during portions of January, February, and December.
ST. LAWRENCE RIVER BASIN. 69 

Daily discharge, in second-feet, of Huron River at Flat Rock, Mich.,for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

1 3

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

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

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

19

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

91

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

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

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

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

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

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

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

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

Jan.

356

280

323

477

qcn

OCA

350

350

OKA

OKA

OKA

350

OKA

*?7Q

403

ccfi

668

654

625

Af\f)

400

Feb.

400

400

400

400

556

712

1,070

991

682

732

639

712

700

700

700

700

7nn

700

896

1,020

1,020

1,210

1 800

2,200

2,180

2,160

Mar.

2,030

1,960

1,850

1,840

1,480

1,540

1,380

1,360

1,450

1,520

1,590

1,450

1,360

1,240

1,160

1,160

1,110

1,020

991

959

975

911

880

959

975

959

927

896

864

802

Apr.

757

757

757

727

742

742

802

849

802

742

697

654

668

668

697

697

654

625

668

697

668

697

757

757

712

712

697

654

682

1,680

May.

2,420

2,380

2,200

2,060

1,980

1,980

1,920

1,820

1,760

1,750

1,620

1,450

1,420

1,560

1,470

1,330

1,090

1 A4A

991

911

864

802

727

802

818

668

682

June.

682

682

639

597

727

697

654

712

802

896

959

864

772

712

682

556

597

coo

503

403

427

391

403

415

368

July.

312

260

291

260

250

OCA

280

250

192

202

202

220

220

220

211

174

192

192

220

91 1

230

240

280

250

Aug.

250

220

220

202

211

260

270

202

157

157

183

280

260

109

291

270

183

157

174

192

183

202

91 1

211

211

183

148

Sept.

148

174

174

192

211

188

183

1C6

192

240

192

202

211

192

211

211

166

192

192

192

211

211

174

91 1

202

Oct.

250

220

211

192

183

91 1

202

211

230

260

911

211

211

1QQ

240

OCA

OCA

OKA

270

211

240

Nov.

240

270

260

250

280

280

OCA

291

280

280

291

260

280

302

379

356

41 f»

379

911

1,010

980

Q4Q

772

727

654

749

Dec.

682

625

597

583

556

570

COO

^nn

400

4nn

503

GO A

1,090

1,210

1,170

1,010

600

600

600

500

500

500

CAA

400

400

400

400

400

400

NOTE. The flow was affected by ice conditions January 6-;20, January 29 to February 4, February 13-18, 

December 8-11, December 18-31, and discharge has been estimated from a study of gage heights, weather 

reports, and comparison with the Geddes station. The daily discharges for free-flow periods are based on 

a rating curve well defined between 124 and 1,040 second-feet.

Monthly discharge of Huron River at Flat Rock, Mich.,for 1909. 

[Drainage area, 1,000 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

668 

2,420 

2,030 

1,680 

2,640 

959 

312 

291 

240 

280 

1,010 

1,210

2,640

Minimum.

802 

625 

668 

368 

166 

124 

148 

183 

240

124

Mean.

406 

995 

1,240 

747 

1,440 

609 

234 

208 

196 

227 

449 

588

612

Per 

square 

mile.

0.406 

.995 

1.24 

.747 

1.44 

.609 

.234 

.208 

.196 

.227 

.449 

.588

.612

Run-off 

(depth in 

inches on 

drainage 

area).

0.47 

1.04 

1.43 

.83 

1.66 

.68 

.27 

.24 

.22 

.26 

.50 

.68

8.28

Accuracy.

D. 

D. 

C. 

B. 

C. 

B. 

B. 

B. 

B. 

B. 

B. 

D.
70 SUKFACE WATER SUPPLY, 1909 PART IV.

LAKE ONTARIO DRAINAGE BASIN.

GENERAL FEATURES.

In the northwestern part of the State of New York, between Niagara 

and St. Lawrence rivers, is an area aggregating 12,400 square miles 

drained by streams which flow into Lake Ontario. The divide which 

controls this drainage is very irregular. Extending to the south and 

southeast from Fort Niagara, it passes around the headwaters of the 

Genesee a short distance into Pennsylvania; thence reentering New 

York it runs southward and eastward from the interior group of lakes, 

turns to the north, encircles the sources of Black Eiver, turns again to 

the west, and descends to the lake. The country thus included is 

level or gently undulating in the counties bordering the lake, but 

farther south it becomes more rolling, and a series of ridges, gradually 

increasing in height, stretch down between Cayuga and Seneca and 

their companion lakes, finally becoming merged with the elevated, 

broken country forming the principal divide whose abrupt slopes 

reach altitudes of 2,000 to 2,500 feet about the headwaters of the 

Genesee.

The easterly or Black Eiver lobe of the drainage basin receives the 

run-off from the southwestern slope of the Adirondack Mountains 

largely, a rugged and forest-covered area receiving heavy precipitation, especially in the winter.

The principal streams of the area are the Genesee, the Oswego 

(formed by the union of Seneca and Oneida rivers, which drain the 

chain of lakes in central New York), the Salmon, and Black rivers.

GENESEE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Genesee Eiver rises in Potter County, Pa., 8 or 10 miles south of 

the New York-Pennsylvania boundary, flows northwestward for 

about 32 miles, then turns to the northeast and empties into Lake 

Ontario, 7 miles north of Eochester. Its entire length, following 

bends, is about 135 miles, and its drainage area comprises about 

2,450 square miles.

In the northern portion of this basin the topography is rolling, 

with long easy slopes except along the streams, most of which flow 

in deep ravines hemmed in by steep banks. There is a gradual rise 

in a general way through the lakes, and in the upper half of the basin 

the country becomes rough and is broken by ridges whose summits 

attain elevations of 2,000 to 2,500 feet above sea level.

The mean annual precipitation in the Genesee basin is about 34 

inches, ranging from 30 inches in the lower part of the basin to 42
ST. LAWRENCE KIVER BASIN. 71

inches in the higher altitudes in the southern part. The winters are 

rather less severe than in the westerly or northerly parts of New 

York State, although the rivers are generally frozen over for varying 

periods of time.

The series of remarkable lakes tributary to the Oswego basin is 

continued westward into the basin of the Genesee and includes 

Conesus, Hemlock, Canadice, Honeoye. These lakes serve as natural 

reservoirs, and have inlets draining considerable areas at their upper 

ends. The slopes adjacent to the lakes themselves are narrow and 

steep and are drained by gulleys and torrential brooks. Below the 

lakes the area is rolling and the soil is rich and extensively cultivated. 

The areas and elevations of these lakes are shown in the following 

table:

Areas arid elevations of lakes in the Genesee River basin. a

Lake. Elevation.

Feet. 

896

1.092 '800

Watersurface 

area.

Sq. miles.

2.8

.7

2.5

Drainage 

area.

Sq. miles. 

46.8

12.6

39.6

o These lake basins are shown on the Honeoye, Canandaigua, Naples, nnd Wayland topographic atlas 

sheets of the United States Geological Survey, from which the areas have been taken, with the exception 

of those for Hemlock and Canadice lakes, which are from surveys of Rochester waterworks.

Other excellent storage sites exist in the Genesee basin, and 

extensive surveys and studies have been made by the state water 

supply commission of New York, which has suggested a dam at 

Portage, furnishing a storage capacity of 18 billion cubic feet, 

11 billion cubic feet of which will be available for commercial purposes. Such a reservoir would materially help to control the floods 

upon the Genesee, which under the present conditions periodically 

cause much damage.

In the 39 miles between Belmont, in central Allegany County, and 

Portage the river falls 253 feet (PI. IV,. jB). At Portage there is a 

total fall of about 300 feet, made up in three portions, and thence 

nearly to Mount Morris the river flows at the bottom of a deep gorge. 

From Mount Morris to Rochester the valley is broad and open and 

the stream is bordered by meadows which are subject to overflow. 

At Rochester there is another abrupt descent in three heavy falls, 

amounting to about 360 feet within the city, most of which has been 

developed (PI. IV, A}.

The State has maintained a dam above Rochester for diverting 

water to the Erie Canal, and in the basin of Black Creek, one of the 

upper tributaries of the Genesee from the west, are two reservoirs 

owned by the State, also used for the benefit of the Erie Canal.
72 SUEFACE WATER SUPPLY, 1909 PAET IV.

Cuba Reservoir, on the Genesee-Allegheny divide, receives a drainage from a tributary area of 26.6 square miles, having a storage volume 

of 454,000,000 cubic feet. The overflow from this reservoir enters 

Allegheny River, but the storage water may be turned into the summit of the abandoned Genesee Valley Canal and thence into Genesee 

River.

In the improved barge canal, now under construction, the water 

supply for this section is to be taken from Lake Erie, and it is probable that no diversion for this purpose will be necessary from the Genesee drainage basin.

The following gaging stations have been maintained in this river 

basin:

Genesee River at St. Helena, N. Y., 1908-9.

Genesee River at Mount Morris, N. Y., 1903-1909.

Genesee River at Jones Bridge, Mount Morris, N. Y., 1903-1906, 1908-9.

Genesee River at Rochester, N. Y., 1904-1909.

Hemlock Lake at Hemlock, N. Y., 1894-1902.

Canadice Lake Outlet near Hemlock, N. Y., 1903-1909.

Honeoye Creek at East Rush, N. Y., 1903-1906.

GENESEE RIVER AT ST. HELENA, N. Y.

This station, which is located at the steel highway bridge over 

Genesee River at St. Helena, about 6 miles by river below Genesee 

Lower Falls, 4 miles from Castile, and 5^ miles from Portageville, 

was established August 14, 1908, primarily to determine the lowwater discharge of Genesee River at this point. Conditions for 

obtaining accurate records of discharge appear to be good, hence the 

station will be maintained to obtain general statistical and comparative data regarding run-off in the upper Genesee drainage basin. 

These data will be of value principally in connection with power 

development.

The discharge is somewhat affected by ice during the winter period, 

but it is probable that fairly good records of flow under ice cover 

can be obtained. The bed of the stream is of coarse gravel, with a 

few rocks, and is fairly permanent, and a fairly good rating curve has 

been developed (PL III). The datum of the chain gage attached 

to the bridge has not been changed since the establishment of the 

station.

Information in regard to this station is contained in the annual 

reports of the state water supply commission of New York.
U. S. GEOLOGICAL SURVEY

A. GENESEE RIVER FROM COURT STREET BRIDGE, ROCHESTER, N. Y., MAY 4, 1909.

B. PORTAGE FALLS, GENESEE RIVER, NEAR PORTAGE, N. Y.
ST. LAWKENCE EIVER BASIN. 73

Discharge measurements of Genesee River at St. Helena, N. Y., in 1909.

Date.

1909.

April 22. .......

Mayl..........

May 2. .........

Do.........

May3..........

Do.........

Do.........

Hydrographer.

C. R. Adams .......................................

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

E. F. Weeks... . ....................................

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

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

.....do..........................................:...

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

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

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

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

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

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

Width.

Feet.

175

299

329

315

309

305

302

306

311

310

107

104

103

Area of 

section.

Sq.ft. 

1,070

495

587

2,410

2,000

1,800

1,360

1,260

1,120

1,090

975

93

83

221

Gage 

height.

Feet. 

5.28

3.98

3.74

9.75

8.40

7.72

6.35

5.96

5.60

5.42

5.02

1.60

1.52

2.35

Discharge.'

Sec.-ft. 

3,900

1,660

1 *>7A

14,800

11,900

7, 160

5,800

4,780

4,520

3.940

72

57

182

« No ice at station; very little above or below.

t> Anchor ice running in large quantities and clogging meter. Discharge not much obstructed.

< Measurement made at wading section.

d Partial ice conditions. Broken ice 0.05 foot thick.

Daily gage height, in feet, and daily discharge, in second-feet, of Genesee River at St.

Helena, N. Y., for 1908.

[Herman Piper, 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.........

SO

31.........

August.

Gage 

height.

2.40 

2. 55

2.45 

2.65 

3.05 

2.75 

2.45

2.35 

2.35 

2.25 

2.25 

2.15

2.15 

2.15 

2.15 

2.05 

2.05 

2.00

Discharge.

303 

371

325 

422 

672 

477 

325

282 

282 

244 

244 

208

208 

208 

208 

176 

176 

160

September.

Gage 

height.

2.00 

2.00 

2.00 

1.90 

2.00

2.00 

2.00 

1.90 

1.80 

1.65

1.90 

1.90 

1.80 

1.80 

1.85

1.80 

1.90 

1.80 

1.75 

1.80

1.75 

1.75 

1.80 

1.80 

1.80

1.75 

1.70 

1.70 

1.90 

1.90

Discharge.

160 

160 

160 

132 

160

160 

160 

132 

108 

80

132 

132 

108 

108 

120

108 

132 

108 

98 

108

98 

98 

108 

108 

108

98 

88 

88 

132 

132

October.

Gage 

height.

2.00 

2.00 

1.90 

1.90 

1.90

1.90 

1.90 

1.80 

1.85 

1.80

1.90 

1.85 

1.85 

1.85 

1.92

1.90 

1.92 

1.88 

1.88 

1.82

1.82 

1.82 

1.82 

1.80 

1.82

1.80 

1.82 

1.90 

1.82 

1.90 

1.88

Discharge.

160 

160 

132 

132 

132

132 

132 

108 

120 

108

132 

120 

120 

120 

138

132 

138 

127 

127 

113

113 

113 

113 

108 

113

108 

113 

132 

113 

132 

127

November.

Gage 

height.

1.90 

1.85 

1.88 

1.92 

1.82

1.85 

1.88 

1.90 

1.82 

1.92

1.65 

2.15 

2.12 

2.18 

2.02

2.02 

2.25 

2.12 

2.08 

2.18

2.22 

2.15 

2.15 

2.12 

2.15

2.08 

2.00 

2.02 

2.02 

2.02

Discharge.

132 

120 

127 

138 

113

120 

12? 

132 

113 

138

80 

208 

198 

219 

166

166 

244 

198 

185 

219

233 

208 

208 

198 

208

185 

160 

166 

166 

166

December.

Gage 

height.

1.95 

1.95 

1.92 

2.02 

1.98

2.12 

1.90 

1.95 

2.00 

2.15

2.12 

2.02 

2.05 

1.98 

2.05

2.08 

2.20 

2.15 

2.25 

2.35

2. 28 

2.22 

2.45 

2.35 

2.25

2.28 

2.30 

2.30 

2.28 

2.25 

2.38

Discharge.

146 

146 

138

NOTE. See footnote for 1908 monthly discharge table.
SURFACE WATER SUPPLY, 1909 PART iv.

Daily gage height, in feet, ofGenesee River at St. Helena, N". Y.,for 1909.

Day.

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

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

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

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

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

7. ..................... ..-.

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

9

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

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

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

1 °.

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

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

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

17........ ---.-..... ........

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

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

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

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

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

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

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

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

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

27..............-------.-...

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

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

30

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

Jan.

2.45

2.38

2.38

2.45

4.45

6.40

4.20

3.15

3.05

3.15

3.10

2.95

2.80

2.85

3.00

2.95

2.85

2.75

2.75

2.80

2.95

4.C5

6.40

5.60

4.40

3.80

3.35

3.08

3.10

2.88

Feb.

2.70

2.80

2.88

2.75

3.05

6.60

5.05

4.10

3.45

3.20

2.95

3.22

3.15

4.60

3.CO

3.50

3.30

6.10

4 80

5. CO

7.40

6.10

5.20

4.78

4.35

Mar.

4.35

3.85

4.65

4.15

3.65

3.65

3.95

3.80

3.80

6.55

5.45

4.60

4.25

4.00

3.45

3.25

3.45

3.50

3.22

3.05

3.00

5.15

4.45

4.10

4.35

4.48

4.25

4.05

Apr.

4.70

4.60

4.35

4.30

4.50

5.05

4.55

4.80

4.25

4.15

3.95

4.10

4.10

7.35

5.80

4.50

4.15

3.85

3.65

3.85

3.75

3.50

3.45

3.15

3.25

3.30

3.85

3.80

May.

9.25

8.20

6.25

5.52

4.98

4.50

4.20

3.95

3.75

3.82

4.50

3.95

3.35

3.45

3.72

3.45

3.30

3.17

3.02

2.92

2.85

2.82

2.65

2.70

2.55

3.35

3.02

9 85

June.

2.32

2.55

2.52

2.55

2.90

4.15

3.40

3.00

2.78

3.40

5.30

4.00

3.48

3.32

3.22

3.05

2.85

2.82

2.85

2.65

2.48

2.52

2.72

2.75

2.62

2.48

2.32

2.32

2.25

2.28

July.

2.22

2.12

2.12

2.10

2.08

2.05

1.98

2.00

1.98

1.92

2.02

2.22

2.08

1.98

1.90

1.92

1.98

1.82

2.00

1.88

1.88

1.88

1.98

2.02

2.12

2.02

1.98

1.82

1.95

1.78

1.78

Aug.

1.78

1.58

1.65

1.C5

1.72

1.80

1.C5

1.65

1.62

1.95

1.60

1.58

1.55

1.55

1.52

1.75

1.78

-1.72

1.68

1.75

1.72

1.58

1.65

1.58

1.52

1.55

1.70

1.65

1.78

1.75

1.68

Sept.

1.65

1.68

1.72

.68

.65

.55

.68

.58

.62

1.62

1.58

1.62

1.58

1.62

1.58

1.65

1.68

1.65

1.62

1.65

1.62

1.65

1.58

1.82

1.75

2.02

2.02

1.92

1.78

1.85

Oct.

1.82

1.88

1.65

1.68

1.75

1.55

1. 62

1.72

1.78

1.62

l.CO

1.82

1.88

1.98

2.02

1.75

1.98

1.85

1.92

1.88

2.02

2.12

2.40

2.38

2.35

2.32

2.38

2.28

2.02

Nov.

2.08

2.02

2.08

1.98

2.18

2.22

2.18

2.22

2.12

2.05

2.10

2.05

1.98

2.00

2.01

2.02

1.92

1.92

1.92

2.02

2.02

2.55

2.50

2.68

2.48

2.32

2.22

2.05

2.18

2.12

Dec.

2.12

2.02

2.05

2.00

1.95

1.98

1.98

2.02

1.65

2.05

2.05

2.18

2.15

2.35

2.32

2.22

2.25

2.30

2.08

2.25

2.15

2.18

2.05

2.12

2.18

2.15

2.22

2.25

2.05

NOTE. Ice conditions prevailed December 10-31. The remainder of the year was probably open. 

Daily discharge, in second-feet, ofGenesee River at St. Helena, N. Y.,for 1909.

Day.

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

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

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

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

&...............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

325

295

295

325

2,470

7,120

2,040

750

672

750

710

602

506

537

635

672

602

537

477

477

602

2,840

7,120

4 940

922

CQC

710

Feb.

448

506

556

477

672

7,720

3,670

1,880

1,020

1,020

790

602

807

750

1,730

1,190

1,080

875

6,260

4,340

3,130

4,940

10, 400

6,260

4,000

3,090

2,300

Mar.

1,510

1,960

1,250

1,250

7,570

4,580

2,740

2,120

1,730

1,510

1,020

QOO

807

635

3,890

2,470

1,880

2,520

2,120

1 ' 800

Apr.

2,930

2,740

2,210

3,670

2,120

1,960

1,660

1,880

1 880

10,200

5

4CA

2,560

1 960

1 080

1,020

7CA

1,510

1,440

.

May.

19 400

4,750

3,520

2,560

1 660

1,380

1,470

1 660

1,170

922

1,020

1,340

1,020

875

581

co 7

518

650

<W7

June.

270

371

357

371

568

1,960

494

970

4,230

1,730

894

Rfi7

672

537

518

422

338

357

460

477

338

270

270

July.

233

198

198

191

185

176

1 ^A.

154

138

166

OOO

185

154

138

154

127

127

127

154

166

198

154

113

146

104

104

Aug.

68

80

80

92

108

Qf\

80

74

146

71

68

' 64

CQ

98

104

92

85

98

92

68

80

68

59

64

88

80

104

98

85

Sept.

80

85

92

85

80

64

85

68

74

74

68

74

68

74

68

80

85

80

80

74

80

68

98

166

138

120

Oct.

113

80

85

QQ

64

74

92

104

74

71

110

1 flQ

127

154

DO

154

120

138

197

166

198

303

90^

282

270

295

occ

Nov.

185

185

154

219

233

198

176

191

176

154

160

163

166

138

138

138

166

371

347

407

176

91Q

198

Dec.

19

166

176

160

146

154

154

166

80

180

180

1 ftA

1 8fi

180

i QA

180

. 180

180

180

180

180

1 QA

180

180

180

180

NOTE. Daily discharge 1908-9 based on a well-defined rating. Daily discharge December 10-31, 1909, 

based on an ice measurement made December 10,1909; this period is only approximate.
ST. LAWRENCE EIVEE BASIH. 75

Monthly discharge ofGenesee River at St. Helena, N. Y.,for 1908-9. 

[Drainage area, 1,030 square miles.]

Month.

1908.

1909.

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

July....... -...........-.-.--.-........-

The vear

Discharge in second-feet.

Maximum.

672 

160 

160 

244.

7,120 

10,400 

7,570 

18,000 

19,400 

4,230 

233 

146 

166 

303 

437

19,400

Minimum.

160 

80 

108 

80

295 

448 

635 

750 

371 

244 

104 

59 

64 

64 

138 80'

59

Mean.

294 

121 

125 

168 

160

1,400 

2,620 

2,010 

2,880 

2,490 

726 

158 

83.9 

88.8 

153 

210 

173

1,080

Per

square 

mile.

0.285 

.117 

.121 

.163 

.155

1.36 

2.54 

1.95 

2.80 

2.42 

.705 

.153 

.082 

.086 

.149 

.204 

.168

1.05

Kun-ofl 

(depth in 

inches on 

drainage 

area).

0.19 

.13 

.14 

.18 

.18

1.57 

2.64 

2.25 

3.12 

2.79 

.79 

.18 

.09 

.10 

.17 

.23 

.19

14.12

Accuracy.

A. 

A. 

A. 

A. 

C.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

NOTE. The monthly discharge for 1908 supersedes the estimates given in Water-Supply Paper 244. 

It is based on new data more recently available. The monthly discharge for December, 1908, is based on 

the discharge at Mount Morris.

See note to table of 1909 daily discharges for ice estimates for 1909.

GENESEE RIVER AT MOUNT MORRIS, N. Y.

This station, which is located at the dam of the Mount Morris 

Power Company, Mount Morris, N. Y., is about 2 miles above Canaseraga Creek. The station was established May 22, 1903, to obtain 

data regarding the flow of the river, and was discontinued September 

30, 1909. The discharge is divided into two parts that which runs 

over the dam and waste ways and that which is used at the mills. 

The station for determining the latter is at the wooden highway 

bridge crossing the tailrace of the Mount Morris Power Company, 

about one-eighth mile below the power station

The dam is of stone masonry, with horizontal crest and ogee cross 

section and a clear length of about 255 feet. There are two wasteways, each with a crest 18 feet long and 12 inches wide, closed by stop 

sills to an elevation of about 2 feet above the main dam; also one 

wasteway with crest 17 feet long and 6 inches wide, about 3 feet 

higher in elevation than the main dam. The spillways are separated 

by masonry piers, aggregating 20 feet in width and reaching an elevation of several feet above the main dam.

Several mills and factories use a portion of the flow, which is 

diverted through a headrace composed of a section of the old Genesee 

Valley canal. The amount of this diversion is determined by the 

station on the tailrace below the mills.
76 SURFACE WATER SUPPLY, 1909 PART IV.

During medium and low water stages the water used by the wheels 

can be fairly well estimated from the gage readings in -the tailrace, 

but at high water there is backwater effect from Canaseraga Creek, at 

times affecting gage readings. At such times, however, the quantity 

used by the wheels is relatively a very small portion of the total flow.

The estimates of discharge given herewith do not take account of 

some leakage from a wasteway at the head of the canal and seepage 

through the canal banks, which cause a loss varying from about 6 

second-feet at low stages to about 40 second-feet at medium and high 

stages.

The combined results of discharge over the dam and through the 

wheels at this gaging station are fairly good at medium and high 

stages, when considerable water is flowing over the dam, and at very 

low stages when all the water is used by these wheels. At the ordinary low summer stage results are uncertain owing to the effect of 

pondage by the dam.

The observer at the dam is John McAstocker; the observer at the 

tailrace is F. M. Goff.

Information regarding this station is contained in the annual 

reports of the state water supply commission of New York and the 

state engineer and surveyor, State of New York.

Discharge measurements of tailrace of Mount Morris power canal at Mount Morris, N. Y.,

in 1909.

Date.

April 21. .......

May 6.. ........

Hydrographer.

C. C. Covert. .......................................

E. F. Weeks. ......................................

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

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

Width.

Feet. 

29

29

19

28

28

Area of 

section.

Sq.ft. 

76

72

25

54

58

Gage 

height.

Feet. 

2.25

2.00

.60

1.38

1.60

Discharge.

Sec.-ft. 

199

181

38

106

114

" Measurement made at wading section below bridge. 

Daily discharge, in second-feet, of Genesee River at Mount Morris, 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....................................

Jan.

368

071

346

422

1, 950

2,510

836

844

541

7KO

724

559

642

609

Feb.

584

640

674

767

QftQ

5,370

4,220

1.460

1,370

1 040

794

1,110

869

1 ^ftil

1,560

1,420

1,130

1,180

4.390

Mar.

1,740

1,650

2,600

2,230

1,520

1,360

1,480

1,590

1,650

7,680

5,810

2

EQA

2,120

1,710

1,580

1,110

1.150

Apr.

2,660

2,400

2,120

2,480

3,400

4,750

3,210

2,140

1 980

1,620

1 780

1,970

10,100

5 640

3,630

4,730

2

AOA

1,710

1.480

May.

18,800

15,100

6,930

4,770

3,640

2,670

2,130

1,710

1,470

1,580

2

K7A

1,880

1,430

1,210

1 200

2,040

1,630

1 9W1

1,150

960

June.

612

479

47O

467

562

1,160

849

659

647

4 430

1,210

Qdfi

1,210

CAQ

777

CQA

fiHQ

536

July.

250

212

197

262

196

195

206

224

9rt1

184

190

105

190

184

Aug.

118

172

172

340

166

S9

1W

142

142

142

142

199

fi9

114

1-tfi

160

148

154
ST. LAWRENCE RIVER BASIN. 77 

Daily discharge, in second-feet, of Genesee River at Mount Morris, N. Y.,forl909 Cont'd.

Day

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

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

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

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

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

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

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

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

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

Jan.

705

659

4,700

7,740

4,880

2,290

1,650

1,210

767

650

672

Feb.

4,900

3,300

5,430

13,400

10,800

4 300

3,130

2,300

Mar.

918

946

889

903

1,820

6,760

1,880

2,290

2,310

2,060

1,730

Apr.

1 360

1,490

1,550

1,200

1,050

946

966

1,270

1,590

13,700

May.

913

823

777

752

640

602

546

519

1,130

853

764

June.

443

455

419

600

428

377

337

288

268

212

July.

184

197

190

190

87

204

190

190

184

184

172

Aug.

136

82

148

136

142

154

154

154

82

154

154

NOTE. Forty second-feet added for leakage through canal and waste gate January to May. Flashboards 

on waste gate June to September cut leakage down to about 6 second-feet.

Monthly discharge of Genesee River at Mount Morris, N. Y.,for 1909. 

[Drainage area, 1,070 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

7,740 

13,400 

7,680 

13,700 

18,800 

4,430 

262 

340

Minimum.

346 

584 

889 

946 

519 

212 

87 

82

Mean.

1,540 

2,870 

2,170 

2,940 

2,660 

832 

191 

148

Per 

square 

mile.

1.44 

2.68 

2.03 

2.75 

2.49 

.778 

.179 

.138

Run-off 

(depth in 

inches on 

drainage 

area).

1.66 

2.79 

2.34 

3.07 

2.87 .87' 

.21 

.16

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

C. 

D.

GENESEE RIVER AT JONES BRIDGE, NEAR MOUNT MORRIS, N. Y.

This station is located at the highway bridge across Genesee River, 

known as Jones Bridge, a short distance below the junction with Canaseraga Creek, and is about 5 miles below Mount Morris. It was 

established May 22, 1903, discontinued April 30, 1906, and reestablished August 12, 1908. It is maintained to obtain comparative data 

regarding the discharge of Genesee River and as a check on the discharge records obtained at High Dam, at Mount Morris.

Conditions of flow are subject to change. Both banks are high, but 

the left bank is flooded during extreme high water The records are 

affected by ice during the winter period. The datum of the chain 

gage attached to the bridge has not been changed since the gage was 

installed. Discharge measurements are made from an auxiliary footbridge attached to the downstream side of the bridge or by wading.

Information in regard to this station is contained in the annual 

reports of the state water supply commission of New York and state 

engineer and surveyor, State of New York.
78 SURFACE WATER SUPPLY, 1909 PART IV.

Discharge measurements of Genesee River at Jones Bridge, near Mount Morris, N. Y.,

in 1909.

Date.

April 21........

Hydrographer.

C. R. Adams ......................................

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

C. C. Covert ........................................

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

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

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

Width.

Feet. 

145

160

128

48

39

65

Area of 

section.

Sq.ft. 

799

1,210

509

48

35

164

Gage 

height.

Feet. 

9.03

11.77

6.95

3.25

3.10

3.58

Discharge.

Sec.-ft. 

3,080

1,280

1,840

114

64

161

o Floating anchor ice clogged in large quantities below the bridge caused backwater. Measurement 

largely estimated.

& Measurement made at wading section. 

c Some shore ice; measurement not materially affected thereby.

Daily gage height, in feet, of Genesee River at Jones Bridge, near Mount Morris, N. Y.,

for 1909.

[Elizabeth Trewer, observer ]

Day.

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

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

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

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.

4.50

4.45

4.35

4.35

5.85

13.50

8.80

6.65

6.35

6.15

6.00

6.20

6.65

6.50

6.45

6.95

7.00

6.60

6.55

6.50

6.50

6.80

13.20

16.60

12.10

9.25

7.50

6.45

5.80

5.75

6.50

Feb.

7.10

7.00

7.40

7.65

7.90

15.55

12.20

8.50

6.95

6.50

6.05

5.60

5.90

6.60

7.80

11.55

11.90

10.85

10.35

11.10

15.20

12.35

14.60

21.55

24.20

17.55

12.25

10.20

Mar.

8.15

7.70

9.25

8.85

7.30

6.75

7.50

7.30

7.65

14.65

14.60

10.20

9.55

8.60

7.75

7.25

6.80

6.20

6.30

6.05

5.75

5.65

5.60

5.65

9.55

10.05

8.55

8.90

8.85

8.35

7.85

Apr.

9.25

9.80

9.80

8.60

8.85

9.55

12.50

10.05

7.35

7.50

7.60

7.60

7.70

13.45

19.05

11.95

9.85

8.70

7.90

7.25

6.90

6.95

7.25

7 00

7.20

7.25

7.05

7.50

17.25

May.

25.85

26.25

23.20

17.95

12.95

10.60

8.70

8.05

7.40

8.10

9.15

8.10

7.00

6.60

6.45

7.50

7.75

7.25

6.65

5.75

5.70

5.60

5.50

5.35

5.15

5.05

6.10

5.80

5.20

June.

4.95

4.90

4.80

4.70

5.15

7.55

6.60

5.75

5.25

5.25

12.00

8.30

6.75

6.15

5.65

5.30

5.15

5.10

4.85

4.77

4.57

4.72

4.77

4.57

4.42

4.37

4.37

4.27

July.

4.17

4.07

4.07

3.92

3.87

3.87

3.87

3.87

3.62

3.47

4.22

4.21

4.01

3.71

3.66

3.71

3.36

3.86

3.76

3.71

3.56

3.71

3.71

3.71

3.91

3.91

3.76

3.81

3.71

3.56

Aug.

3.51

3.51

3.36

3.25

3.25

3.10

2.85

3.35

3.20

3.15

3.20

3.15

3.08

3.15

3.20

3.30

3.45

3.55

3.55

3.45

3.30

3.40

3.25

3.10

3.25

3.40

3.05

3.40

3.33

Sept.

3.45

3.40

3.40

3.40

3.40

3.40

3.40

3.20

3.20

3.20

3.20

3.15

3.15

3.10

3.15

3.20

3.30

3.15

3.25

3.35

3.20

3.10

3.05

3.25

3.50

3.40

3.85

3.80

3.75

3.60

'Oct.

3.60

3.35

3.55

3.50

3.55

3.50

3.50

3.35

3.25

3.40

3,60

3.70

3.75

3.70

3.60

3.40

3.40

3.70

3.65

3.75

3.85

4.15

4.50

4.35

4.30

4.20

4.15

4.05

3.85

Nov.

3.80

3.80

3.80

3.70

3.80

4.10

4.05

3.90

3.85

3.75

3.90

3.85

3.80

3.80

3.80

3.80

3.80

3.75

3.75

3.80

3.75

3.95

4.50

4.65

4.55

4.25

4.10

4.10

4.05

4.00

Dec.

4 00

4.00

3.90

3.90

3.75

3.85

3.85

3.75

3.65

3.40

3.35

3.75

3.95

3.85

4.05

4.00

4.00

4.05

4.20

4.75

5.20

5.50

5.80

4.75

4.35

4.40

4.40

4.45

4.40

4.50

4.45

NOTE. Backwater at the gage, due to ice conditions, February 1-4,16-19, and December 18-31; also 

probably slight effect from ice for brief periods at other times January to March, and December.
ST. LAWRENCE RIVER BASIN. 79

Daily discharge, in second-feet, ofOenesee River at Jones Bridge, near Mount Morris, N. F.,

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.

490

470

430

430

1,160

0,360

2,920

1,590

1,420

1,310

1,230

1,340

1,590

1,500

1,480

1,760

1,790

1.560

1,530

1,500

1,670

6,120

8,840

3,220

2,090

1,480

1,120

1,090

1,500

Feb.

1,100

800

800

800

2,340

8,000

5,320

2,720

1,760

1,500

1,260

1,010

1,180

1,560

2,270

4,000

1,280

1,200

1,200

4,520

7,240

12,800

14,900

9,600

5,360

3,890

Mar.

2,500

2,210

3,220

2,950

1,970

1 640

2,090

1,970

2,180

-7,280

7,240

3,890

3,440

2,790

2,240

1 940

1,670

1,340

1,260

1,090

1 040

1,010

1,040

3 440

3,780

2,760

2,950

2,630

2,300

Apr.

3,610

3,610

2 7Qfi

2

QCA

3 440

5,660

3,780

2,000

2,090

2,150

2,150

2,210

6,320

10,800

5,130

3,640

2,860

2,340

1,940

1 73fl

1,760

1,940

1,790

1,910

1,940

1,820

2,090

9,360

May.

16,200

16,600

14,100

9 Q9n

5,920

4,170

2

OAA

2,030

2,460

3,160

2,460

1,790

1,560

1,480

2,240

1,940

1,590

1,090

1,060

1,010

960

885

810

785

735

710

1,280

1,120

810

June.

688

620

57S

7QK

2 -ion

1 ^fift

835

835

5,170

2,600

1,640

1,340

1,310

1,040

860

785

760

642

518

584

674

606

518

458

438

438

398

July.

OAA

324

324

979

256

256

occ

256

196

181

142

378

374

304

208

193

208

115

223

208

165

208

208

268

268

223

238

208

165

Aug.

Afi

152

115

Qfl

on

fin

30

112

80

70

80

70

57

70

80

100

138

162

162

235

138

100

125

90

60

90

125

52

125

108

Sept.

138

126

126

191

1 9^

1 9£

loc

80

80

80

80

70

70

60

70

80

100

70

90

112

80

60

52

90

150

125

250

235

220

175

Oct.

138

175

112

162

150

162

1 <\n

150

112

90

125

175

205

220

205

175

125

125

138

205

190

220

250

352

490

430

410

370

352

318

250

Nov.

90 c

235

235

205

235

QJO.C

m

266

250

220

265

250

235

235

235

235

220

220

235

220

282

490

552

510

390

335

335

318

300

Dec.

onn

300

265

265

Firtft

Ocrt

250

220

190»

12&

112"

220

282

250

318

300

300

280

280

280

280

280

280

280

280

280)

280! 280'

280

280

280

NOTE. Daily discharge for open-channel periods based on a well-defined rating. Discharge during the 

periods of ice conditions based on measurements made during ice conditions and the discharge at other 

Genesee River stations.

Monthly discharge of Genesee River at Jones Bridge, near Mount Morris, N. Y., for 1909. 

[Drainage area, 1,410 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

8,840 

14,900 

7,280 

10,800 

16,600 

5,170 

378 

235 

250 

490 

552 

318

16,600

Minimum.

430 

800 

1,010 

1,730 

710 

398 

115 

30 

52 

90 

205 

112

30

Mean.

2,120 

3,980 

2,590 

3,290 

3,430 

1,040 

' 240 

102 

112 

217 

288 

261

1,470

Per 

square 

mile.

1.50 

2.82 

1.84 

2.33 

2.43 

.738 

.170 

.072 

.079 

.154 

.204 

.185

1.04

Run-off 

(depth in 

inches on 

drainage 

area).

1.73 

2.94 

2.12 

2.60 

2.80 

.82 

.20 

.08 

.09 

.18 

.23 

.21

14.00

ACCUr

racy.

C.. 

C. 

B..

A.. 

A. 

A. 

A. 

A. 

A.. 

A.. 

A. 

C.

NOTE. See footnotes to daily gage height and discharge tables.
80 STJEFACE WATER SUPPLY, 1909 PART iv.

GENESEE RIVER AT ROCHESTER, N. Y.

This station, which is located at the Elmwood avenue steel highway 

bridge in Rochester, N. Y., was established February 9, 1904, to 

determine the total flow of Genesee River. The gage heights are 

furnished by the city engineer and board of park commissioners of 

Rochester. Discharge measurements were made and rating curve 

developed by the United States Geological Survey.

The staff gage is located at the bridge, from which measurements 

are made.

The elevation of zero of gage is 506.848 feet, Barge Canal datum, and 

245.591 feet, Rochester city datum. The gage datum has remained 

the same since the starting of the record. The rating curve is fairly 

well developed for all stages, and open-water estimates are considered 

fair except for extreme low water. During a portion of the winter 

estimates are affected by ice. .

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Discharge measurements of Genesee River at Rochester, N. Y., in 1909.

Date.

March 15....... 

April 21. .......

May 11.........

Hydrographer.

C. C. Covert ........................................ 

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

A. R. Patehke.... .................................

Width.

Feet. 

358 

360

Area of 

section.

Sq.ft. 

1,760 

1,620

1,960

Gage 

height.

Feet. 

3.21 

2.82

3.88

Discharge.

Sec.-ft. 

4,020 

3,810

6,010

Daily gage height, in feet, of Genesee River at Rochester, N. Y., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1Q

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

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

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

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

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

26.. .............. '27

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

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

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

,31...............

Jan.

1.0

1.1

1.1

1.1

1.2

2.0

4.5

3

0

2.4

1.85

2 A

2 65

2.1

2.1

2.1

2.1

1 S^

1.48

1.48

2

0

4.6

5.0

5.6

4.0

3.4

2 fi

2.0 

2.8

Feb.

2 Q

2.0

1.6

1.8

1.6

3

C

c 7

4.0

2 7

2.4

2 3

2.6

3 A

3.4

4.0

4 °.

3.7

3 A

3 A

5.2

4.8

4.2

6.4

8.2

8:2

4.3

.......

Mar.

3.6

3.2

3.0

2.9

2 9

2 Q

2

0

2

Q

3 4

4 Q

6.4

4 Q

3 Q

3.2

2 Q

2.6

2.4

2.4

2 4

2.2

2.2

o o

2

0

2.5

4.4

3.6

3.6

3.7

3.8 

3.5

Apr.

3.5

3.6

3

0

1 d

Q Q

4

0

4.0

3.0

3.0

2

Q

2 Q

3 Q

6.8

5.5

A 0

3.5

3

0

9 A

2.6

2.6

2.6

2.4

2.4

2

0

2.2

2

C

2.8

May.

7.6

8.5

Q n

9.0

5.4

4.0

3

C

°. ^

3.3

3.3

3.5

3.5

3 n

2.9

3

1

3.8

3.3

2 7

2.7

2.3

2.2

9 1

2.1

2.0

2.0

2.0

2.0

2.0

1.9 

1.9

June.

1.8

1.6

1.5

1.5

1.5

1.5

1.7

2.0

2.0

2.0

2.3

3 7

2.8

2.1

2.0

1.7

1.7

1.6

1.6

1.5

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.3

1.3

1.3

July.

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.1

.1.1

1.0

1.0

1.0

1.0

1.2

1.1

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.1

1,1

1.1

1.1

1.1

1.1

1.1

1.1 

1.1

Aug.

1 0

1 0

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9 

9

Sept.

0 9

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

9

9

9

9

9

9

9

9

9

1 0

1 0

1 0

1 0

1 0

Oct.

1.0

1.0

1.0

.9

.9

.9

.9

.9

.9

.9

.9

.9

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0 

1.0

Nov.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0 1.1

1 2

1.3

1.3

1 2

1.1

1.1

Dec.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.1

1.2

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.0

1.0

1.0 

1.0
ST. LAWRENCE RIVER BASIN. 81

Daily discharge, in second-feet, ofGenesee River at Rochester, N. Y.,for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

400

490

490

490

580

1,600

7,100

4,160

2,320

1,780

1,380

2,320

2,800

2,800

1,780

1,780

1,780

1,780

1,380

1,080

832

832

2,140

7,380

8,500

10,200

5,800

4,380

1,600

1,600

Feb.

3,100

1,600

1,000

1,300

1,000

4,600

10,500

5,800

2,900

2,500

2,320

2,140

2,700

3,500

4,380

5,800

6,580

5,080

3,500

3,500

9,060

7,940

6,320

12,600

18,500

18,500

14,800

6,580

Mar.

4,840

3,940

3,500

3,300

3,300

3,100

3,100

3,100

4,380

8,220

12,600

7,940

5,560

4,600

3,940

3,300

2,700

2,320

2,320

2,320

1 960

1,960

1,960

1,960

2,500

6,840

4,840

5,080

5,320

4,600

Apr.

4,600

4,600

4,840

4,160

3,940

4,380

5,560

7,940

5,800

3,500

3,500

3,100

3,100

5,560

13,900

9,900

6,580

4,600

4,160

2,700

2,700

2,700

2,700

2,320

2,320

1,960

1,960

2,500

3,100

May.

16,400

19,600

21,400

21,400

16,400

9,620

5,800

4,600

4,160

4,160

4,160

4,600

4,600

3,500

3,300

3,720

5,320

4,160

2,900

2,900

2,140

1,960

1,780

1,780

1,600

1,600

1,600

1,600

1,450

1,450

June.

1,300

1,000

850

850

850

850

1,150

1,600

1,600

1,600

2,140

5,080

3,100

1,780

1,600

1,150

1,150

1,000

1,000

850

850

850

850

850

850

760

760

670

670

670

July.

670

580

580

580

580

580

580

490

490

400

400

400

400

580

490

490

400

400

400

400

400

490

490

490

490

490

490

490

490

490

Aug.

400

400

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

320

Sept.

320

240

240

240

240

240

240

240

240

240

240

240

240

240

240

240

320

320

320

320

320

320

320

.320

320

400

400

400

400

400

Oct.

400

400

400

320

320

320

320

320

320

320

320

320

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

Nov.

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

490

580

670

670

580

490

490

Dec.

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

490

580

670

670

670

670

670

670

670

670

670

580

400

400

400

400

NOTE. The above daily discharges are based upon a fairly well-defined rating. No data available 

regarding ice conditions, and the effect from such causes is believed to be slight.

Monthly discharge ofGenesee River at Rochester, N. Y.,for 1909. 

[Drainage area, 2,360 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

10,200 

18,500 

12,600 

13,900 

21,400 

5,080 

670 

400 

400 

400 

670 

670

21,400

Minimum.

400 

1,000 

1,960 

1,960 

1,450 

670 

400 

320 

240 

310 

400 

400

240

Mean.

2,700 

6,000 

4,200 

4,350 

5,850 

1,280 

487 

325 

293 

377 

439 

493

2,230

Per 

square 

mile.

1.14 

2.54 

1.78 

1.84 

2.48 

.542 

.206 

.138 

.124 

.156 

.186 

.209

.945

Run-off 

(depth in 

inches on 

drainage 

area).

1.31 

2.64 

2.05 

2.05 

2.86 

.60 

.24 

.16 

.14 

.18 

.21 

.24

12.68

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

55520° WSP 264 10 6
82 SURFACE WATER SUPPLY, 1909 PART IV.

CANADICE LAKE OUTLET NEAR HEMLOCK, N. Y.

Canadice Lake is tributary to Genesee River through Hemlock 

Lake outlet and Honeoye Creek. Hemlock Lake is used as a source 

of water supply for the city of Rochester. The gaging station was 

established at the outlet at the foot of the lake by the city engineers' 

department of Rochester in February, 1903.

A standard thin-edged weir with a 5-foot crest and two end contractions is so arranged with needle timbers at the ends that during high 

water the length may be increased to 14.96 feet with no end contractions. The weir crest stands 3 feet above the stream channel and 

is never submerged by backwater. There are two additional rectangular gates, each 1 foot square, with three complete contractions 

and a fourth partial contraction at the bottom. The outflow from 

the lake above the weir is controlled by gates.

A. reading of the depth on the weir is taken each morning and also

j each change of the gates, the depth being read to hundredths and 

corrections being made for velocity of approach for the larger discharges. The discharge is calculated by the Francis formula. The 

record has been furnished by E. A. Fisher, city engineer, and John F. 

Skinner, principal assistant city engineer, of Rochester, N. Y., and 

has not been verified by engineers of the United States Geological 

Survey.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York, and city engineer 

of Rochester.

Monthly discharge of Canadice Lake outlet near Hemlock, N. Y., for 1909. 

[Drainage area, 12.6 square miles.]

Month.

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

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

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

December. ...................... .........................

Discharge in 

second-feet.

Mean.

3.286 

5.654 

15. 976 

27. 998 

19. 893 

a 627 

5.784 

3.258 

4.791 

4.469 

4.489 

3.235

8.955

Per

square 

mile.

0.261 

.449 

1.27 

2.22 

1.58 

.685 

.459 

.259 

.380 

.355 

.356 

.257

.711

Run-off 

(depth in 

inches on 

drainage 

area).

0.30 

.47 

1.46 

2.48 

1.82 

.76 

.53 

.30 

.42 

.41 

.40 

.30

9.65

Mean 

elevation 

of lake 

above 

low water, 

in feet.

-0. 777 

+ .154 

+1.501 

+2.096 

+2.420 

+1. 770 

+ .972 

+ .409 

- .179 

- .682 

-1.090 

-1.434

+ .430

NOTE. The figures showing discharge in second-feet per square mile and run-off depth in, inches on 

drainage area are without significance except in the totals for the year, the montuiy run-offs being controlled absolutely by discharge of water through the head-gates.
ST. LAWRENCE RIVER BASIN. 83

OSWEGO RIVER DRAINAGE BASIN.

DESCRIPTION.

Oswego River is formed by the union of Seneca and Oneida rivers 

about 12 miles northwest of Syracuse, whence its course is northwestward to Oswego, where it enters Lake Ontario. The length of the 

river from the junction to the mouth is about 20.5 miles, and the 

drainage basin in this district is a narrow strip of moderately rolling 

country. Above the junction of Seneca and Oneida rivers the basin 

spreads out, attaining a total width east and west of about 100 miles 

and north and south of about 80 miles. The total drainage area is 

about 5,000 square miles.

The rise is, on the whole, gradual from the low level lands which 

border Lake Ontario to the north-south ridges which separate the 

various lakes south of Seneca River and which farther south become 

merged with the still more elevated country lying along the southern 

boundary of the Lake Ontario drainage basin.

The most remarkable feature of the drainage basin is the chain of 

lakes stretching across its southern border. From west to east the 

principal lakes are, in order, Canandaigua, Keuka, Seneca, Cayuga, 

Owasco, Skaneateles, and Oneida. These seven lakes include a 

water surface of approximately 280 square miles, increased by four 

smaller lakes Cross, Onondaga, Otisco, and Cazenovia to about 

295 square miles. The larger of the lakes Oneida, Cayuga, and 

Seneca are used for steam-towing navigation, having connection 

with the Erie and Oswego canals. Cayuga and Seneca lakes are 

noted for their depth and for the abrupt slopes of their beds. The 

influence of the lakes on Oswego River is of the utmost importance 

in contributing to the steadiness of its flow.

A fall of 100 feet in the course of the main river is largely utilized 

by seven dams, which also partly canalize the/stream. The intervening stretches are covered by the Oswego Canal, which draws its 

water supply from the river.

The mean annual precipitation in this basin is about 35 inches, and 

the winters are rather less severe than farther east and north in the 

State.

The"Oswego and its tributaries are important in connection with 

the new barge canal. The Oswego itself is to be canalized and serve 

as a connection from the main canal at Three Rivers to Lake Ontario. 

The route of the main canal passes through Oneida Lake down 

Oneida River to its junction with Seneca River at Three River Point, 

thence up Seneca River in its general westward course. The water 

supply for the Oswego River section will be furnished from this 

drainage.
84 SURFACE WATER SUPPLY, 1909 PART IV.

The following gaging stations have been maintained in this river 

basin:

Fall Creek near Ithaca, N. Y., 1908-9.

Cayuga Lake at Ithaca, N. Y., 1905-1909.

Seneca River at Baldwinsville, N. Y., 1898-1909.

Oswego River above Minetto, N. Y., 1900-1903.

Oswego River at Battle Island, N. Y., 1900-1906.

Oswego River at Oswego, N. Y., 1897-1901.

Seneca Lake at Geneva, N. Y., 1905-6.

Skaneateles Lake at Skaneateles, N. Y., 1890-91.

Skaneateles Lake outlet at Willow Glen, N. Y., 1892-1908.

Skaneateles Lake outlet at Jordan, N. Y., 1890-1892.

Onondaga Lake outlet at Long Branch, N. Y., 1904.

East Branch Fish Creek at Point Rock, N. Y., 1898-99.

West Branch Fish Creek at McConnellsville, N. Y., 1898-1901.

Oneida River at Brewerton, N. Y., 1899.

Oneida River at Euclid, N. Y., 1902-1909.

Oneida Creek at Kenwood, N. Y., 1898-1900.

Chittenango Creek at Chittenango, N. Y., 1901-1906.

Chittenango Creek at Bridgeport, N. Y., 1898-1901.

FALL CREEK NEAR ITHACA, N. Y.

This station, which is located at the steel highway bridge about 

1J miles north of the city of Ithaca and about one-half mile below 

the Cornell University hydraulic laboratory, was established July 

7, 1908, to obtain general statistical and comparative data regarding 

the total flow of Fall Creek. It was discontinued July 1, 1909.

The gage heights are somewhat affected by ice during the winter 

and may at times be slightly affected by backwater from Cayuga 

Lake, which is about 800 feet downstream and 4 or 5 feet lower in 

elevation.

Daily gage height, infect, of Fall Creek near Ithaca, N. Y., for 1909. 

[John J. Nolan, observer.]

Day.

1.. ..

2.. ..

3.. ..

4.. ..

5.. ..

6.. ..

7.. ..

8.. ..

9.. ..

10.. ..

11.....

12.....

13.....

14

15.....

Jan.

6.5

7.0

8.0

4.65

7.5

15.25

10.9

32.5

31.5

32.5

19.25

30.5

24.75

25.5

27.65

Feb.

23.5

28.5

28.75

28.0

28.15

27.0

16.5

11.4

9.65

10.15

10.75

9.55

9.0

9.0

13.0

Mar.

7.75

11.25

11.5

11.5

7.0

9.0

11.5

9.25

9.0

25.0

23.75

14.5

14.0

12.75

12.0

Apr.

23.0

19.75

23.0

19.0

20.0

20.5

24.5

18.0

14.25

14.25

13.0

12.0

11.25

35.0

26.5

May.

29.5

28.25

22.25

16.75

14.25

12.9

11.25

11.5

11.25

10.25

15.0

13.75

11.25

11.0

11.25

June.

4.25

3.75

3.75

3.75

6.15

6.5

5.5

4.5

4.0

4.75

10.25

6.4

5.75

7.25

6.25

Day.

16..

17..

18..

19..

20..

21..

22..

23..

24..

25..

26..

27..

28..

29.....

30.....

01

Jan.

26.9

30.0

26.75

25.5

26.0

26.75

26.9

30.5

27.5

24.0

15.0

10.75

8.75

9.25

10.0

12.5

Feb.

11.65

10.5

9.5

9.15

45.0

25.5

16.5

16.0

31.5

26.0

17.25

16.25

14.75

Mar.

11.15

10. 65

9.0

8.75

8.25

7.25

7.25

6.5

6.75

21.0

21.0

15.5

17.75

17.0

17.0

17.0

Apr.

16.5

13.75

13.0

12.75

12.0

11.25

12.0

11.5

9.75

8.5

8.0

7.5

7.5

7.0

17.25

May.

11.75

10.25

9.15

7.75

7.0

5.0

6.5

6-0

5.5

5.25

4.5

5.25

5.25

6.5

6.75

5.75

June.

5.15

5.0

16.2

10.0

7.5

5.4

5.0

7.15

6.15

5.0

5.0

5.3

4.25

3.0

3.0

NOTE. Gage heights are to top of ice on January 8 -10, 16-23, and February 1-5.
ST. LAWRENCE RIVER BASIN. 85

CAYUGA LAKE AT ITHACA, N. Y.

This station, which is located at the breakwater, about 150 feet from 

the light-house at the south end of Cayuga Lake, near Ithaca, N. Y., 

was established August 6, 1905, and has been maintained to obtain 

records of fluctuations in the level of Cayuga Lake.

Previous to October 1, 1909, the elevation of the staff gage was 

382.12 feet, United States Geological Survey datum. On October 1, 

1909, the elevation of gage zero was changed to 381.75 feet. The 

gage heights in the following table are referred to the original elevation, 382.12 feet. Readings are subject to occasional slight error when 

the water is rough.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York. The 1909 data 

have been furnished in part for publication by the Hon. Frank M. 

Williams, state engineer and surveyor, State of New York.

Daily gage height, in feet, of Cayuga Lake at Ithaca, N. Y.,for 1909.

Day.

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

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.

-0.75

- .79

- .71

- .7i

- .40

- .21

Feb.

-0.17

- .06

.7

1.7

Mar.

1.5

1.7

1.55

Apr.

i.75

1.7

2.1

May.

2.6

2.8

2.7

2.6

2.4

2.3

2.2

2.0

2.1

2.3

2.2

2.2

2.1

2.2

2.2

2.0

2.1

2.0

2.1

2.1

2.0

2.1

2.0

2.0

2.1

2.1

2.2

2.1

2.1

2.0

2.1

June.

2.1

2.0

2.1

2.0

2.0

2.1

2.0

1.9

1.8

2.0

1.7

1.6

1.6

1.6

1.5

1.4

1.6

1.6

1.4

1.4

Oct.

-0.07

- .07

- .07

- .17

- .17

- .17

- .17

- .17

- .17

- .17

- .22

- .22

- .22

- .22

- .27

- .32

- .27

- .27

- .32

- .32

- .27

- .27

- .32

- .32

Nov.

-0.37

- .42

- -47

- .47

- .37

- .37

- .42

- .47

- .47

- .47

- .52

- .57

- .57

- .62

- .62

- .62

- .62

- .57

- .62

- .67

- .72

- .77

- .67

- .62

- .62

- .62

- .67

- .72

- .67

- .67

Dee.

n 79

- .67

- .72

- .67

- .72

- .72

- .77

- .72

79

- .72

- .72

- .77

- .77

- .77

- .77

- .77

- .77

- .77

- .77

- .77

- .77

- .77

- .77

- .77

- .77

- .72

- .77

- .77

- .77

- .72

- .77

NOTE. All gage heights for 1909 have been referred to the original UnitedStates Geological Survey datum, 

elevation 382.12.

SENECA RIVER AT BALD WINS VILLE, N. Y.

This gaging station was established November 12, 1898, at the 

state dam in Baldwinsville, 12 miles along the river from the junction 

of Seneca and Oneida rivers. Beginning with 1907, this station has 

been maintained by the New York state engineer's department.
86 SURFACE WATER SUPPLY, 1909 PART IV.

The record at this station includes the discharge over the main dam, 

which is calculated by the formula for a broad, flat^crested weir, 

when flashboards are removed. The discharge over the flashboards 

is calculated by the Francis formula. Gage readings in the river 

channel below the dam are utilized to determine the average working 

head on the turbines. The discharge through the three main canals 

is determined from records of the run of water wheels kept in each 

mill and from the recorded lockage and opening of paddles at the 

Oswego Canal lock at the foot of the canal. Current-meter measurements to determine the leakage of the several mills have been made 

at different times, and allowance for this leakage has been made in 

the computations. The record has also been checked by currentmeter measurements made during 1901, 1903, 1904, and 1905 at 

^elgium.

Owing to the complicated conditions of flow at this station and the 

uncertainty regarding leakage the accuracy of t,he results is considered 

only fair.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York. The 1909 data 

are not at present available for publication.

SKANEATELES LAKE OUTLET AT WILLOW GLEN, N. Y.

This station, which is located in the village of Willow Glen, 1.5 

miles below the foot of Skaneateles Lake, was established March 10, 

1895, and has been maintained by the city of Syracuse to obtain data 

regarding the flow of Skaneateles Creek.

Observation is made of the daily discharge over a thin-edged weir 

having a crest length of 27.8 feet, with two end contractions. The 

discharge is calculated from the observed depth on an iron pin set 

with its top at crest level, 5.2 feet upstream from the weir, by means 

of the Francis formula, including corrections for end contractions 

and velocity of approach.

Since July 1, 1894, the water supply of the city of Syracuse has 

been drawn from Skaneateles Lake, and the amount of this diversion 

should be added to the discharge of the outlet to obtain the total 

run-off of the drainage basin. The calculated diversion, as determined from the record of gate openings and head at the inlet gates, 

using the orifice formula with a constant coefficient, stated as 0.62, 

has been furnished by the city of Syracuse.

Several small water-power plants are in operation on Skaneateles 

Creek, all below the weir, but these do not affect the flow. The gage 

datum has remained the same during the maintenance of the station. 

During the winter months the discharge is only slightly affected by 

ice. Conditions are good for obtaining accurate discharge records, 

and a very good rating curve has been developed.
ST. LAWRENCE EIVER BASIN. 87

Information in regard to this station is contained in the reports of 

the New York state engineer and surveyor.

The records for 1909 are withheld for the present, because estimates of the diversion are only approximate and because of changes 

in the conduit lines.

ONEIDA EIVER NEAE EUCLID, N. Y.

This station, which is located at Oak Orchard state dam, 0.3 mile 

above Schroeppel's bridge, about 8 miles upstream from Three River 

Point and about 1£ miles north of Euclid, was established August 30, 

1902, to obtain general information regarding the flow of Oneida 

River for use in connection with water-power development and canal 

projects. Since May 1, 1907, the station has been maintained by 

the state engineer's department. The 1909 records have been furnished for publication by the state engineer and surveyor, and have 

not been verified by engineers of the United States Geological Survey.

Prior to June 5, 1907, the gage-height observations were made by 

measuring down to the water surface from a reference point on the 

bulkhead coping of the lock at the dam; since June 5, 1907, they have 

been referred to the gage on the fender piles, a short distance above 

the entrance to this lock; elevation, 360.83 feet, Barge Canal datum. 

Gage readings are taken above the dam to avoid, as far as possible, 

backwater from ice or other causes, and the flow over the dam is 

computed on the basis of a rating curve constructed from currentmeter measurements made at Schroeppel's bridge.

During the winter months ice occasionally affects the gage heights. 

Above a certain stage the dam becomes submerged and the discharge 

is modified. A special rating table, deduced from measurements 

made during the period of submergence, is used to calculate the discharge during the high period. Allowance is made for the openings 

of lock paddles in winter and for flashboards when used.

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 Oneida River near Euclid, N. Y.,for 1909.

Day.

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

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

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

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

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

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

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

ft...............

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

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

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

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

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

Jan.

814

918

al,072

1,305

1,891

1,692

1,463

1,518

1,631

1,758

1,824

1,824

1,891

1,891

Feb.

3,362

3,081

2,991

2,991

3,081

2,991

2,904

3,174

2,819

2,819

i2,819

2,904

Mar.

7,542

7,408

7,276

6,399

6,018

5,650

5,892

6,018

5,770

5,770

5,770

Apr.

6,864

6,864

6,864

6,864

6,864

6,111

5,022

5,858

6 Oft/1

o8,188

8,188

8,380

9,010

9,298

May.

6,864

a6,989

7,382

7,248

7,248

7,649

7 fvlQ

7,248

7,382

7,516

7 Q9Q

7 Q9O

7,516

7,382

June.

4,335

4,559

4,676

4,676

4,676

4,559

4,559

4

CCQ

4,445

4 QQC

3,799

3,799

July.

1,874

1,801

1,731

il,598

1,598

1,532

1,598

1,471

ol,249

QCQ

758

566

510

Aug.

1830

722

654

654

654

688

654

654

654

722

a 758

Sept.

722

654

460

1370

566

654

722

722

958

830

758

Oct.

280

1320

621

540

540

566

758

1,002

621

566

540

Nov.

1,471

1,532

1 CQQ

1,532

1,471

1,249

1,048

1,196

1,358

1,358

H,358

1,414

Dec.

1,162

1,305

al,162

1,030

1,208

1,255

1,305

1.208

1,162

1,208

a Sunday.
88 SURFACE WATEE SUPPLY, 1909 PART IV. 

Daily discharge, in second-feet, of Oneida River near Euclid, N. Y.,for 1909 Cont'd.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1,891

(4,891

1,824

1,758

1,631

1,631

1.961

2,991

3,659

3,756

3,460

3,362

Feb.

2,819

2.991

3,081

4,171

"4,171

4,386

4,836

6,018

6,144

7,276

Mar.

5.770

5,650

5,182

4,719

4,836

04,836

4,836

C 9QQ

6,526

6,778

6,655

6,399

"6,399

6,655

7,024

7 

' 149

Apr.

9,010

8,870

«8, 732

8,598

7,786

7,516

7,116

6,864

"6,864

6,741

6,864

6,741

6,366

6,366

May.

"7,248

7,116

6,864

6,495

6,111

5,610

5,254

4,908

4,908

4,559

4.445

4, 335

4,226

o4,226

4,226

June.

3,799

3,596

3,596

3,596

"3.596

3,300

2,921

2,831

2,659

2,494

2,494

02,494

2,411

2,090

2,015

July.

540

510

a 510

480

510

592

621

688

830

a 870

870

792

870

958

958

870

Aug.

792

722

722

654

688

688

o654

621

654

592

621

654

C54

o565

505

722

Sept.

830

958

958

"958

912

792

654

480

370

320

o440

425

410

383

383

Oct.

540

"621

958

1,048

1,145

1,145

1,249

1,145

ol,196

1,303

1,249

1.249

1,249

1,303

1,358

"1,358

Nov.

1,030

814

814

814

814

0752

726

814

781

918

952

ol,030

1,162

1,208

Dec.

1,208

1,208

1,208

«1,255

1,305

1.305

1,255

1,305

1,208

1,356

ol,409

1,356

1,305

1,305

1,208

1,208

" Sunday.

Monthly discharge of Oneida River near Euclid, N,, Y.,for 1909. 

[Drainage area, 1,400 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

3,760 

7,540 

7,540 

9,300 

7,930 

4,680 

1,870 

830 

958 

1,360 

1,600 

1,410

9,300

Minimum.

814 

2,820 

4,720 

5,020 

4,230 

2,020 

480 

565 

320 

265 

726 

1,030

205

Mean.

2.090 

3,840 

6,090 

7,360 

6,350 

3,660 

1,020 

'675 

667 

878 

1,140 

1,240

2,920

Per 

square 

mile.

1.49 

2.74 

4.35 

5.26 

4.54 

2.61 

.729 

.482 

.476 

.627 

.814 

.886

2.08

Run-off 

(depth in 

inches on 

drainage 

area).

1.72 

2.85 

5.02 

5.87 

5.23 

2.91 

.84 

.56 

.53 

.72 

.91 

1.02

28.18

BLACK RIVER DRAINAGE BASIN. 

DESCRIPTION.

Black River rises in the western part of Hamilton County, N. Y., 

flows southwestward across Herkimer County into Oneida County, 

turns near Forestport and runs somewhat west of north through 

Lewis County to eastern Jefferson County, and then flows westward 

to Black River Bay, at the eastern extremity of Lake Ontario. Its 

total drainage area is 1,930 square miles. The upper part of the basin 

is very rugged and mountainous, contains a large number of lakes, 

and is in a part of the Adirondack forest.

The mean annual precipitation is about 40 inches, ranging from 

55 inches in the extreme headwaters to perhaps 30 inches near Lake 

Erie. The winters are generally quite severe, and the stream flow is 

affected by ice for periods of several months.
ST. LA WHENCE RIVER BASIN. 89

The regimen of the river is controlled by storage on its upper 

tributaries (including Beaver River at Beaver), a series of reservoirs 

at the headwaters of Moose River, and additional reservoirs at Forestport and on the headwaters of the main river.

Water is diverted from Black River through Forestport feeder to 

supply the Black River Canal at Boonville. A portion of this diverted 

water flows northward from Boonville and enters Black River again 

at Lyons Falls; the remainder flows southward .through the Black 

River Canal and enters the Erie Canal at Rome.

The following gaging stations have been maintained in this river 

basin:

Black River near Felts Mills, Watertown, N. Y., 1902-1909.

Black River at Huntingtonville dam, near Watertown, N. Y., 1897-1901.

Moose River at Moose River, N. Y., 1900-1909.

Beaver River at Croghan, N. Y., 1901-1903.

BLACK RIVER NEAR FELTS MILLS, N. Y.

This station, which was established August 29, 1902, is located at 

the dam of the Harmon Paper Company, formerly owned by the 

Black River Traction Company, near the village of Felts Mills, 9 

miles upstream from Watertown and 7 miles upstream from the old 

Huntingtonville gaging station on this stream. Since May 1, 1907, 

the station has been maintained under the direction of Hon. Frank 

M. Williams, state engineer and surveyor, State of New York, by 

whom the 1909 data have been furnished for publication.

The dam is of sawed timber, rests on limestone foundation, and is 

very nearly water-tight. It has a slope on the upstream face of 2.88* 

horizontal to 1 vertical. The crest is protected by boiler plate and 

the downstream face is vertical, giving a free overfall. The main 

crest is 380.6 feet long. There are two additional sections on the 

right-hand side, one 14.1 feet long and the other 17.9 feet. A 

similarly constructed dam, 117 feet long, at the left bank, serves as 

an auxiliary spillway and as a head-race wall.

The gage, which is read twice daily, at 7 a. m. and 6 p. m., is 

attached vertically to a crib at the left-hand side of the stream above 

the mill. Correction is made to the gage readings for velocity of 

approach during high water. The discharge over the spillways has 

been calculated by means of the weir formula, using coefficients 

derived from experiments of the United States Geological Survey 

for a dam of similar cross section.

A wood-pulp mill has been constructed adjacent to this dam, and 

was put in operation during 1907. The mill contains four 72-inch 

and one 45-inch Smith-McCormick turbines. A record is kept of the 

hours run and gage opening of each wheel, as well as of the head 

under which the wheels operate.
90 SUEFACE WATEE SUPPLY, 1909 PAET IV.

Information in regard to this station is contained also in the reports 

of the New York state engineer and surveyor.

Daily discharge, in second-feet, of Black River near Felts Mills, N. Y.,for 1909.

Day.

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

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

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

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

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

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

o

iS:::::::::::::

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1,4 

1,4 

ol,5 

2,5 

2,7

3,5

4,4 

4,8 

4,5 

o3,&

4,1 

3,5 

2,9 

2,5 

2,1

1,4- 

ol,4 

2,1 

1,1 

1,4.

1,7 

1,7 

2,01 

o4,5 

6,6

7,8 

7,3 

6,8 

5,6,.

33 

93 

33 

58 

22

25 

58 

SI 

18 

56

51 

31 

26 

16 

)1

12

rs

37 

)2 

36

'6 

S6 

>4 

)6 

J9

)6 

)2 

79 

V)

5,481 

13,476

Feb.

2,688 

2,722 

2,226 

2,228 

2,228

3,364 

o5,459 

6,461 

6,448 

7,691

7,317 

7,859 

6,476 

04,747 

5,204

4,410 

4,113 

3,854 

3,591 

3,369

o5,340 

7,003 

7,120 

7,949 

8,561

8,722 

8,830 

«8,086

.......

Mar.

6,806 

6,649 

4,757 

4,151 

2,991

3,340 

o2,085 

2,674 

2,471 

2,829

4,823 

5,895 

4,480 

a3,448 

3,979

4,469 

2,705 

4,612 

2,890 

2,616

o2,019 

2,378 

2,462 

2,504 

2,990

5,839 

5,567 

o4,312 

5,443 

4,757 

4,596

Apr.

5,080 

5,242 

6,002 

o6,304 

7,989

8,834 

12, 214 

15,969 

16,998 

16,684

013,575 

11,620 

9,970 

12,414 

16,970

23,058 

19, 107 

016,626 

16,075 

15,799

14,957 

14, 676 

13,303 

12,503 

oll,463

10, 735 

9,970 

8,242 

8,015 

8,270

May.

8,926 

alO,204 

12, 162 

12,611 

12, 772

10,328 

8,884 

8,574 

a 8, 786 

10,751

11,917 

12,420 

13,024 

11,963 

9,989

o8,319 

7,933 

7,175 

6,963 

6,056

5,621 

4,703 

o3,287 

4,229 

3,591

3,139 

2,661 

2,906 

2,910 

a2,282 

2,997

June.

2,942 

2,214 

1,921 

2,046 

1,893

o2,693 

3,820 

3,233 

2,839 

2,839

2,420 

2,400 

o2, 151 

2,330 

2,214

2,088 

1,837 

1,637 

2,176 

a.3, 139

2,695 

2,336 

1,837 

1,796 

1,601

1,521 

al,888 

1,935 

1,204 

1,219

July.

1,097 

1,081 

749 

o384 

634

1,612 

1,406 

1,239 

1,191 

905

o353 

1,304 

1,716 

1,337 

1,118

922 

2,561 

a384 

1,138 

867

1,249 

1,249 

1,128 

1,091 

ol,249

1,851 

1,677 

1,438 

1,158 

860 

1,080

Aug.

o201 

2,113 

1,011 

908 

' 868

868 

817 

o713 

1,097 

1,087

981 

1,504 

855 

1,438 

ol,209

1,519 

1,571 

1,693 

1,580 

1,010

862 

o714 

1,146 

942 

879

899 

1,054 

o749 

714 

881 

811

Sept.

959 

921

777 

836 

(a)

769 

1,075 

1,276 

1,049 

1,075

822 

o201 

1,268 

906 

848

820 

864 

724 

0754 

897

897 

820 

790 

779 

784

o714 

1,253 

820 

825 

928

Oct.

1,030 

959 

o754 

1,365 

1,094

1,557 

896 

996 

993 

o70

1,183 

848 

966 

933 

843

896 

o353 

1,365 

1,368 

1,307

1,330 

1,580 

2,776 

ol,772 

2,435

1,570 

1,407 

1,289 

1,340 

1,253 

o957

Nov.

1,646 

966 

1,251 

1,511 

1,450

1,131 

ol,082 

1,622 

1,233 

1,461

o914 

1,685

1,035 

1,241 

1,419 

1,810 

1,589

o914 

2,621 

2,829 

3,707 

2,791

2,504 

2,233 

ol,713 

3,253 

2,542

Dec.

2,295 

2,253 

2,048 

1,922 

ol,597

2,128 

1,608 

2,009 

938 

981

1,269 

ol,082 

2,098 

1,608 

1,969

1,929 

2,009 

1,837 

ol,352 

2,244

1,770 

1,849 

1,770 

1,330 

1,291

«1,207 

'1,886 

1,639 

1,639 

1,700 

1,700

o Sunday. 

NOTE. Discharge affected by ice obstruction during December.

Monthly discharge of Black River near Felts Mills, N. Y.,for 1909. 

[Drainage area, 1,850 square miles.]

Month.

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

May............................ ..-.. .... ...

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

Discharge in second-feet.

Maximum.

7,900 

8,830 

6,810 

23,100 

13,000 

3/820 

2,560 

1,690 

1,280 

2,780 

3,710 

2,300

23,100

Minimum.

1,100 

2,230 

2,020 

5,080 

2,280 

1,200 

353 

201 

201 

70 

914 

938

70

Mean.

3,480 

5,500 

3,920 

12,300 

7,680 

2,230 

1,160 

1,050 

862 

1,210 

1,750 

1,710

3,570

Per 

square 

mile.

1.88 

2.97 

2.12 

6.65 

4.15 

1.21 

.627 

.568 

.466 

.654 

.946 

.924

1.93

Run-off 

(depth in 

, inches on 

drainage 

area).

'2.17 

3.09 

2.44 

7.42 

4.78 

1.35 

.72 

.65 

.52 

.75 

1.06 

1.07

26.02

NOTE. Daily discharge for September 5 estimated by the United States Geological Survey at 400 

second-feet and 1,400 second-feet for November 11-13 in order to complete the year.
ST. LAWRENCE RIVER BASIN. 91

MOOSE EIVEE AT MOOSE EIVEE, N. Y.

This station, which is located in Moose River village, was established June 5, 1900, to obtain general statistical data regarding the 

flow of Moose River.

The station is about 2 miles below the McKeever dam, which is 

maintained for logging. A considerable fall occurs just below. 

Occasionally ice and log jams form at an island above the station. 

During the winter months discharge is usually affected by ice and 

the gage is read but once a week. Measurements are made by 

means of a car and cable.

The staff gage is in two sections. The low-water portion is near 

'the left bank about 400 feet upstream from the cable. The upper 

section is about 15 feet farther downstream. The elevation of the 

gage zero was changed on February 28, 1903, from 15.36 feet to 

15.53 feet. Conditions for obtaining discharge are fairly good, and 

a fairly good rating curve has been developed for open-channel 

conditions.

Information in regard to this station is contained in the reports of 

the New York state engineer and surveyor.

Discharge measurements of Moose River at Moose River, N. Y., in 1909.

Date.

July 6.........

July?. .......

Hydrographer.

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

W. G. Hoyt. .......................................

Width.

Feet. 

211

216

211

212

210

Area of 

section.

Sq.ft. 

292

662

484

442

417

Gage 

height.

Feet. 

1.18

3.19

1.20

1.02

.86

Discharge.

Sec.-ft. 

250

1,090

353

291

244

a Ice conditions. About 0.20 foot clear ice overlaid with 0.30 foot snow ice covered with slush.

6 Nearly complete ice cover. Average thickness of ice, 1.05 feet. Gage height to top of ice, 3.29 feet.

« Made by wading at the cable section.

Daily gage height, in feet, of Moose River at Moose River, N. Y., for 1909. 

[Chris Hannan, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.74

.99

19

1.19

1 1Q

1.59

2.69

1.79

1 94

1 79

1.69

1.69

1.44

Feb.

2.19

2.09

2 09

1 99

1 QQ

2.49

3 14

3 M

3.74

3.54

3.29

3.19

3.04

2.79

Mar.

3.29

2.99

2.59

2

KA

2.49

2.19

2.19

2.39

2.69

2.64

2.49 

2.49

2.39

Apr.

1.69

1.14

7Q

.89

1.09

1.44

4

00

5.23

3.74

4 09

3.64

3.89

7.48

May.

5.33

5.98

4.63

4 63

4.08

5.33

6.28

5.39

6.98

7.18

5. "98

5.13 

4.63

3.84

June.

1.69

1.49

1 on

1.24

1 19

1.99

2.09

1.94

1.74

2.14

2.29

1.94 

1.79

1.64

July.

0.59

.59

89

1 19

.85

QK

.70

.70

.80

.75

.75

.70 

.80

.80

Aug.

0.60

60

.50

.50

1.00

.85

.90

1.45

.90

.90

.80

.80

..80 

.70

.70

Sept.

0.95

.90

.90

.80

80

.80

.80

.80

.80

.70

.60

.60

.60 

.50

.50

Oct.

1.25

1.40

1 40

1.55

1.65

1.45

1.12

.90

1.00

1.10

1.00

1.00

.90 

.90

.80

Nov.

0.50

.60

.65

.80

.80

.80

.80

1.05

1.05

1.05

1.00

1.00

.90 

.90

.90

Dec,.

1.40

1.15

.95

.80

80

.75

.70

.60

.70

.85

.95

1.05

.90 

.90

1.00
92 SURFACE WATER SUPPLY, 1909 PART IV.

Daily gage height, in feet, of Moose River at Moose River, N. Y., in 1909 Continued.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.24

1.29

1.39

1.49

1.39

1.29

1.44

1.64

1.89

4.48

4.68

4.09

3.54

2.84

2.24

2.19

Feb.

2.69

2.69

2.89

2.79

3.44

4.83

4.88

4 V*

4 09

3.94

3.79

3.59

3.44

Mar.

2.29

2.29

2.19

2.24

2.39

2.29

2.29

2.29

2.39

2.39

2.49

2.59

2.89

2.44

2.09

1 99

Apr.

6.13

6.03

6.68

6.43

7.38

6.18

5.68

5

70

5.23

4.83

4.68

4.73

4.73

4.58

4.33

May.

5.03

5.23

4.28

3.59

3.44

3.19

2.79

2.54

2.59

2.49

2.34

2.19

2.04

1.89

1.79

1.79

June.

1.94

1.99

2.39

2.94

2.49

2.14

1.89

1 79

1.09

1.04

.59

.99

.99

.99

July.

0.70

.55

.25

1.25

1.40

1.25

1.10

1.10

1.05

1.25

1.45

1.35

1.10

.85

.70

.70

Aug.

0.60

.70

.70

.60

.60

.60

.50

.50

.40

.40

.50

.50

.60

.60

.55

.55

Sept.

0.60

.60

.60

.60

.70

.70

.80

.80

.90

.90

.85

.85

.90

1.05

1.10

 Oct.

0.90

.90

.90

.90

.95

1.00

.90

.90

.75

.70

.70

.70

.55

.50

.50

.00

Nov.

0.80

.70

.80

.90

.95

.90

1.25

1.65

1.95

2.00

1.90

1.75

1.70

1.70

1.60

Dec.

1.00

1.05

1.10

1.20

1.20

1.20

1.10

1.10

1.10

1.00

1.00

1.00

.90

00

1.00

1.10

NOTE. Ice conditions January 1 to April 6 and December 9-31.

Daily discharge, in second-feet, of Moose River at Moose River, 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.

158

208

74

248

248

357

1,120

805

417

476

417

387

387

357

312

258

268

297

327

297

268

312

372

456

2,050

2,230

1,720

1,310

884

576

Feb.

576

536

536

496

705

1 060

1,240

1,450

1,310

1,150

1,090

1 000

884

855

805

805

914

1,240

2,380

2,100

1 600

1 480

1,340

1 ' 240

Mar.

974

780

755

705

576

576

656

805

780

705

705

656

616

616

596

656

616

616

656

656

705

7 cc

914

680

536

4QA

Apr.

387

238

168

188

228

312

2,270

3,300

3,300

1,710

2,030

1,620

1,840

6,110

6,670

4,560

4,400

5,390

5,000

6,510

4,630

3 900

3,970

2,820

2

fiCA

2 7fift

2 97fi

May.

3,430

4,330

3,560

2,590

2,590

2,020

3,430

4,780

3,510

5,870

6,190

4,330

3,180

2,590

1,800

3,060

3,300

2,220

1,580

1,460

1,280

1,020

877

906

850

770

695

566

532

June.

496

432

402

357

342

606

720

646

586

514

670

745

586

532

479

586

606

795

1,110

850

670

566

532

417

312

300

193

OOO

288

OCQ

July.

193

193

262

417

342

252

278

215

215

240

228

228

215

240

240

215

185

128

360

405

360

315

315

302

360

420

390

01 K

252

91 ^

215

Aug.

195

195

175

175

290

252

265

420

265

265

240

240

240

215

215

195

215

215

195

195

195

175

175

155

155

175

175

195

195

18^

185

Sept.

278

265

265

240

240

240

240

240

240

215

195

195

195

175

175

195

195

195

195

215

215

240

240

265

265

252

252

265

302

315

Oct.

360

405

405

450

482

420

321

265

290

315

290

290

265

- 265

240

265

265

265

265

278

290

265

265

998

215

91 >^

215

18^

175

90

Nov.

175

195

205

240

240

240

240

302

302

302

290

290

265

265

265

240

215

240

265

278

265

360

482

590

610

570

518

500

500

Af{Fi

Dec.

405

330

278

240

240

228

215

195

150

180

200

220

190

190

210

210

220

230

250

250

250

230

230

230

210

210

210

190

190

210

230

NOTE. Dally discharges January 1 to April 6 and December 9-31 were obtained from an ice curve based 

on two 1909 measurements and are only approximate. Daily discharges for the open-water period are 

based on a rating curve, well defined between discharges 240 and 3,650 second-feet.
ST. LAWEENCE EIVEE BASIN. 93

Monthly discharge of Moose River at Moose River, N. Y.,for 1909. 

[Drainage area, 346 square miles.]

Month.

January. ................................

March .............

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

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

Discharge in second-feet.

Maximum.

2,230 

2,430 

1,150 

6,670 

6,190 

1,110 

420 

420 

315 

482 

610 

405

2,430

Minimum.

74 

496 

496 

168 

532 

193 

128 

155 

175 

90 

175 

150

74

Mean.

587 

1,150 

696 

2,920 

2,400 

530 

275 

214 

233 

281 

330 

226

820

Per 

square 

mile.

1.70 

3.32 

, 2.01 

8.44 

6.94 

1.53 

.795 

.618 

.673 

.812 

.954 

.653

2.37

Run-off 

(depth in 

inches on 

drainage 

area).

1.96 

3.46 

2.32 

9.42 

8.00 

1.71 

.92 

.71 

.75 

.94 

1.06 

.75

32.00

Accuracy.

C.

C.

c.

B. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

ST. LAWRENCE RIV^R DRAINAGE BASIN.

GENERAL FEATTTBES.

St. Lawrence River, the outlet of the Great Lakes system, receives 

also the flow of a number of New York streams having their sources 

in the northerly slopes of the Adirondacks and fed by the innumerable 

lakes with which the region is dotted. Some of these rivers, as the 

Grass, Raquette, and St. Regis, lip entirely within the United States; 

others, notably Salmon, Trout, Chateaugay, and English rivers, 

cross the international boundary and flow northward into the St.

Lawrence in Canada, as does also 

Champlain. The following table

Richelieu River, the outlet of Lake 

gives a list of the principal tributaries of the St. Lawrence in the United States, with the areas drained 

by them:

Drainage areas of St. Lawrence Reiver tributaries in the United States.

Square 

miles.

Oswegatchie River................. 1, 609

Grass River....................... 63J

Raquette River................... 1,219

St. Regis River................... 91(J

Little Salmon River a.............. 10

Square 

miles.

Salmon River a. ............. 273

Trout River 6.................... 129

Chateaugay River &................ 199

English River&................... 53

Lake Champlain &................ 8,187

The St. Lawrence drains, through Lake Champlain, an area of about 

4,560 square miles in the State of Vermont. This drainage is practically all from Missisquoi, Lamonjle, and Winooski rivers and Otter 

Creek. Clyde, Barton, and Black rivers, in northern Vermont, are 

tributary to St. Lawrence River through Lake Memphremagog and St. 

Francis River.

a Above junction near international boundary. 6 Above New York state line.
94 SURFACE WATER SUPPLY, 1909 PART IV.

OSWEGATCHIE RIVER DRAINAGE BASIN. 

. DESCRIPTION.

Oswegatchie River has its source in the region of lakes and timbered 

swamps in the southern part of St. Lawrence County, N. Y. The 

largest of the lakes is Cranberry Lake, which affords valuable storage 

to water-power users on its outlet, East Branch of Oswegatchie 

River. The East and West branches flow in a general northwesterly 

direction and unite near Talcville. From Gouverneur to Oxbow 

the river flows southwestward; it then turns sharply and flows 

northeastward to Rensselaer Falls, turns again to the northwest, 

receives the outlet of Black Lake at Galilee, and finally enters the St. 

Lawrence at Ogdensburg. Its total drainage area comprises about 

1,600 square miles.

The mean annual precipitation is about 35 inches, and winter 

conditions are usually severe.

The basin affords many opportunities for water storage and the 

utilization of these sites is especially desirable, on account of the 

quick spilling character of this area and the tendency to floods. 

Considerable water power is developed, mostly in small units, and 

there is a large amount of undeveloped power.

The following gaging station has been maintained in this river 

basin: Oswegatchie River near Ogdensburg, N. Y., 1903-1909.

OSWEGATCHIE RIVER NEAR OGDENSBURG, N. Y.

This station, which is located at what is known as the Eel Weir 

highway bridge, about 6 miles upstream from Ogdensburg, N. Y., 

and one-half mile below Black Lake outlet, was established May 16, 

1903, and has been maintained continuously since that date to obtain 

information for use in studies of power and storage development on 

Oswegatchie and Black rivers.

There are three dams in the vicinity of the gaging station on 

Oswegatchie River one at Heuvelton, about 5 miles above; one at 

Rensselaer Falls, 10 miles above; and one in the city of Ogdensburg, 

about one-half mile above the outlet.

Open-water conditions prevail at this station throughout the year. 

The stream bed is rocky and permanent and the results are considered 

fairly good for all stages. The gage datum has remained the same 

since the beginning of the record.

Information in regard to this station is contained in the annual 

reports of the New York state engineer and surveyor.

The following discharge measurement was made by C. C. Covert:

April 20, 1909: Width, 258 feet; area, 1,240 square feet; gage height, 8.25 feet; 

discharge, 10,400 second-feet,
ST. LAWRENCE RIVER BASIN. 95

Daily gage height, in feet, of Oswegatchie River near Ogdensburg, N. Y.,for 1909. 

[Joseph H. La Rue, 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. .............. ?1

Jan.

4.6

4.6

4.6r

4.5

4.5

4.7

5.7

5.7

5.8

5.8

5.8

5.8

5.8

5.8

5.7

5.7

5.6

5.4

5.3

5.2

5.2

5.1

5.2

5.4

5.7

6.1

6.5

6.5

6.7

6.5

6 4

Feb.

6.2

6.1

5.9

5.8

5.7

5.7

6.2

6.4

6.6

6.5

6.5

6.5

6.2

6.2

6.2

6.0

6.0

6.0

5.7

5.7

5.9

6.2

6.4

7.2

7.7

7.7

7.7

Mar.

7.6

7.3

7.0

6.8

6.6

6.6

6.2

6.2

6.0

5.8

5.8

5.7

5.6

5.6

5.8

5.8

5.8

5.8

5.6

5.7

5.6

5.5

5.4

5.4

5.8

6.3

6.8

7.1

7.1

7.1

Apr.

7.3

7.5

7.6

7.9

8.1

8.2

8.4

8.6

8.7

8.8

8.8

8.8

8.7

8.3

8.0

8.1

8.1

8.1

8.3

8.3

8.2

8.1

8.0

7.8

7.4

7.2

7.2

6.9

6.7

6.4

May

6.5

7.1

7.3

7.3

7.3

7.3

7.3

7.3

7.2

7.0

7.3

7.5

7 9

8.1

7.9

7.8

7.6

7.3

7.2

7.0

6.9

6.7

6.7

6.7

6.4

6.3

6.1

5.9

5.9

5.9

5.8

June.

5.8

5.8

5.7

5.6

5.6

5.4

5.3

5.3

5.3

5.3

5.2

5.2

5.1

5.3

5.1

5.1

5.1

5.0

4.9

5.3

4.9

4 9

4.9

4.9

4.9

4.8

4.8

4.8

4.7

4.7

July.

4.7

4.7

4.7

4.7

4.7

4.7

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.7

4.7

4.8

4.8

4.8

4.8

4.8

4.8

4.8

4.9

4.9

4.9

Aug.

4.9

4.8

4.7

4.7

4.8

4.8

4.7

4.7

4.7

4.7

4.6

4.6

4.6

4.6

4.7

4.6

4.6

4.5

4.5

4.5

4.5

4.5

4.5

- 4.5

4.4

4.4

4.4

4.5

Sept.

4.5

4.4

4.4 4.4-

4.5

4.6

4.6

4.6

4.5

4.5

4.5

4.4

4.4

4.4

4.4

4.4

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

Oct.

4.5

4.5

4.5

4.5

4.5

4.6

4.6

4.6

4.6

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.6

4.6

4.6

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

Nov.

4.7

4.7

4.8

4.7

4.7

4.7

4.7

4.8

4.8

4.8

4.8

4.8

4.7

4.8

4.8

4

Q

5.2

5.2

5.0

4.9

4.9

4.8

4.8

4.9

5.4

5.4

5.4

5.4

5.5

5.5

Dec.

5.6

5.6

5.5

5.5

5.4

5.3

5.2

5.2

4.6

5.2

5.2

5.1

5.1

5.2

5.6

5.6

5.8

5.8

5.8

5.7

5.6

5.6

5.5

5.4

5.4

5.3

5.3

5.2

5.1

5.1

5.1

NOTE. Oswegatchie River is not affected by ice conditions at the gaging station.

Daily discharge, in second-feet, of Oswegatchie River near Ogdensburg, 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.

780 

780 

780 

680 

680

890 

2,640 

2,640 

2,890 

2,890

2,890 

2,890 

2,890 

2,890 

2,640

2,640 

2,400 

1,980 

1,790 

1,610

1,610 

1,440 

1,610 

1,980 

2,640

3,730 

4,890 

4,890 

5,480 

4,890

4,600

Feb.

4,020 

3,730 

3,160 

2,890 

2,640

2,640 

4,020 

4,600 

5,180 

4,890

4,890 

4,890 

4,020 

4,020 

4,020 

3,440 

3,440 

3,440 

2,640 

2,640

3,160 

4,020 

4,020 

4,600 

6,960

8,450 

8,450 

8,450

Mar.

8,150 

7,250 

6,360 

5,780 

5,180

5,180 

4,020 

4,020 

3,440 

2,890

2,890 

2,640 

2,400 

2,400 

2,400

2,890 

2,890 

2,890 

2,890 

2,400

2,640 

2,400 

2,180 

1,980 

1,980

2,890 

4,310 

5,780 

6.660 

6,. 660 

6,660

Apr.

7,250 

7,850 

8,150 

9,050 

9,660

9,960 

10,600 

11,200 

11,500 

11,800

11,800 

11,800 

11,500 

10,300 

9,350

9,660 

9,660 

9,660 

10,300 

10,300

9,960 

9,660 

9,350 

8,750 

7,550

6,960 

6,960 

6,070 

5,480 

4,600

May.

4,890 

6,660 

7,250 

7 250 

7,250

7,250 

7,250 

7,250 

6,960 

6,360

7,250 

7,850 

9,050 

9,660 

9,050

8,750 

8,150 

7,250 

6,960 

6,360

6,070 

5,480 

5,480 

5,480 

4,600

4,310 

3,730 

3,160 

3,160 

3,160 

2,890

June.

2,890 

2,890 

2,640 

2,400 

2,400

1,980 

1,790 

1,790 

1,790 

1,790

1,610 

1,610 

1,440 

1,790 

1,440

1,440 

1,440 

1,280 

1,140 

1,790

1,140 

1,140 

1,140 

1,140 

1,140

1,010 

1,010 

1,010 

890 

890

July.

890 

890 

890 

890 

890

890 

780 

780 

780 

780

780 

780 

780 

780 

7§0

780 

780 

780 

890 

890

890 

1,010 

1,010 

1,010 

1,010

1,010 

1,010 

1,010 

1,140 

1,140 

1,140

Aug.

1,140 

1,010 

890 

890 

1,010

1,010 

890 

890 

890 

890

780 

780 

780 

780 

780

890 

780 

780 

780 

680

680 

680 

680 

680 

680

680 

680 

590 

590 

590 

680

Sept.

680 

590 

590 

590 

680

780 

780 

780 

680 

680

680 

590 

590 

590 

590

590 

590 

680 

680 

680

680 

680 

680 

680 

680

680 

. 680 

680 

680 

680

Oct.

680 

680 

680 

680 

680

780 

780 

780 

780 

890

890 

890 

890 

890 

890

890 

890 

780 

780 

780

890 

890 

890 

890 

890

890 

890 

890 

890 

890 

890

Nov.

890 

890 

1,010 

890 

890

890 

890 

1,010 

1,010 

1,010

1,010 

1,010 

890 

1,010 

1,010

1,140 

1,610 

1,610 

1,280 

1,140

1,140 

1,010 

1,010 

1,140 

1 980

1.980 

1,980 

1,980 

2,180 

2,180

Dec.

2,400 

2,400 

2,180 

2,180 

1,980

1,790 

1,610 

1,610 

780 

1,610

1,610 

1,440 

1,440 

1,610 

2,400

2,400 

2,890 

2,890 

2,890 

2,640

2,400 

2,400 

2,180 

1,980 

1,980

1,790 

1,790 

1,610 

1,440 

1,440 

1,440

NOTE. Daily discharges based on a fairly well defined rating curve.
96 SUBFACE WATEE SUPPLY, 1909 PAKT IV.

Monthly discharge of Oswegatchie River near Ogdensburg, N. Y.,for 1909. 

[Drainage area, 1,580 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

5,480 

8,450 

8,150 

11,800 

9,660 

2,890 

1,140 

1,140 

780 

890 

2,180 

2,890

11,800

Minimum.

680 

2,640 

1,980 

4,600 

2,890 

890 

780 

590 

590 

680 

890 

780

590

Mean.

2,520 

4,400 

3,970 

9,220 

6,330 

1,600 

899 

791 

663 

831 

1,260 

1,970

2,870

Per 

square 

mile.

1.59 

2.78 

2.51 

5.84 

4.01 

1.01 

.569 

.501 

.420 

.526 

.797 

1.25

1.82

Run-off 

(depth, in 

inches on 

drainage 

area).

1.83 

2.90 

2.89 

6.52 

4.62 

1.13 

.66 

.58 

.47 

.61 

.89 

1.44

24.54

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

A. 

A. 

A.

RAQTTETTE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Raquette River drains a long, narrow basin extending from 

northern Hamilton County to St. Lawrence River. Its sources are 

on an elevated plateau, dotted with mountains, interspersed with 

lakes, in general timbered, and containing numerous marsh areas, 

many of which are on the divide and feed streams flowing into adjacent drainages.

The mean annual precipitation is about 38 inches, ranging from 

about 42 inches in the headwaters to 32 inches near the St. Lawrence. 

Winter conditions are the usual ones occurring in the Adirondack 

region, and snow and ice prevail for several months.

Raquette River possesses remarkable facilities for storage and has 

been very extensively studied by the state water-supply commission 

of New York. They propose a large reservoir at Tupper Lake to 

afford an effective storage of about 10,000,000,000 cubic feet. They 

further estimate that about double this amount will be required to 

adequately regulate the flow of the river. This additional storage 

it is planned to obtain by a system of smaller reservoirs, involving 

the following lakes and ponds: Little Tupper, Forked, Raquette, Blue 

Mountain, Utowana, Brandreth, Horseshoe, and Long lakes, South 

and Slim ponds, and Dead Creek.

The river also affords many opportunities for power development 

(see PL V, A and B), and, in the words of the state water-supply 

commission, "presents in many ways one of the most attractive fields 

for water-power and storage studies in the State."
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 264 PLATE V

A. HIGH-WATER CONDITIONS.

B. LOW-WATER CONDITIONS. 

DAM ON RAQUETTE RIVER AT HANNAWA FALLS, N. Y.
ST. LAWRENCE RIVER BASIN. 97

The following gaging stations have been maintained in this river 

basin:

Raquette River at Raquette Falls, near Coreys, N. Y., 1908-9. 

Raquette River at Piercefield, N. Y., 1908-9. 

Raquette River at South Colton, N. Y., 1904. 

Raquette River at Massena Springs, N. Y., 1903-1909. 

Bog River at Tupper Lake, N. Y., 1908-9.

RAQUETTE RIVER AT RAQUETTE FALLS, NEAR COREYS, N. Y.

This station, located near the center of Raquette Falls, about 10 

miles south of Coreys and about 8 miles by river upstream from the 

settlement of Axton, which is 12 miles by road from the village of 

Tupper Lake, was established August 27,1908, and is maintained to 

obtain data regarding the discharge of Raquette River at this point, 

to be used in the development of storage in the drainage basin under 

the direction of the state water-supply commission of New York.

During 1908 readings were obtained by a self-recording gage which 

was checked by engineers and others who periodically visited the 

station. In 1909 a regular observer was employed who made daily 

observations from July 11 to October 31. The zero of the gage has 

been maintained at elevation 1,606.16 feet above sea level, as based on 

the levels of the state water-supply commission.

Previous to October, 1909, measurements were made from a boat 

or by wading just below the lower falls. Later measurements have 

been made from a car hung on a cable which was erected during the 

summer of 1909 near the site of the gage. , A good rating curve has 

been developed within the limits of the gage heights. The 1908 daily 

and monthly estimates of discharge have been revised on the basis of 

more recent data and supersede those published in Water-Supply 

Paper 244, page 126.

Information in regard to this station is contained in the annual 

reports of the state water-supply commission of New York.

Discharge measurements of Raquette River at Raquette Falls, near Coreys, N. Y., in 1909.

Date

1909. 

July 10". ......

October 3 b . . . .

Hydrographer.

W. G.Hoyt.. ......................................

Width.

Feet.

90

69

Area of 

section.

Sq. ft.

175

194

Gage 

height.

Feet. 

1 91

1 79

1.81

1.50

Discharge.

Sec.-ft. 

258

267

260

153

a Measurement made at wading section below the falls. 

6 Measurement made at cable station.

55520° WSP 264 1C
98 SURFACE WATER SUPPLY, 1909 PART IV.

Daily gage height, in feet, and daily discharge, in second-feet, of Raquette River at Raquette 

Falls, near Coreys, N. Y.,for 1908-9.

[C. A. De Lancett, observer (1909 only).]

Day.

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

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

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

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

g

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

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

13..............----..

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

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

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

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

19

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

99

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

OK

26....-...--..----....

27....-.--.........---

9Q

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

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

31.. ........... -------

1908.

August.

Gage 

height.

1.37 

1.33 

1.29 

1.25 

1.25

Discharge.

'

129 

121 

113 

106 

106

September.

Gage 

height.

1.25 

1.24 

1.23 

1.22 

1.21

1.19 

1.16 

1.13 

1.10 

1.07

1.04 

1.02 

1.00 

.99 

.97

.96 

.94 

.90

.85 

.85

.85 

.85 

.85 

.84 

.83

.82 

.81 

..88 

.96 

1.06

Discharge.

106 

104 

102 

101 

99

95 

91

86 

81

77

73 

71 

68 

67 

65

64 

61

57 

52 

52

52 

52 

52 

52 

51

50 

49 

55 

64 

76

October.

Gage 

height.

1.16 

1.26 

1.36 

1.40 

1.40

1.40 

1.40 

1.40 

1.40 

1.40

1.40 

1.40 

1.37 

1.35 

1.34

1.32 

1.31 

1.29 

1.26 

1.22

1.18 

1.13 

1.10 

1.11 

1.12

1.14 

1.18 

1.23 

1.28 

1.33 

1.36

Discharge.

91 

108 

127 

135 

135

135 

135 

135 

135 

135

135 

135 

129 

125 

123

119 

117 

113 

108 

101

94

86 

81 

83 

84

87 

94 

102 

111 

121 

127

November.

Gage 

height.

1.30 

1.18 

L19

1.25

Discharge.

115 

94 

95 

106

1909.

Day.

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

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

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

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

6....... ............ -

7----................

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

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

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

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

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

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

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

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

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

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

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

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

91

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

OO

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

OK

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

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

OO

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

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

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

July.

Gage 

height.

1.95 

1.9 

1.9 

1.8 

1.7

1.7 

1.7 

1.8 

1.9 

1.95

1.9 

1.8 

1.8 

1.8 

2.0

2.0 

1.9

1.8 

1.8 

1.7 

1.75

Discharge.

304 

285 

285 

250 

217

217 

217 

250 

285 

304

285 

250 

250 

250 

323

323 

285 

250 

250 

217 

234

August.

Gage 

height.

1.7

1.65 

1.6 

1.55 

1.5

1.5 

1.45 

1.4 

1.4 

1.35

1.3 

1.3

1.25 

1.25 

1.2

1.35 

1.45 

1.65 

1.8 

1.85

1.8 

1.7 

1.6 

1.5 

1.4

1.4 

1.4

1 4 

1.4 

1 4 

1.45

Discharge.

217

202 

187 

173 

159

159 

147 

135 

135 

125

115

115 

106 

106 

97

125 

147 

202 

250 

268

250 

217 

187 

159 

135

135

135 

135 

135 

135 

147

September. \ October.

Gage 

height.

1.5 

1.6 

1.5 

1.4 

1.45

1.6 

1.5 

1.4 

1.35 

1.3

1.3 

1.3 

1.3 

l.N25 

1.3

1.3 

1.3 

1.3 

1.3 

1.25

1.15 

1.15 

1.15 

1.6 

1.4

1.3 

1.3 

1.4

1.5 

1.65

Discharge.

159 

187 

159 

135 

147

187 

159 

135 

125 

115

115

115 

115 

106 

115

115 

115 

115 

115 

106

89 

89 

89 

187 

135

115 

115 

135 

159 

202

Gage 

height.

1.65 

1.65 

1.8 

1.8 

1.8

1.7 

1.6 

1.5 

1.45 

1.45

1.4 

1.35 

1.35 

1.35 

1.35

1.3 

1.3 

1.3 

1.3 

1.2

1.25 

1.35 

1.5 

1.6 

1.5

1.45 

1.45 

1.45 

1.4 

1.4 

1.4

Discharge.

» 202 

202 

250 

250 

250

217 

-187 

159 

147 

147

135 

125 

125 

125 

125

115 

115 

115 

115 

97

106 

125 

159 

187 

159

147 

147 

147 

135 

135 

135

NOTE. The daily discharges for 1908-9 are based on a rating curve that is fairly well defined. This 

curve supersedes the one used for 1908 as published in Water-Supply Paper 244, p. 126. See description.
ST. LAWEENCE EIVEB BASIN. 99

Monthly discharge of Raquette River at Raquette Falls, near Coreys, N. Y.,for 1908-9. 

[Drainage area, 418 square miles.]

Month.

1908.

1909. 

July 11-31 ..............................

Discharge in second-feet.

Maximum.

129 

106 

135

323

268 

202 

250

Minimum.

106 

49

81

217

97 

89 

97

Mean.

115 

70.8 

114

263 

159 

132 

154

Per 

square 

mile.

0.275 

.169 

.273

.629 

.380 

.316 

- .368

Run-off 

(depth in 

inches on 

drainage 

area).

0.05 

.19 

.31

.49 

.44 

.35

.42

Accuracy.

B. 

B. 

B.

B. 

B. 

B. 

B.

NOTE. Monthly discharges given above for 1908 supersede those published in Water-Supply Paper 244. 

See description.

KAQUETTE RIVER AT PIEKCEFIELD, N. T.

This station is located at the head of Black Rapids, about one-half 

mile downstream from the dam of the International Paper Company 

in the town of Piercefield. It was established August 20, 1908, to 

obtain data for use in studies of water power and storage problems.

Black Rapids begin about 100 feet below the measuring section. 

Discharge measurements at ordinary stages are made by means of a 

boat held in place by a wire cable. At high stages it is proposed 

to use the highway bridge just above the dam. The vertical staff gage 

is located one-third mile upstream from the measuring section and is 

about 1,000 feet below the International Paper Company's tailrace. 

Little or no fall occurs between the gage and the measuring section. 

The datum of the gage has remained the same since the establishment of the station. The bed of the river is rocky and quite rough, 

but is permanent, and a good rating curve has been developed for 

low and high water stages.

Information in regard to this station is contained in the annual 

reports of the state water supply commission of New York.

Discharge measurements of Raquette River at Piercefield, N. Y., in 1909.

Date.

January 29 o ...

April 18a...... 

July 9..........

July 12. ........

October4......

Hydrographer.

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

C.C. Covert........................................

W. G. Hoyt........................................

Width.

Feet. 

107

107

107 

102

102

Qfi

Area of 

section.

Sq.ft. 

1,460

1,700

2,040 

491

479

461

Gage 

height.

Feet.

2.75

3.96

7.30 

2.02

2.09

2.32

Discharge.

Sec.-ft. 

752

1,400

4,540 

555

531

579

Measurement made at the highway bridge above the dam.
100 SURFACE WATER SUPPLY, 1909 PART IV.

Daily gage height, in feet, of Raquette River at Piercefield, N. Y.,for 1909. 

[W. B. Groves, 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.

2.65

2.25

2.1

2.65

2.7

2.2

2.45

2.85

1.1

2.1

2.85

2.4

2.5

2.85

3.0

1.4

2.4

2.4

2.5

2.5

2.4

2.85

1.0

2.4

2

K

2.5

3.25

2.5

4.0

1.0

Feb.

4.0

3.65

3.65

4.0

4.0

3.2

3.75

3.5

4.1

4.0

4.5

2.5

4.0

3.85

3.9

4.15

3.3

2.5

2.15

4.0

4.15

4.0

4.1

3.75

Mar.

3.7

4.1

4.1

4.1

4.0

4.0

4.1

4.2

4.3

3.9

4.0

4.15

3.9

2.4

~ 4.15

4.0

4.0

3.9

3.95

1.85

3.5

3.7

3.55

3.6

3

0

1.15

3.3

3.5

3.05

Apr.

i i

3

Oc

3.55

1.0

3 ft

3

C

3.25

4.4

5.0

4.9

c o

5.1

6.4

6.55

6 9

7 ^

7.4

7.7

7 9

7 9

7 9

8.05

8.0

8.0

7 fi

7 9

7.65

7.55

7 4^

May.

7 ^

7.1

7.1

7.1

7.1

7.1

7.15

7.1

7.5

7.5

7.7

8.1

7.9

7.85

7 Q

7.9

7 9

7.5

7 4^

6.9

7.0

6.85

6.5

6.6

6.7

6.55

June.

6.1

6.1

5.65

5.5

5.15

5.65

5.45

5.15

5.2

4.85

4.8

4.65

4.4

2.85

2 85

2.9

2.85

2.55

9 Q

3.1

3.15

3.2

3.15

3

1 C

O 1

3.0

3

n

2.95

July.

2 Q

2.9

2.9

2.85

9 O

2.5

2.15

2.1

2.1

2.0

2.05

2.1

2.1

2.1

2.0

9 ft

1.95

1.85

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.7

1.7

1.7

Aug.

1.7

1.7

1.7

1.7

1.7

1.7

1.6

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.4

1.25

1.1

1.1

1.1

1.1

1.1

1.15

1.25

1.25

1.15

95

1.0

QC

.95

1.0

Sept.

1.0

1.2

1.2

1.1

1.0

1.05

1.05

1.1

1.0

1.15

1.45

1.75

2.5

2.55

2.5

2.35

2.2

1.9

1.5

1.7

1.85

1.85

1.8

1.7

1.55

1.2

1.2

1.2

1.55

Oct.

1.6

1.6

1.6

1.6

1.6

1.8

1.8

1.8

1.75

1.8

1.8

1.8

1.75

1.65

1.7

1.7

1.2

1.6

1.7

1.7

1.7

1.7

1.2

1.0

1.2

1.2

1.2

1.2

1.2

1.2

1.0

Nov.

1.0

1.0

1.0

1.2

1.3

1.3

1.0

1.3

1.3

1.3

1.3

1.3

1.3

.9

.55

1.2

1.2

1.2

1.2

1.2

1.0

1.0

1.05

1.05

1.8

2.05

2.Q

1.0

1.75

2.0

Dec.

2.0

1.75

1.75

1.5

1.5

2.0

2.0

1.9

2.0

2.0

2.0

1.0

2.05

2.0

2.0

2.0

1.85

1.8

1.2

1.8

1.7

1.8

1.8

1.7

1.7

1.0

1.45

1.8

1.8

1.8

1.8

NOTE. Ice seldom forms at this station to the extent of affecting the relation between gage heights and 

discharge because of the swiftness of the current.

Daily discharge, in second-feet, of Raquette River at Piercefield, N. Y".,/qr 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.

704

748

550

497

725

532

623

794

228

497

794

604

642

7Qd

868

293

604

604

642

642

604

794

210

604

642

642

993

642

1,430

210

Feb.

1,270

1,430

1,210

1,210

1,430

1,430

968

1,270

1,120

1,500

1,430

1,460

642

i 4°.n

1,330

1,360

2,160

fid 9

514

1,430

1,540

1,430

1,500

1,430

1,270

Mar.

1,240

1,500

1,500

1,500

1,430

1,500

1,640

1,360

1,430

1,540

1,360

604 i KAi\

1,430

1,430

1,210

41 H

1,120

1,240

1,150

1,180

1,020

893

238

1,020

1,120

893

Apr.

918

993

210

1,180

1,120

993

1,710

2,110

2,380

2 90n

3,710

4 660

5,020

5,260

5 9Aft

e O£rt

5 440

5,380

5,140

5,260

4 Qfin

4 840

4,720

May.

4,540

4,320

4,320

4,320

4,320

4,320

4,370

4,320

4,780

5,020

5,020

5,500

5,260

5,200

5,260

5,260

4,780

4,720

4,090

4,260

4,600

4,200

4,040

3,660

3,760

3,870

3,710

June.

3,250

3,250

2,650

2,340

2,800

2,600

2,340

2,340

2,380

2,060

2,020

1,710

7QJ.

794

794

794

662

818

918

943

968

QJQ

943

918

868

868

843

July.

818

818

818

794

818

642

514

497

497

462

462

497

497

497

462

462

446

415

415

400

400

400

400

400

371

371

371

371

371

371

Aug.

371

371

371

371

371

371

344

318

318

318

318

318

293

293

293

293

260

228

228

228

228

228

238

260

260

238

201

210

201

201

210

Sept.

210

249

249

228

210

219

219

228

210

238

306

386

642

662

642

586

532

430

318

371

415

415

400

371

331

249

249

249

293

331

Oct.

344

344

344

344

344

400

400

400

386

400

400

400

386

358

371

371

249

344

371

371

371

371

249

210

249

249

249

249

249

249

210

Nov.

210

210

210

249

270

270

210

270

270

270

270

270

270

192

142

249

249

249

249

249

210

210

219

219

400

480

462

210

386

462

Dec.

318

318

386

386

462

462

462

430

462

462

462

210

480

462

462

462

415

400

249

400

371

400

400

371

371

210

306

400

400

400

400

NOTE. Daily discharges are based on a rating well defined between 90 and 4,780 second-feet.
ST. LAWEENCE RIVER BASIN. 101

Monthly discharge of Raquette River at Piercefield, N. Y.,for 1909. 

[Drainage area, 723 square miles.]

Month.

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

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

The year. .........................

Discharge in second-feet.

Maximum.

1,430 

2,160 

1,640 

5,440 

5,500 

3,250 

818 

371 

662 

400 

480 

480

5,500

Minimum.

210 

514 

238 

210 

3,660 

662 

371 

201 

210 

210 

142 

210

142

Mean.

641 

1,310 

1,230 

3,390 

4,560 

1,600 

501 

282 

348 

330 

270 

393

1,230

Per

square 

mile.

0.887 

1.81 

1.70 

4.69 

6.31 

2.21 

.693 

.390 

.481 

.456 

.373 

.544

1.71

Run-off 

(depth in 

inehes on 

drainage 

area).

1.02

1.88 

1.96 

5.23 

7.28 

2.47 

.80 

.45 

.54 

.53 

.42 

.63

23.21

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

RAQUETTE RIVER AT MASSENA SPRINGS, N. Y.

This station is located at the highway bridge at Massena Springs, 

N. Y;- It was established September 21, 1903, was temporarily discontinued October 17, 1903, and resumed April 9, 1904. It is maintained to obtain data regarding the total flow of the river.

The nearest power development is at Raymondville, about 8 miles 

above the station. The Sunday flow of this stream is often Held 

back during the low-water season while ponds at mills above are being 

refilled, and under these conditions the effect may be shown in the 

stream for several days.

The vertical staff g§ge attached to the right abutment of the 

upstream side of the bridge from which measurements are made was 

replaced on August 15, 1906; by a standard chain gage on the bridge 

at a datum 1.00 foot lower in order to avoid minus readings. All 

gage heights during 1906 and, thereafter are referred to this new 

datum. Conditions for obtaining accurate discharge measurements 

are gooid, and a good rating t&ble 3tias been developed. During the 

winter months the dischargers affected by ice.

Information in regard to this station is contained in the annual 

reports of the NewCYork stated water-supply commission and the state 

engineer and surveyor.

;v Discharge measurements of Raquette River at Massena Springs, N. Y., in 1909.

~ Datef

'February 14 a..

April 19........

July3..........

Hydrographer.

<>: ., ;.;. 

C. R. Adams. . . .: :(*. .... .... ........................

C. C. Covert. .... ,. ............... :; : ...............

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

Width.

Feet. 

168

176

169

Area of 

section.

Sq.ft. 

709

1,640

426

Gage 

height.

Feet. 

5.55

9.19

2.50

Discharge.

Sec.-ft. 

1,660

8,300

961

o Measurement made under partial ice cover. Average thickness of ice, 1.70 feet. Gage height to top 

of ice, 5.75 feet. Ice varied in section from 0.0 feet to 3.0 feet thick.
102 SURFACE WATER SUPPLY, 1909 PART IV.

Daily gage height, wi^et, ofRaquette River at Massena Springs, N. Y.,for 1909. 

[Mrs.<C.3U »attt, 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...............

Ql

Jan.

2.9

2.9

3.2

2.6

3.1

4.8

4.8

4.6

4.6

4.0

4.4

4.4

4.4

4.6

4.5

4.5

3.7

3.9

3.9

3.5

3.5

4.3

4.5

5.0

5.2

5.5

5.6

5.4

5.5

5.5

5.0

Feb.

5.6

5.3

5.6

5.5

5.3

9.15

9.1

7.0

6.2

6.1

6.1

6.1

6.1

5.9

6.0

6.0

6.0

5.8

5.7

5.6

7.7

7.5

7.3

7.3

10.5

8.2

7.5

7.3

Mar.

7.2

7.0

7.0

6.8

6.8

6.7

6.5

6.4

6.4

6.4

6.3

6.3

6.3

6.3

6.1

6.1

5.4

5.4

5.5

5.5

5.3

5.2

5.2

5.4

5.4

6.2

6.3

7.0

7.0

' 7.2

7.2

Apr.

7.4

7.4

7.7

7.8

9.2

9.4

9.0

7.9

7.5

6.6

7.0

7.8

8.0

8.0

8.9

8.9

9.0

9.0

9.2

9.1

9.1

9.0

9.0

8.9

8.7

8.7

8.5

8.4

8.5

8.8

May.

9.5

10.3

9.8

8.2

7.7

7.2

7.5

7.7

7.5

7.6

10.9

10.6

8.9

8.7

8.2

8.6

8.7

8.5

8.2

8.4

8.0

7.9

7.9

7.7

7.35

7.0

6.95

6.95

6.95

6.8

0.55

June.

6.35

6.3

5.75

5.65

5.2

5.5

5.45

5.35

5.1

4.95

4.85

4.65

4.55

4.55

4.5

4.2

3.85

3.6

2.75

2.75

3.05

3.05

3.0

3.1

2.95

2.8

2.95

3.0

2.8

3.0

July.

2.8

2.4

2.65

1.95

2.95

2.95

2.8

2.15

2.3

2.2

1.7

1.6

2.25

2.35

2.3

2.4

2.25

2.05

2.1

2.05

2.5

2.45

2.35

2.35

2.0

1.6

2.05

2.25

2.1

2.15

2.2

Aug.

1.5

1.8

1.8

1.7

1.65

1.8

1.85

1.75

1.7

1.7

2.15

1.95

1.9

1.85

1.65

1.65

1.65

1.75

1.65

1.9

1.85

1.65

1.8

1.85

1.7

1.75

1.6

1.6

1.4

1.6

1.45

^Qu^H* TSCP*. "

1.45

2.15

1.85

1.95

2.05

1.75

1.8

1.85

1.75

1.85

1.85

1.6

1.6

1.75

1.9

1.8

1.95

2.05

2.0

1.9

1.95

1.9

1.8

1.9

1.8

1.75

1.85

1.75

1.8

1.75

«ct.

1.75

2.1

1.75

2.2

2.15

2.4

2.2

2.15

2.1

2.15

2.0

1.9

1.95

1.85

1.95

2.05

1.9

1.85

1.9

1.85

1.95

2.15

1.9

1.45

2.15

2.05

2.05

2.15

1.9

1.75

1.65

Sfas.-

1.85

1.8

1.75

1.65

1.75

1.75

1.65

1.75

1.75

2.05

2.15

2.05

1.75

1.6

1.65

1.85

2.1

1.95

1.8

1.8

2.2

1.7

1.8

2.65

2.85

3.15

3.25

2.75

2.25

2.4

Met.

3.15

2.95

2.85

2.65

2.3

2.2

2.45

2.55

2.75

2.95

2.95

3.4

3.4

3.5

3.25

3.15

3.1

2.65

2.5

2.4

2.35

2.35

2.25

2.25

2.35

2.05

2.4

2.05

2.35

2.55

2.8

Note. Gage heights affected by backwater from ice conditions January 1 to about April 15 and from 

about November 24 to December 31.

Daily discharge, in second-feet, of Raquette River at Massena Springs, 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....................................

Apr.

7,900

8,050

8,050

8,350

8,200

8,200

8,050

8,050

7,900

7,600

7,600

7,300

7,160

7,300

7,750

May.

8,800

10,100

9,280

6,880

6,180

5,490

5,900

6,180

5,900

6,040

11,000

10,600

7,900

7,600

6,880

7,450

7,600

7,300

6,880

7,160

6,600

6,460

6,460

6,180

5,690

5,230

5,160

5,160

5,160

4,970

4,670

June.

4,430

4,360

3,700

3,660

3,200

3,500

3,450

3,350

3,100

2,950

2,850

2,660

2,580

2,580

2,530

2,260

1,950

1,740

1,080

1,080

1,310

1,310

1,270

1,340

1,230

1,120

1,230

1,270

1,120

1,270

July.

1,120

845

1,020

578

1,230

1,230

1,120

690

780

720

450

405

750

812

780

845

750

632

660

632

910

812

812

605

405

632

750

660

690

720

Aug.

365

500

500

4.50

428

500

525

475

450

450

690

578

550

525

428

428

428

475

428

550

525

428

500

525

450

475

405

405

325

405

345

Sept.

345

690

525

578

632

475

500

525

475

525

525

405

405

475

550

500

578

632

605

550

578

550

500

550

500

475

525

475

500

475

Oct.

475

660

475

720

690

845

720

690

660

690

605

550

578

525

578

632

550

525

550

525

578

690

550

345

690

632

632

690

550

475

428

Nov.

525

500

475

428

475

475

428

475

475

632

690

(i32

475

405

428

525

660

578

500

500

720

450

500

550

550

550

550

550

550

550

NOTE. Daily discharges are based on a rating well defined between 185 and 9,600 second-feet.
ST. LAWRENCE RIVER BASIN. 103

Monthly discharge of Raquette River at Massena Springs, N. Y., for 1909. 

[Drainage area, 1,170 square miles.]

Month.

January. ................................

March ..................................

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

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

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

October. ................................

December. ..............................

The year. .........................

Discharge in second-feet.

Maximum-.

8,350 

11,000 

4,430 

1,230 

690 

690 

845 

720

Minimum.

4,670 

1,080 

405 

325 

345 

345 

405

Mean.

850 

1,800 

1,700 

5,170 

6,870 

2,320 

772 

468 

521 

597 

527 

550

1,850

Per 

square 

mile.

0.726 

1.54 

1.45 

4.42 

5.87 

1.98 

.660 

.400 

.445 

.510 

.450 

.470

1.58

Run-off 

(depth in 

inches on 

drainage 

area).

0.84 

1.60 

1.67 

4.93 

6.77 

2.21 

.76 

.46 

.50 

.59 

.50 

.54

21.37

Accuracy.

C. 

C. 

C. 

B. 

A. 

A. 

A. 

B. 

A. 

A. 

A. 

C.

NOTE. Discharge during the periods of ice conditions based on the discharge of Raquette River at 

Piercefleld where the channel was open.

BOG KIVER NEAR TUPPER LAKE, N. Y.

This station, which is located just above Bog River Falls, was 

established August 24, 1908, to obtain data for use in water-power 

and storage investigations. During the summer of 1909 discharge 

measurements were made from a car hung on a cable erected about 300 

feet below the forks of Tupper Lake stream and Bog River, about 2^ 

miles above Big Tupper Lake in the town of Piercefield, and about 

11 miles southwest of the town of Tupper Lake. Prior to 1909 the 

measurements were made by wading or from a boat.

The staff gage is located at the head of Bog River Falls, about 2£ 

miles downstream from the cable section, and is within a few rods of 

Big Tupper Lake. The elevation of the zero of the gage, based on the 

United States Geological Survey benchmark at Tupper Lake Junction, according to the levels of the state water supply commission of 

New York, is 1,563.76 feet above sea level. The bed of the stream is 

sandy and contains scattered bowlders, but it is probably permanent 

and a good low-water rating curve has been developed.

There is no regular observer here, gage readings during 1909 being 

obtained either by a recording gage or by hydrographers and other 

engineers who periodically visit the station.

Information in regard to this station is contained in the annual 

reports of the state water supply commission of New York.

Discharge measurements of Bog River near Tupper Lake, N. Y., in 1909.

Date.

July 13 « ....

October 1 6.....

October 14 «....

Hydrographer.

W.G.Hoyt............................... .........

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

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

C. C. Covert.................. ...... ..............

Width.

Feet. 

50

49

47

44

49

Area of 

section.

Sq.ft. 

103

105

89

87

100

Gage 

height.

Feet. 

1.38

1.40

1.16

1.17

1.24

Discharge.

Sec.-ft. 

64

70

41

42

54

Measurement made by wading at the gage. J> Measurement made from the cable.
104 SURFACE WATER SUPPLY, 1909 PART IV.

Daily gage height, in feet, and daily discharge, in second-feet, of Bog River near Tupper

Lake, 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.........

July.

Gage 

height.

1.34

i.39

1.34

1.16

1.32

Discharge.

63.6

70.9

63.6

41.3

60.9

August.

Gage 

height.

1.22 

1.23

1.12

1.18

1.09 

1.22 

1.23 

1.11 

1.09

1.13 

1.12 

1.13 

1.13 

1.13

1.20

1.13

1.13 

1.14 

1.13

1.13 

1.13

Discharge.

48.1 

49.3

37.2

43.4

34.3 

48.1 

49.3 

36.2 

34.3

38.2 

37.2 

38.2 

38.2 

38.2

45.6

38.2

38.2 

39.2 

38.2

38.2 

38.2

September'.

Gage 

height.

1.13 

1.13 

1.13 

1.12 

1.16

1.16 

1.12 

1.13 

1.13 

1.13

1.14 

1.14 

1.13

1.20

1.20

1.20

Discharge.

38.2 

38.2 

38.2 

37.2 

41.3

41.3 

37.2 

38.2 

38.2 

38.2

39.2 

39.2 

38.2

45.6

45.6

45.6

October.

Gage 

height.

1.17 

1.20

1.30

1.24

1.25

1.40

1.50

Discharge.

42.4 

45.6

'

58.2

50.6

51.8

72.4

89.5

November.

Gage 

height.

1.30

1.30

1.40

1.40

1.40

1.60

1 30

1.40

Discharge.

58.2

58.2

72.4

72.4

72.4

109

NOTE. Gage heights are from observations made by E. W. Owen, B. O. Lott, and engineers of the state 

water-supply commission and the United States Geological Survey. The stream is controlled by power 

development above the gage. Records from a recording gage were used as a basis for correcting to mean gage 

height. The river was frozen over November 27. Daily discharges are based on a well-defined rating.

Monthly discharge of Bog River near Tupper Lake, N. Y.,for 1909, 

[Drainage area, 132 square miles.]

Month.

July 8-31. ........................................................

August. ..........................................................

Discharge in 

second-feet.

Mean.

(CO) 

(42) 

(44) 

(62) 

(68)

Per

square 

mile.

0.455 

.318 

.333 

.470 

.515

Run-off 

(depth in 

inches on 

drainage 

area).

0.41 

.37 

.37 

.54 

.57

Accuracy.

C. 

C. 

C.

r. 

c.

NOTE. Monthly estimates based on frequent observations of daily gage heights and Raquette Falls 

record.
ST. LAWRENCE RIVER BASIN. 105 

LAKE CHAMPLAIN DRAINAGE BASIN. 

DESCRIPTION.

Lake Champlain occupies a long and narrow yalley, extending in 

a north-south direction and forming a part of the boundary between 

New York and Vermont. The elevation of the lake is about 95 feet 

above tide, and the water-surface area is 436 square miles.

The drainage basin is irregular in form, being about 75 miles wide 

from a point opposite Middlebury, Vt., northward to the outlet of 

the lake at Rouse Point, on the international boundary. South of 

Middlebury the average width of the basin is about 35 miles, and the 

lake itself is very narrow, forming virtually a drowned river.

The tributary region is rugged and mountainous, covered with 

little depth of soil except in the stream valleys. The drainage is 

received almost entirely through large tributaries, there being little 

direct coast drainage into the lake. The outlet of the lake is Richelieu 

River, which flows northward from Rouse Point to St. Lawrence 

River. The total drainage area at the mouth of the lake is about 

7,900 square miles (including lake surface).

The following gaging stations have been maintained in this river 

basin:

Lake Champlain at Burlington, Vt., 1907-1909.

Richelieu River at Fort Montgomery, N. Y., 1875-190$.

Missisquoi River at Richford, Vt., 1909.

Missisquoi River at Swanton, Vt , 1903.

Lamoille River near Morrisville, Vt., 1909.

Lamoille River at West Milton, Vt., 1903.

Winooski River above Stevens Branch near Montpelief, Vt., 1909.

Winooski River at Montpelier, Vt., 1909.

Winooski River at Richmond, Vt., 1903-1907.

Worcester Branch of Winooski River at Montpelier, VI., 1909.

Dog River at Northfield, Vt., 1909.

Otter Creek at Middlebury, Vt-.T 1903-1907.

Poultney River at Fairhaven, Vt., 1908.

Mettawee River at Whitehall, N. Y., 1908.

Lake George Outlet at Ticonderoga, N. Y., 1904-5.

Bouquet River at Willsboro, N. Y., 1904 and 1908.

Au Sable River at Keeseville, N. Y., 1904 and 1908.

Saranac River at Saranac Lake, N. Y., 1902-3.

Saranac River at Plattsburg, N. Y., 1903-1909. ,k

Big Chazy River at Mooers, N. Y., 1908.

LAKE CHAMPLAIN AT BURLINGTOlSf, VT.

This station is located on the south side of the roadway leading to 

the docks of the Champlain Transportation Cobipany, of Buriington, Vt., at a point about 80 feet from the roadway at the foot of 

King street, and readings have been obtained since May 1, 1907.
106 SURFACE WATER SUPPLY, 1909 PART IV.

A comparison of gage readings on calm days during 1907 and 

1908, made under the direction of Prof. A. D. Butterfield, formerly 

of the University of Vermont, indicates that the zeros of the gages 

at Fort Montgomery and at Burlington are at substantially the same 

elevation, namely, 92.50 feet above mean sea level. The gage readings at Burlington during 1909, as published in the following table, 

were taken and furnished through the courtesy of Mr. D. A. Loomis, 

general manager of the Champlain Transportation Company.

Daily gage height, in feet, of Lake Champlain at Burlington, Vt.,for 1909.

Day.

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

-0.05

.25

.33

""."56"

.53

.70

93

1.03 

1.17

1.20

1.25

Feb.

1.33

61.67

1.90

2.06

2.30 

" "2." 66"

2.00

3.06

3.02

3.36

Mar.

3.48

3.60

3.55

" "s.'so"

3.67

April.

a 4. 10

5.37

5.80

'c5."95~

6.55 

6.95

7.05

7.35 

7.56

7.61 

7 50

7.54

7 V)

7.41

7.31

710

7 1^

May.

6.95

6 90

6.90

6.80

6.70

6.70

6.70

7.00 

7.17

7.18

7.10

7.08

7 00

7.08

7.08 

7.04

6.95 

6.90

6.68

6.65

6.30 

6.20

6.15

Jure.

6.00

5.92

5.78

5.65

5.35

5.20

5.10 

5.00

4.80

4.72

4.30

4.25

4.20

3.95

July.

3.40

3.35

3.25

3.15

3.10

3.00

2.90

"2." 75"

2.65

2.65

2.60 

2.60

2.60

2.50

2.45 

2.40

2.37 

2.30

2.25

2.10

2.05 

2.00

1.98

1.95

1.90

Aug.

1.85

1.80

1.78

1.70

1.65

1.60

1.52

1 50

1.49 

1.45

1.40

1.35

1.33

1 30

1.30

1.30 

1.30

1.30

1.20

1.15

1.12

1.10

1.10 

1.10

1.10

1.05

Sept.

1.00

1.00

1.00

1.00

.90

.88

.85

.83

sn

.80

7K

.72

.80

.75

.70

"".60

.58 

.51

.50

.60

.59

""."76"

.70

.80

Oct.

0.75

.80

.80

80

.80

.80

.75 

.75

.70

.70

.65 

.60

.60

"~.~55~

.50 

.50

.52

.50

.45

.45 

.45

.42

Nov.

0.40

.40

.42

.42

.42

.42

.35

.35

30

.30 

.38

.40

.40

.45

~~~.~25~

.......

Dec.

0.50

......

.75

.73

a Gage height to top of ice. & Lake closed; no open water in sight, 

c Lake apparently open; no ice in sightNOTE. The lake was frozen at the gage from about January 29 to April 8. The thickest ice recorded 

was 13J inches on March 8. No ice. notes recorded for the latter part of the year.

RICHELIEU EIVER AT FORT MONTGOMERY, N. Y.

This station is located in the fort, about one-half mile from the 

head of Richelieu River, at the outlet of Lake Champlain at Rouse 

Point, N. Y., where a record of gage heights has been kept by the 

United States Corps of Engineers since 1875. Through the courtesy 

of Maj. Edward Burr the daily gage readings are reported weekly to 

the United States Geological Survey.

The entire surface of Lake Champlain freezes over nearly every 

winter, and the freezing may affect the discharge.
ST. LAWKENCE KIVEE BASIN. 107

The elevation of gage zero at Fort Monjguumy is 92.50 feet 

above mean sea level, according Jte jfeadyostment in 1906 of mean sea 

datum in &ia Tnaaafo? %y the topographic branch of the United 

Btates Geological Survey. High-water level is at elevation 101.6 feet, 

and on November 13, 1908, an elevation of 91.9 feet was recorded at 

Fort Montgomery, probably the lowest on record.

The daily discharge of the lake has been determined from observations of the depth and discharge over the Chambly dam, 35 miles 

below the head of Richelieu River, made in 1898 by the United States 

Board oil Deep Waterways. A rating table has been derived from 

the observations at the Chambly dam and the gage readings taken 

at Rouse Point. The area tributary to the river between Rouse 

Point and Chambly is 310 square miles, making the total drainage 

basin above Chambly 8,210 square miles.

Estimates of monthly discharge are withheld pending the verification of the rating curve previously used to determine the discharge 

at this point.

Information in regard to this station is contained in the reports of 

the New York state engineer and surveyor.

Daily gage height, in feet, of Richelieu River at Fort Montgomery, N. Y.,for 1909. 

[William McComb, 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.

0.2

.25

.3

.35

.3

.25

.3

.2

.3

.2

.3

.35

.4

.45 

.4

.5

.7

g

1.05

1.1

1.05

1.05

1.1

Feb.

1.15

1.2 

1.25

1.25

1.25

1.3

1.45

1.6

1.6

1.75

1.85

1.9

1.85

1.85

1.9

1.9

2.05

2.1

2.15

2.2 

2.55

2.6

2.75

2.95

3.1

OIK

3.2

Mar.

3.3

3.3 

3.35

3.3

3.3

3.4

3.35

3.4

3.45

3.5

3 AX

3.4

3.4

3.4

3.4

3.45

3.4

3.3

3.35

3.2 

3.15

3.1

1 9

3.2

3.3

3 OK

3.6

3.7

3.8

Apr.

3.9

4.0 

4.1

4.15

4.3

4.5

4.85

5.15

5.5

5.75

K Q

6.0

6.1

.......

7.5

7.4

7.45

7.2

7.4

6

QC

7.0

7.1

May.

7.3

7.0 

6.9

6.8

6.75

6.65

6.85

6.65

6.8

6.9

7.0

7.1

7 1 5

7 1 1;

6.9

6.95

7.0

7.0

7.05

7.05

7.0 

6 9

6.75

6.6

6 45

6.4

6 35

6 3

ft 9

6.1

6.05

June.

5.9

5.85 

5.7

5.65

5.6

5.45

5.4

6 OK

5.3

5.2

5

1

5.0

4.9

4.85

4.7

4.65

4.7

4.55

4.5

4

Ati

4.35 

4.3

4.1

4.05

o QC

3

0

3

0

3.6

July.

3.55

3.4 

3.4

3.3

3.2

3.2

3.1

3.0

2.95

3.0

2

QC

2.95

2.8

2.7

2.7

2.65

2.55

2.35

9 *

2.35 

9 4.t;

2.4

2 3

2 1 1\

0 "I K

2.1

2

AK

2 1 1

1.85

1.9

Aug.

1.85

1.8 

1.75

1.8

1.75

1.7

1.6

1.65

1.55

1.45

i ^P;

1.5

1.55

1.45

1.5

1.5

1.3

1.3

1.25

1.2

1.25

1 9*1

1 9£

1.05

1.15

1.05

1.15

Sept.

1.0

1.0 

1.0

1.1

.9

.95

.8

.9

.7

:9

.8

.8

.85

.75

.85

.7

.8

.6

.7

.8

.7 

.7fi<;

.6

.55

.5

KE

.6

.75

.7

Oct.

0.75

.7

.7

.75

.8

.8

.8

.8

.75

.8

.85

.8

.8

.85

.65

.7

.6

.6

.5

.55

.6 

.5

.5

.4

AK

.6

.5

.5

.35

.3

.4

Nov.

0.4

.5 

.4

.35

.3

.3

.35

.5

.3

.5

4.K

.35

.35

.6

.3

.5

.2

.3

At{

.35 

.25

25

.3

.4

.6

.45

Dec.

0.5

.5 

.5

.55

.55

.5

.55

.6

.7

.45

.5

.6

.5

.6

.55

.5

KC

.5

.5

.45 

.5

.5

.45

.55

.45

.5

.5

.5

NOTE. Gage inaccessible because of high water April 14-22.
108 SURFACE WATER SUPPLY, 1909 PART IV.

MISSISQUOI RIVER DRAINAGE BASIN. 

DESCRIPTION.

Missisquoi River drains the northern part of Vermont and the 

southern parts of the Missisquoi and Brome districts, in the province 

of Quebec, Canada. The river is formed by the junction of two 

branches, one rising in the mountainous region near Lowell, in the 

southwestern part of Orleans County, and flowing in a general 

northerly direction, the other rising near Bolton, Brome, and taking 

a southerly course. The two unite at Mansonville, in Brome, and 

the river takes a general westerly course to Lake Champlain, which 

it enters at Missisquoi Bay. From North Troy to Richford it lies 

in Canada. The important tributaries of the Missisquoi are the 

North Branch, Trout River, Tylers Branch, and Black Creek.

The mean annual rainfall in this region is probably about 40 

inches. The driest year since 1892, according to observations made 

at Enosburg Falls, was 1908, when the precipitation amounted to 

31.90 inches; the wettest was 1901, with 52.30 inches. The winters 

are severe. The snowfall has an average depth of about 26 inches, 

and the average temperature for January and February is 16° F.

Throughout its course the Missisquoi flows alternately through 

long stretches having gentle slope and shorter sections having much 

greater fall. The power sites along the river are fairly numerous, 

but storage is not well developed.

MISSISQUOI RIVER AT RICHFORD, VT.

This station, which is located just below the steel highway bridge 

in Richford, Vt., was established May 24, 1909, in cooperation with 

the State of Vermont, to determine the flow of the upper portion of 

this river and to obtain general information regarding the regimen 

of the streams in northern Vermont. North Branch enters the main 

river a little below the station, but above the tributaries are small.

Three gages are used a chain gage, which is located just below the 

mill of the Sweat-Comings Company, and two staff gages, which 

are attached to rocks in the river. . All readings from the staff gages 

are referred to the chain gage. Discharge measurements are made 

by wading a short distance below the gage or from the highway 

bridge several miles below. If the latter place is used, it is necessary 

to measure and subtract the flow of the North Branch. The water 

is used by the mill of the Sweat-Comings Company, the wheels operating under a head of about 15 feet. The gate openings are controlled hydraulically and cause considerable fluctuation in the gage 

heights in low-water periods. For this reason special computations 

of flow are necessary during a portion of the year.
ST. LAWEENCE BIVEE BASIN. 109

The winter flow of the river is affected by anchor and shore ice, 

the channel being considerably narrowed. Conditions for obtaining 

accurate discharge data are fair. The discharge curve is not yet 

accurately defined.

Gage readings are furnished through the courtesy of the SweatComings Manufacturing Company.

Discharge measurements of Misslsquoi River at Richford, Vt., in 1909.

Date.

May 22o. ......

July 16........

Do...........

July 25<*. ......

July 266.......

Oct. 28o.......

Hydrographer.

D. M. Wood........................................

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

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

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

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

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

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

Width.

Feet.

146

36

82

Area of 

section.

Sq. feet.

160

163

133

3R.

Feet. 

7.09

5.36

4.63

4.91

5.22

5.21

«5.93

Discharge.

Sec.-ft. 

1,100

198

c35

76.8

147

100

254

o At highway bridge, about 3 miles below gage. Intermediate flow subtracted.

6 Wading measurement.

c Discharge estimated at gage.

d At highway bridge above gage. No wheels running; hence measures flow of river.

t Gage height fluctuated from 6.05 to 5.82 feet.

Daily gage height, in feet, of Missisquoi River at Richford, Vt.,for 1909. 

[R. H. Whitman, 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....................................

May.

7.1

6.6

6.45

6.35

6.25

6.2

6.8

6.6

6.4

June.

6.15

5.95

5.85

5.8

6.05

K Q

5.7

5.55

5.6

5.5

5 /IK

K. A

5

KK

5 A

5.85

6 45

6.3

6.15

5 9

5.75

5.55

5.5

5.45

K 0

4.85

July.

5.25

5.0

5.2

5.8

5.8

5.65

5.5

5.45

5.35

5.2

5.4

5.4

4.9

5.15

5.0

4.95

5

0

5.3

5.35

5

0

5.1

5.2

5.2

K rtK

5.15

4.55

5.15

5.25

Aug.

4.9

5.45

5 OK

5.1

5.05

4.95

4.9

5.25

5.2

5.4

^ 1

Sept.

4.95

5.2

5.25

5.2

5.55

5.55

5.45

5.15

5.15

4.6

5

0

5.3

5.3

5.25

5.2

4.9

5.15

5.3

5.1

4.65

4

7C

4.75

5.25

5.25

5 1 f{

6.8

7.7

6.8

Oct.

6.45

7.05

7.75

7.25

6.85

6.5

5.8

5.7

5.5

4.9

5.5

5.5

5.6

5.6

5.7

5.8

5.6

5.7

5.65

6.35

6.2

6.0

5.9

5.85

5.85

5.75

5.6

Nov.

5.6

5.9

6.1

6.05

6.05

5.95

5.85

6.4

6.3

6.2

5.95

6.05

5.9

5.8

5.85

5.9

5.85

5.85

6.2

6.55

7.3

7.65

6.85

6. 85

6.7

6.55

7.35

7.25

Dec.

6.85

6.5

6.3

6.25

6.1

6.05

6.15

5.85

5.95

6.0

6.05

5.85

5.95

5.95

5.9

5.9

5.8

5.9

5.85

5.85

5.8

5.75

5.9

5.8

5.65

5.65

5.85

NOTE. Ice conditions existed December 10-31.
110 SURFACE WATER SUPPLY, 1909 PART IV.

Daily discharge, in second-feet, of Missisquoi River at Richford, Vt.,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............. .......................

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

May.

1,100

790

702

648

592

565

910

075

June.

540

515

392

370

490

415

325

325

285

245

236

228

210

210

392

702

620

415

0^0

265

245

228

210

192

175

July.

160

95

145

370

370

305

245

228

192

145

178

210

210

75

132

95

85

130

175

175

192

175

132

120

145

145

108

132

55

132

KiO

Aug.

120

120

120

75

66

66

66

40

40

40

30

30

40

30

20

40

50

50

40

75

228

192

120

108

85

75

160

145

210

120

80

Sept.

85

120

145

160

145

265

265

228

132

132

31

175

175

175

!60

145

75

132

175

120

37

50

43

50

160

160

132

910

1,520

910

Oct.

702

1,070

1,560

1,200

942

- 730

440

370

325

285

245

75

245

245

285

265

285

325

370

285

325

305

648

565

465

415

392

392

392

348

285

Nov.

285

415

515

490

490

440

415

392

675

620

565

440

490

450

415

370

392

415

392

392

565

760

1,240

1,480

942

942

850

760

1,280

1,200

Dec.

942

760

730

620

592

515

490

540

392

395

420

440

392

400

400

410

400

375

350

345

345

330

330

295

280

310

280

230

230

275

270

NOTE. These daily discharges have been obtained from an approximate rating curve, except for July 

29, August 1-19, August 31, September 2, November 7 and 14, when special computations, based on 

knowledge of controlled conditions of How, were necessary. Discharges for December 10-31 for period of 

ice conditions are estimates based upon ice notes and knowledge of the conditions. Discharges for other 

days when gage was not read were interpolated.

Monthly discharge of Missisquoi River at Richford, Vt.,for 1909. 

[Drainage area, 328 square miles.)

Month.

May 22-31........... . ............

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

Discharge in second-feel,.

Maximum.

1,100 

702 

370 

228 

1,520 

1,560

1.480 

942

Minimum.

505 

- 66 

55 

20 

31 

75 

285 

230

Mean.

772 

338 

168 

86.5 

234 

477 

636 

422

Per 

square 

mile.

2.35 

1.03 

.512 

.264 

.713 

1.45 

1.94 

1.29

Run-off 

(depth in 

inches on 

drainage 

area).

0.87

1.15

.59

.30

.80

1.67

2.16

3.49

Accuracy.

LAMOILLE RIVER DRAINAGE BASIN. 

DESCRIPTION.

 Lamoille River has its source in several ponds, the largest of which 

is Caspian Lake, in the Green Mountain district of north-central 

Vermont, flows in a general westerly direction, and enters Lake
ST. LAWRENCE RIVER BASIN. Ill

Champlain near Champlain. Its most important tributaries are Alder 

and Wild brooks, Ginon River, North Branch, and Brown River.

Considerable areas in the upper part of the basin*are in forest. 

Lakes are numerous and some storage has already been developed, 

but opportunities for improvement are many. Several power sites 

are yet undeveloped.

The mean annual rainfall in this region is probably about 34 inches. 

The general temperature changes and the winter conditions are similar 

to those in the Winooski basin. (See pp. 112-119.)

LAMOELLE RIVER NEAR MORRISVILLE, VT.

This station, which was established July 28, 1909, in cooperation 

with the State of Vermont, to obtain general statistical data on the 

flow of the upper Lamoille, is located at the Morrisville municipal 

plant, about 1J miles below Morrisville, Vt. Above the station the 

stream receives many tributaries, on some of which power developments are already installed; below the station no large tributary 

enters for about 8 miles, when Ginon River comes in at Johnson.

The chain gage, which is placed on the highway bridge just below 

the municipal plant, serves as an index of the total flow of the river 

and the height of the water in the tailrace. During the winter 

months the flow is only slightly affected by ice. The datum of the 

gage has been unchanged during the maintenance of this station. 

The gage heights are furnished through the courtesy of the Morrisville municipal plant.

Discharge measurements are made by wading at a ford about 

one-half mile below the station and from the highway bridge.

The flow at the station is well controlled, there being about 550 acres 

of pond area, and the plant can be run throughout the year without 

auxiliary power. Extensive improvements are being made at the electric plant. On their completion the flow of the river will be computed 

by measuring the flow over the dam and through the wheels. The dam 

is of concrete, of ogee section, and is 188 feet long. The water for the 

wheels is taken from the pond through about 1,200 feet of steel pipe 

to the power house, where a large standpipe with overflow is installed. 

The present equipment consists of one pair of 33-inch Victor turbines, 

hydraulically governed and operating under about a 40-foot head. 

Power is supplied chiefly for municipal lighting, but some is sold for 

industrial uses.

Estimates of discharge are withheld for the present, as the flow 

will have to be specially computed, owing to the irregular hours of 

running, in connection with the improvements being made at the 

plant.
112 SURFACE WATER SUPPLY, 1909 PAET IV.

Discharge measurements of Lamoille River near Morrisville, Vt., in 1909.

Date.

July29&. ......

Do. c. ......

 Hydrographer.

D. M. Wood..... ..................................

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

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

Width.

Feet. 

70

28

122

Area of 

section.

Sq.ft. 

206

29

121

Gage 

height.

Feet. 

2.48

1.61

2.26

Discharge.

Sec.-ft. 

150

24.1

98.2

« Highway bridge.

6 Wading about 100 feet below bridge. Plant not running.

c Wading about one-half mile below bridge.

Daily gage height, in feet, of Lamoille River (tail-race gage) near Morrisville, Vt.,for 1909.

[E. C. Hill, observer.]

Day.

2..........

3..........

4..........

6..........

7..........

8..........

9..........

10..........

11.......... 

12..........

13..........

14.......... 

15..........

July. Aug.

(«)

2.26

2.10

2.14

2.19

2.37

2.37

(«)

2.17

2.18 

2.30

2.27

2.14 

(«)

Sept.

2.28

2.28

1.89

1.94

(«)

1.78

1.82

1.82

1.82

2.36

2.20 

(«)

2.22

2.18 

1.87

Oct.

2 gg

2.83

(«)

2.91

2.74

2.64

2

Kfi

2 CO

2.46

(«)

2.41

9 °*4.

2.36

2.38 

2.42

Nov.

2

07

2.39

2.73

2.80

2.79

2.80

(«)

2.88

2

00

2.70

2.60

(«)

2.54

Dec.

2 7ft

3.01

2.90

(«)

'2.80

2

7C

2.58

2

CA

2.40 

(a)

2.52

Day.

16..........

18..-.----..

19..........

20. .........

21 ..........

oo

24..........

OE

26..........

97

28..........

29.......... 

30..........

31..........

July.

2.17

2.18 

2.24

1.89

Aug.

2.21

2.20

2.19

2.59

2.41

2.54

(«)

2.22

2.32

2

01

2.25 

2.43

2.48

(«) 

2.24

2.22

Sept.

2.21

2.19

2.18

(a)

2.23

2.15

2 17

?,. 17

2.17

2

1 1

(«) 

2.17

4.39

4.64 

3.38

Oct.

2.31

(«)

2.83

2.81

2.71

2.65

9 Q9

3.16

(«)

2.82

2.73 

2.81

2.81

3.62 

2.73

(a)

Nov.

2.57

2.48

2.67

2.67

2.C3

(«)

2.90

3.30

3.37

3.83

3.56 

3.21

(a)

3.91 

3.75

Dec.

2.87

2.76

2.72

(«)

2.62

2.64

2.72

2.65

2.57

(a) 

2.56

2.47

2.57 

2.45

2.47

a Sunday. Plant running part of day. 

NOTE. Ice did not affect the gage heights for 1909.

WINOOSKI RIVER DRAINAGE BASIN. 

DESCRIPTION.

Winooski River, which is one of the most important of the Vermont 

rivers draining into Lake Champlain, has its source in the Green 

Mountains in the east-central part of the State. The river is formed 

at Marshfield by several branches which start from many small ponds; 

it then flows in a general southwesterly direction as far as Montpelier, 

at which place it has received the drainage from Kingsbury Brook, 

Stevens Branch, Worcester Branch, Dog River, and several less important tributaries; from Montpelier its general course is northwestward 

to Lake Champlain, which it enters near Burlington, having been 

joined near Middlesex by Mad River and at Waterbury by Waterbury 

River. From mouth to source the river is about 60 miles long and 

its drainage area comprises about 995 square miles. The ratio of 

lake surface to the entire area is small.

Along the river are several important power sites, some of which 

are already developed. The storage on the river, artificial or natural,
ST. LAWRENCE RIVER BASIN. 113

is small, but it is believed that opportunities for development are 

fairly good.

In the upper part of the basin the country is mountainous and 

fairly well forested. Below Montpelier the slope of the river in general is rather flat.

Tne mean annual rainfall for this region is about 33 inches; at 

Burlington for a period of eighty-one years the mean is 32.68 inches. 

During the winter months the precipitation is generally the least of 

the year. The average depth of snow is about 24 inches, while the 

average temperature ranges through the year from about 66° to 

15° F.

WINOOSKI RIVER ABOVE STEVENS BRANCH, NEAR MONTPELIER, VT.

This station, which is located about 3 miles above Montpelier at 

the plant of the Corry-Deavitt & Frost Company, was established on 

May 18, 1909, in cooperation with the State of Vermont, to obtain 

data for use in future storage and power studies in this basin, as well 

as general information on the regimen of stream flow in this region.

The station is located above the several large tributaries of Winooski 

River which enter in the vicinity of Montpelier. The staff gage is 

bolted to a bowlder on the right bank about 100 feet below the 

power plant. Discharge measurements are made from the lower 

railroad bridge about one-half mile below the gage.

Daily fluctuations in the stage of the river are not usually great, as 

the power plant operates on a twenty-four hour basis. The flow during the winter is considerably affected by anchor ice. Conditions for 

obtaining accurate discharge data are good. The definite relation of 

gage heights to discharge is well determined for the low stages of the 

river. No change has been made in the gage datum.

The gage heights at this station were furnished by the CorryDeavitt & Frost Electric Company.

Discharge measurements of Winooski River above Stevens Branch, near Montpelier, Vt.,

in 1909.

Date.

May 18.. ....... 

May 27... ......

June 26 ... ...

July 2. .........

July 22.. .......

Do. ........

Do.........

Hydrographer.

D. M. Wood .............................. .V:":. .... 

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

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

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

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

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

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

Width.

Feet. 

70 

66

64

63

62.5

62.5

62

Area of 

section.

Sq.ft. 

308 

228

206

174

174

163

154

Gage 

height.

feet. 

4.15 

3.25

2.86

2.60

2.59

2.29

2.28

Discharge.

Sec.-ft.

888 

394

196

107

104

59.5 54.',4'

55520° WSP 264 10 8
114 SUBFACE WATER SUPPLY, 1909 PART IV.

Daily gage height, in feet, of Winooski River above Stevens Branch, near Montpelier, Vt.,

for 1909.

[P. S. Tirrill, observer.]

Day.

1. .........

2..........

3..........

4.......... 

6..........

6..........

8..........

10.......... 

11..........

12.......... 

13..........

14.......... 

15..........

May. June.

3.18

3.16

3.12

3.02 

3.18

3.78

3.40

3.22

3.10

3.04 

3.00

2.96 

2.89

3.45 

3.12

July.

2.44

2.42

2.55

2.82 

2.66

2.58

2.50

2.28

2.45 

2.42

2.34 

2.35

2.34 

2.35

Aug. 1 Sept.

2.12

2.17

2.34

2.45

2.50

2.35

2.40 

2.35

2.34

2.14 

2.05

2.19

2.14

3.00

3.34

2.09

2.16

2.15 

2.15

2.15 

2.08

2.08 

2.10

Oct.

3.45

3.24

3.35

3.72

3.20

2.99

2.61 

2.52

2.55

2.53 

2.45

Day.

16..........

17..........

18..........

19.......... 

29..........

21..........

22..........

23..........

25.......... 

26..........

27..........

28..........

29.......... 

30.......... 

31

May.

4.14 

3.85 

4.14

3.80 

3.54 

3.54 

3.42 

3.29

3.28 

3.25 

3.23 

3.65 

3.42 

3.22

June.

2.96 

2.89 

3.25 

3.15 

2.96

2.88 

2.85 

2.76 

2.77 

2.70

2.79 

2.56 

2.53 

2.44 

2.36

July.

2.30 

2.39 

2.32 

2.44 

2.56

2.42 

2.42 

2.48 

2.42 

2.38

2.37 

2.32 

2.22 

2.20 

2.20 

2.15

Aug.

1.99 

2.45 

2.42 

2.38 

2.32

2.29 

2.28 

2.23 

2.12 

2.10

2.01 

1.95 

2.00 

2.04 

2-02 

2.18

Sept.

2.19 

2.19 

2.22

2.28 

2.26

2.22 

2.20 

2.22 

2.25 

2.29

2.35 

2.38 

3.65 

3.85 

3.60

Oct.

2.36 

2.38 

2.41 

2.38 

2.37

2.40 

2.36 

2.35 

2.38 

2.35

2.35 

2.32 

2.35 

2.37 

2.36

NOTE. No records after October 30.

Daily discharge, in second-feet, of Winooski River above Stevens Branch, near Montpelier,

Vt.J&r 1909.

Day.

2..........

4..........

5..........

6..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

May. June.

007

308

261

Q07

668

358

270

252

235

482

308

July.

73

96

179

56

73

78

73

63

64

63

64

Aug.

4C

63

57

86

64

57

70

64

43

35

Sept.

43

422

38

44

44

37

37

39

Oct.

632 070

347

OQQ

110

90

96

80

92

Day.

16..........

17..........

19..........

20..........

22..........

23..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

May.

886

710

886

680

532

466

395

389

374

592

466

358

June.

235

206

374

322

190

157

160

136

168

98

92

76

65

July.

69

60

76

99

70

73

83

73

68

66

60

50

48

44

Aug.

30

78

73

68

60

57

56

51

41

39

32

28

31

34

33

46

Sept.

47

47

50

56

54

50

48

50

53

57

64

68

592

710

566

Oct.

65

68

79

68

66

70

65

64

68

64

64

60

64

66

65

65

NOTE. These daily discharges are based on a rating curve well defined above discharge 48 second feet.

Monthly discharge of Winooski River above Stevens Branch, near Montpelier, Vt., for 1909. 

[Drainage area, 196 square miles.]

Month.

May 18-31. ..............................

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

October. ................................

Discharge in second-feet.

Maximum.

886 

668 

179 

86 

710 

632

Minimum.

358 

65 

44 

28 

37 

60

Mean.

545 

261 

74.8 

52.2 

129 

160

Per 

square 

mile.

2.78 

1.33 

.382 

.266 

.658 

.816

Run-ofl 

(depth in 

inches on 

drainage 

area.)

1.45 

1.48 

.44 

.31 

.73 

.94

Accuracy.

A. 

A. 

A. 

B. 

A. 

A.
ST. LAWRENCE RIVER BASIN. 115

WINOOSKI RIVER AT MONTPELIER, VT.

This station, which was established in cooperation with the State 

of Vermont, May 19, 1909, to obtain data for use in a special investigation and report on the Winooski basin, is located at the covered 

wooden highway bridge near the Central Vermont Railroad station in 

Montpelier, and is near the plant of the Colton Manufacturing Company, through whose courtesy the gage readings are obtained.

Worcester and Stevens branches enter above the gaging station, 

and Dog River enters just below.

Discharge measurements are made from a footbridge about onehalf mile below the chain gage which is located on the highway bridge.

As the flow through the wheels is controlled by automatic governors and varies considerably throughout the day, many computations are necessary. Anchor ice during the winter sometimes affects 

the relation between discharge and gage height. The data are not 

considered very good, but special investigations to be made later 

should make them more reliable.

The gage datum has remained unchanged throughout the period 

of maintenance of this station. The discharge curve is not yet 

definitely determined.

Discharge measurements of Winooski River at Montpelier, Vt., in 1909,

Date.

May 20. ........

May 27. ........

July 22.. .......

Hydrographer.

D. M. Wood. .......................................

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

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

Width.

Feet. 

184

181

180

181

Area of 

section.

8q. ft. 

804

476

387

380

Gage 

height.

Feet.

4.69

4.17

4.17

Discharge.

Sec.-ft. 

1,750

457

259

242

Daily discharge, in second-feet, of Winooski River at Montpelier, Vt.,for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

May.

i,3o6

1,730

June.

1,130

371

335

455

0415

387

292

331

367

315

540

0486

431

447

363

343

518

447

o419

July.

197

132

50

o350

300

253

208

232

148

138

a 145

152

148

214

152

132

239

a239

239

222

Aug.

"168

178

152

138

150

142

228

178

118

125

142

138

142

o!23

104

100

108

122

122

Sept.

130

10A

130

118

o!20

122

135

140

140

130

130

o!28

125

122

148

120

132

132

"135

138

Oct.

335

355

303

281

256

242

228

239

o275

311

295

292

307

239

228

o239

253

250

240

Nov.

274

OQQ

292

307

264

o257

250

242

250

264

256

239

o264

288

260

295

274

295

281

Dec.

311

OQO

260

260

o278

295

235

211

239

260

256

a258

260

260

260

274

260 gr>7

a 294

280

a Sunday.
116 SURFACE WATER SUPPLY, 1909 PART IV.

Daily discharge, in second-feet, of Winooski River at Montpelier, Vt., for 1909 Continued.

Day.

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

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

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

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

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

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

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

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

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

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

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

May.

1,210

912

a 882

789

716

478

455

560

905

"838

984

June.

391

253

315

295

335

339

"284

228

222

232

July.

187

166

148

228

a 193

158

118

132

148

140

158

Aug.

128

a 132

135

142

200

181

158

166

a 160

155

140

Sept.

138

130

125

110

135

a 140

145

845

968

455

Oct.

275

300

264

«294

323

307

311

292

288

264

a 269

Nov.

o288

295

285

303

296

288

335

a 314

292

281

Dec=

267

253

181

253

250

a240

327

307

327

246

407

a Sunday.

NOTE. These daily discharges are based mainly upon a fairly well defined rating curve above discharge 

of 240 second-feet. The variable flow through the wheels necessitated special computations in many 

instances. Sunday discharges were usually obtained by interpolation, as the storage was rather small. 

The ice effect at the end of the year was very little.

Monthly discharge of Winooski River at Montpelier, Vt.,for 1909. 

[Drainage area, 417 square miles.]

Month.

May 19-31. .........'.....................

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

Discharge in second-feet.

Maximum.

1,730 

1,130 

350 

228 

968 

355 

335 

407

Minimum.

455 

222 

50 

100 

110 

228 

239 

181

Mean.

904 

409 

183 

148 

193 

280 

281 

271

Per

square 

mile..

2.17 

.981 

.439 

.355 .463' 

.671 

.674 

.650

Run-oft 

(depth in 

inches on 

drainage 

area).

1.05 

1.09 

.51 

.41

.52 

.77 

.75 

.75

Accuracy.

B. 

B.

C. 

C. 

C. 

B. 

B. 

C.

WORCESTER BRANCH OF WINOOSKI RIVER AT MONTPELIER, VT.

This station, which is located a short distance below the Lane 

Manufacturing Company's plant at Montpelier and near the junction of Worcester Branch with the main river, was established 

May 15, 1909, in cooperation with the State of Vermont, and is 

being maintained to obtain general information concerning the flow 

of rivers in this region, with special regard to future work in the 

Winooski basin. This stream is one of the important tributaries 

of the Winooski.

The vertical staff gage is fastened to a stone wall and tree about 

100 feet below the plant. The gage datum has remained unchanged.

Discharge measurements are made from a steel highway bridge 

about 300 feet below the staff gage. The conditions under which 

gagings are made are good except in low water, when the control 

of the flow causes variable gage heights. The winter conditions are 

materially affected by ice.

The rating curve is not finally developed, but is fairly well defined. 

The gage heights are read under the direction of the Lane Manufacturing Company, through whose courtesy they are furnished.
ST. LAWRENCE KIVEE BASIN. 117

Discharge measurements of Worcester Branch of Winooski River at Montpelier, Vt.,

in 1909.

Date.

May 17. ........

May 19. ........

May 28... ......

June 25........

Do.........

July 2..........

Do.........

July 23... ......

Hydrographer.

D. M. Wood........................................

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

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

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

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

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

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

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

Width.

Feet. 

68.5

66.5

60

53

49

56.5

Area of 

section.

*frf172

89.6

66.7

61.9

92.0

Gage 

height.

Feet. 

3.10

2.60

1.50

1.10

.80

61.02

.78

1.43

Discharge.

Sec.-ft. 

557

327

81.5

30.1

a 4 o

21.1

o2.0

67.1

» Discharge estimated. 6 Gage height doubtful.

Daily discharge, in second-feet, of Worcester Branch of Winooski River at Montpelier,

Vt., for 1909.

Day.

1. ................................... 2............:.......................

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

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

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

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

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

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

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

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

11.. ..........1.......... .............

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

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

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

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

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

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

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

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

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

21..:.................................

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

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

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

25.........................:..........

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

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

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

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

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

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

May.

190

482

526

482

494

507

290

220

182

136

88

79

72

145

204

182

132

June.

79

82

79

79

106

158

93

55

49

55

49

48

33

62

44

37

34

79

115

51

25

26

20

20

19

21

20

20

20

20

July.

19

19

20

27

41

21

22

.11

10

2

18

20

20

20

20

20

45

79

72

72

40

20

26

17

21

12

19

16

16

16

10

Aug.

4

20

20

20

22

22

14

4

22

22

20

20

20

14

4

20

30

44

50

48

59

51

45

40

39

29

20

14

12

29

29

Sept.

25

22

15

35

29

22

20

Oft

14

12

22

20

20

18

18

14

20

20

20

18

18

15

12

29

261

51

Oct.

32

27

64

51

40

30

25

20

8

30

. 25

20

30

30

30

12

21

20

20

18

40

170

95

28

30

.35

46

40

35

16

40

Nov.

35

30

40

42

40

30

40

30

38

42

46

35

40

46

35

28

26

35

26

35

51

54

126

82

64

147

64

96

233

88

Dec.

46

51

qc

3ft

51

40

21

26

12

w

35

30

32

30

30

30

30

46

30

32

30

30

30

42

40

38

38

38

38

38

NOTE. The gage was read twice a day, once when the plant was running and again when shut 

down. In determining the daily flow, a weighted value was given to each gage height, this weight depending upon tlje number of hours it represented. The ice effect was very little in December.

Monthly discharge of Worcester Branch of Winooski River at Montpelier, Vt.,for 1909.

[Drainage area, 78 square miles.]

Month.

May 15-31.... ...........................

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

December. ..............................

Discharge in second-feet.

Maximum.

526 

158 

79 

59 

261 

170 

233 

51

Minimum.

72 

19 

2 

4 

4 

8 

26 

12

Mean.

259 

53.3 

25.5 

26.0 

34.2 

36.4 

57.5 

34.0

Per

square 

mile.

3.32 

.683 

.327 

.333 

.438 

.467 

.737 

.436

Run-off 

(depth in 

inches on 

drainage 

area).

2.10 

.76 

.38 

.38 

.49 

.54 

.82 

.50

Accuracy.

A. 

B. 

C. 

C. 

C. 

C. 

B. 

C.
118 SURFACE WATEE SUPPLY, 1909 PART IV.

DOG RIVER AT NORTHFIELD. VT.

The station, which was established May 14, 1909, in cooperation 

with the State of Vermont, is located at a wooden highway bridge 

about 600 feet below the dam of the Rabidou Lumber Company 

and about three-fourths of a mile from the railroad station at 

Northfield. Discharge measurements are made from this bridge, 

where the staff gage is located, and also from a highway bridge 

near Norwich University. The datum of the gage has remained 

unchanged.

With the exception of the computations of results and a few 

discharge measurements, all of the data at this station have been 

obtained by students of Norwich University under the direction of 

Prof. C. S. Carleton. The data show the run-off from a small drainage area and illustrate the effect of mill control on stream flow. 

This effect is here so great as to seriously impair the accuracy of 

the results. Special computations are necessary throughout the 

year, particular attention being given to the flow with the mills 

running and with no water passing through the wheels.

The winter data will have little value because of ice conditions, 

but with a great number of observations the results at other seasons 

should prove very useful.

Discharge measurements of Dog River at Northfield, Vt., in 1909.

Date.

May 14.........

May 19.........

May 28.........

June 24........

July 21. ........

Do.........

Hydrographer.

D. M. Wood. .......................................

Prof. C. S. Carleton. 

IX M. Wood........................................

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

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

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

Width.

Feet. 

28.5

20.0

29.0

21.5

21.5

Area of 

section.

Sq.ft. 

115

112

114

95.6

94.7

Gage 

height.

Feet. 

3.28

3.58

3.29

2.76

2.71

2.02

Discharge.

Sec.-ft. 

133

180

127

41.5

40.1

«1±

o Discharge estimated. Zero flow at gage height 2.0 feet. 

Daily discharge, in second-feet, of Dog River at Northfield, Vt.,for 1909.

Day.

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

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

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

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

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

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

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

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

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

10................................;...

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

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

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

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

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

May.

127

148

June.

103

159

123

96

284

278

127

156

135

93

100

76

63

97

72

July.

16

14

31

26

.7

15

12

7

15

12

12

16

16

15

14

Aug.

2

14

14

9

10

14

22

3

8

12

9

10

2

2

0

Sept.

8

10

7

7

6

14

5

9

8

6

6

5

7

5

7

Oct.

16

10

4

5

6

6

6

7

6

6

16

40

16

17

13

Nov.

11

18

23

26

32

25

32

20

18

16

12

8

4

10

10

Dec.

29

6

4

4

23

25

32

IS

17

29

32

15

25

20

20
T? rw. AST. LAWRENCE RIVER BASIN. 119

Daily discharge, in second-feet, of Dog River at Northfield, Vt.,for 1909 Continued.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

May.

260

218

220

190

226

204

156

160

148

129

98

74

156

156

148

141

June.

84

56

61

40

18

24

23

60

18

18

22

31

18

10

14

July.

14

24

13

19

18

15

10

15

14

3

16

11

13

15

14

10

Aug.

24

23

39

16

6

3

4

3

9

22

12

13

12

4

16

8

Sept.

5

6

5

4

5

5

5

7

22

10

2

4

71

52

32

Oct.

8

4

16

5

8

8

1]

15

23

16

14

11

11

11

14

18

Nov.

9

11

18

13

18

12

19

13

23

23

32

28

48

43

16

Dec.

20

20

20

15

25

15

20

20

20

25

25

25

20

25

10

15

NOTE. Daily discharges were obtained by special computations, using an approximate rating when 

applicable, but largely based upon knowledge of conditions of the controlled flow. Precipitation records 

were considered. The estimates" December 12-25 were based on temperature, precipitation, and ice 

conditions.

Monthly, discharge of Dog River at Northfield, Vt.,for 1909. 

[Drainage area, 57 square miles.]

Month.

May 14-31. . .............................

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

Discharge in second-feet.

Maximum.

260 

284 

31 

39 

71 

40 

48 

32

Minimum.

74 

14 

3 

0 

2 

4 

4 

4

Mean.

164 

82.2 

14.6 

11.1 

11.5 

11.8 

19.7 

20.0

Per 

square 

mile.

2.88 

1.44 

.256 

.195 

.202 

.207 

.346 

.351

Run-off 

(depth in 

inches on 

drainage 

area).

1.93 

1.61 

.30 

.22 

.23 

.24 

.39 

.40

Accuracy.

B. 

B. 

C. 

D. 

D. 

C. 

B. 

C.

SARANAC RIVER DRAINAGE BASIN. 

DESCRIPTION.

Saranac River rises in the lakes in southeastern Franklin County, 

N. Y.., and flows northeastward to a point near Cadyville and thence 

eastward into Lake Champlain at Plattsburg. The basin varies 

from 10 to less than 25 miles in width and is about 60 miles long, 

the total drainage area comprising about 630 square miles. The 

southern boundary of the basin is the Ampersand Mountain range 

and the stream drains the north slope of the most elevated region of 

the State of New York.

About 16.2 per cent of the upper drainage is water surface. Owing 

to its somewhat equalized flow and rapid fall the stream presents 

many opportunities for power development. The mean annual precipitation is about 35 inches, and the winters are usually severe.
120 SUEFACE WATER SUPPLY, 1909 PAET IV.

SARANAC RIVER NEAR PLATTSBURG, N. Y.

This station, which is located at the Lozier dam of the Plattsburgh 

Gas and Electric Company, about 6 miles above Plattsburg, was 

established March 27, 1903, to obtain general statistical data regarding the total flow of Saranac River.

The record includes the flow over a spillway crest 171.75 feet in 

length", the discharge through two 5-foot waste gates when open, 

and the discharge through four 33-inch Victor turbines controlled 

by automatic governors. The records are furnished by Herbert A. 

Stutchbury, superintendent. Experiments have been made at Cornell University hydraulic laboratory on a model of the ogee section 

of the dam, from which coefficients have been derived for the calculation of the discharge.

The elevation of the zeros of both the spillway gage and the tailrace gage have remained the same during the maintenance of the 

station.

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 Saranac River near Plattsburg, 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.

202

216

126

254

200

273

351

248

274

185

310

257

203

267

189

336

176

359

214

228

261

280

721

935

704

476

453

462

357

247

Feb.

414

266

343

267

393

571

910

725

672

619

850

747

700

628

672

661

618

705

853

1,210

1,120

961

910

1,250

1,100

QCO

824

Mar.

820

851

727

860

893

842

803

871

788

1,020

929

847

753

499

423

268

01 1

434

455

548

799

460

598

.477 827

Apr.

760

848

861

863

1,020

1,680

3,690

4,200

2,000

1,390

1,450

1,740

2,580

3,700

3,060

2,890

3,510

3

0QA

3,540

3,120

2,430

2,790

2,580

2,330

2,120

2,200

2 AKA

1,940

1,740

1,700

May.

2,960

2,230

2,000

1,710

1 7PU1

1,890

1,990

1,960

2,420

3

onn

2,660

2,280

2

QOA

2,160

2,260

2,570

2,300

2,020

1,920

1,880

1,580 1 <;"^n

1,460

1,300

1,300

1,180

1,240

1,930

1,400

Jnne.

1,120

1 080

897

809

1,020

1 *&f\

921

903

1,020

Oflft

924

805

992

875

866

821

O1 7

830

856

751

761

684

832

161

237

1,160

262

July.

523

359

253

249

40*3

323

375

228

254

167

262

305

316

212

216

275

462

574

432

335

388

377

337

317

285

224

206

237

Aug.

184

335

338

207

282

247

357

349

352

238

182

186

114

210

133

286

228

588

301

284

271

167

402

230

186

201

413

395

308

402

0400

Sept.

1QQ

399

389

373

155

204

242

310

266

408

230

68

225

204

211

262

216

192

104

240

204

217

227

207

214

135

337

240

503

260

Oct.

425

385

232

480

320

343

375

202

263

338

287

289

186

253

198

228

109

346

226

293

242

190

388

305

438

386

354

367

266

328

223

Nov.

458

365

386

427

423

387

368

452

409

395

349

268

283

225

407

463

383

412

408

275

204

427

508

478

395

358

236

302

512

493

Dec.

386

379

419

368

373

488

372

410

344

283

230

158

274

368

440

385

405

362

223

355

313

398

368

329

320

268

327

270

270

258

273

a Estimated. 

NOTE. The daily discharge for low-water stages is probably somewhat too low.
ST. LAWRENCE KIVEE BASIN. 121

Monthly discharge of Saranac River near Platt.sburg, N. Y.,for 1909. 

[Drainage area, 624 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

935 

1,250 

1,020 

4,200 

3,800 

1,580 

574 

588 

503 

480 

512 

488

4,200

Minimum.

126 

266 

268 

760 

1,180 

161 

139 

114 

68 

109 

204 

158

68

Mean.

331 

736 

663 

2,290 

1,980 

859 

321 

283 

255 

299 

382 

336

728

Per

square 

mile.

0.530 

1.18 

1.06 

3.67 

3.17 

1.38 

.514 

.454 

.409 

.479 

.612 

.538

1.17

Run-off 

(depth in 

inches on 

drainage 

area).

0.61 

1.23 

1.22 

4.10 

3.66 

1.54 

.59 

.52 

.46 

.55 

.68 

.62

15.78

ST. FRANCIS RIVER DRAINAGE BASIN.

DESCRIPTION.

St. Francis River rises in Lake St. Francis, in the district of Beauce, 

in the southeastern part of the province of Quebec. After flowing 

southwest for about 100 miles, it turns to the northwest at almost 

right angles in the district of Sherbrooke and joins St. Lawrence 

River in Lake St. Peter. Lake Memphremagog, which crosses the 

international boundary into Vermont, is tributary to St. Francis 

River near the bend through Magog River. The principal tributaries 

of Lake Memphremagog in Vermont are Clyde, Barton, and Black 

rivers.

CLYDE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Clyde River rises in a lake region near Island Pond, in the northeastern part of Vermont, and flows in a general northwesterly direction to Newport, where it enters Lake Memphremagog. Its basin is 

considerably broken with hills and low mountains.

Although its drainage area is smaller than that of some other Vermont rivers, it has great opportunities for development. The area 

contains many natural ponds, and it is possible to create several artificial ponds, which should make the flow of this river very uniform. 

The stream is very quick spilling. Many power plants are already in 

place.

No reliable information concerning the mean annual precipitation 

in this basin is available, but from the data at hand it seems that the 

average is about 38 inches. Winter conditions are" similar to those 

in the Missisquoi basin (pp. 108-110).

The following gaging station has been maintained in this basin: 

Clyde River at West Derby, Vt., 1909.
122 SURFACE WATER SUPPLY, 1909 PART IV.

CLYDE RIVER AT WEST DERBY, VT.

This station, which is located just below the Newport Electric Light 

Company's plant at West Derby, Vt., was established May 25, 1909, 

in cooperation with the State of Vermont, to obtain, data for a study 

of storage conditions on this river and general information as to the 

flow of rivers in northern Vermont.

At this place are two dams, both operated by the same management. At the upper dam part of the water is used by a paper mill, 

and the remainder of it is delivered to the water wheels at the electric 

plant through a steel penstock. Tho total operating head from this 

source is about 108 feet. All of the flow from the second dam is diverted to the wheels in the power house, giving a head of about 30 

feet. There is practically no water storage at the upper dam, but a 

pond of considerable size may be made by building a dam above this 

point.

Near and below the station the river has rapid fall and the bed is 

very rough.

The low water section of the staff gage is located about 75 feet below 

the plant; the high water section is nailed to a tree on the right bank, 

10 feet farther downstream. The gage datum has remained unchanged throughout the year. Gage-heights are furnished by the 

Newport Electric Light Company.

Discharge measurements are made from a highway bridge about 

one-half mile below the gage.

In general the conditions for obtaining accurate discharge data are 

favorable. A good rating curve has not yet been developed.

Discharge measurements of Clyde River at West Derby, Vt., in 1909.

Date.

May 25. ........

June 30. .......

July 24. ........

Hydrographer.

D. M. Wood.......................................

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

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

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

Width.

Feet.

- 54

50

49

50

Area of 

section.

Sq.ft. 

236

188

179

188

Gage 

height.

Feet. 

2.80

2.06

1.92

2.12

Discharge.

Sec.-ft. 

370

102

74.5

102

Daily gage height, in feet, of Clyde River at West Derby, Vt.,for 1909. 

[E. C. Rogers, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

May. June.

2.60

2.58

2.55

2.50

2.48

2.45

2.40

2.35

2.35

2.38

July.

2.05

2.10

2.12

2.10

2.05

2.08

2.15

2.15

2.12

2.08

Aug.

1.72

1.75

1.75

1.80

1.72

1.70

1.60

1.68

1.70

1.65

Sept.

1.80

1.78

1.82

1.80

1.78

1.78

1.78

1.75

1.78

1.82

Oct.

2.50

2.62

2.68

2.65

2.60

2.55

2.52

2.45

2.38

2.30

Nov.

2.10

2.12

2.10

2.10

2.10

2.12

2.15

2.18

2.15

2.20

Dec.

2.35

2.32

2.32

2.28

2.30

2.22

2.20

2.22

2.18

2.18
Wm ,£. Lamb,

ST. LAWRENCE filVER BASIN. 

Daily gage height, in feet, of Clyde River at West Derby, Vt.,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....................................

May.

2.80

2.78

2.70

2.70

2.68

2.62

2.60

June.

2.32

2.25

2.25

2.28

2.25

2.22

2.30

2.30

2.32

2.32

2.32

2.35

2.32

2.28

2.25

2.15

2.15

2.10

2.05

2.02

July.

2.05

1.98

2.00

1.95

1.90

1.98

1.98

1.95

1.90

1.95

1.90

1.95

1.92

1.95

1.90

1.85

1.78

1.72

1.75

1.75

1.78

Aug.

1.60

1.75

1.70

1.65

1.68

1.62

1.58

1.60

1.78

1.75

1.78

1.78

1.75

1.70

1.70

1.78

1.80

1.80

1.80

1.80

1.80

Sept.

1.82

1.85

1.85

1.85

1.88

1.88

1.88

1.82

1.82

1.85

1.80

1.82

1.85

1.88

1.88

1.88

1.95

2.10

2.25

2.40

Oct.

2.25

2.18

2.15

2.10

2.08

2.02

2.05

2.02

2.02

2.00

2.05

2.05

2.05

2.10

2.12

2.12

2.18

2.20

2.18

2.12

2.12

Nov.

2.20

2.18

2.12

2.12

2.15

2.08

2.15

2.08

2.10

2.08

2.08

2.10

2.15

2.20

2.28 i

2.28

2.32

2.35

1.38

2.38

Dec.

2.15

2.15

2.10

2.15

2.10

2.12

2.10

2.12

2.12

2.02

2.08

2.10

2.10

2.08

2.10

2.08

2.00

o2.30

(a)

(a)

(")

a Heavy shore ice in river. Ice at and near gage causes backwater.

MISCELLANEOUS DISCHARGE MEASUREMENTS IN ST. LAWRENCE 

RIVER DRAINAGE BASIN.

The following miscellaneous discharge measurements were made 

in St. Lawrence River drainage basin during 1906, 1908, and 1909:

Miscellaneous measurements in St'. Lawrence River basin in 1906, 1908, and 1909.

Date.

1906. 

Aug. 31

1908. 

Sept. 13

Oct. 27

1909.

Jan. 16"

Feb. 15a

Do..

Do..

Feb. 18o

Mar. 12a

Do..

June 28

May 19

May 27

June 24

May 20

Stream.

Au Sable River .........

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

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

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

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

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

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

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

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

Lamoille River ..........

Dog River. .............

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

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

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

Tributary to 

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

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

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

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

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

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

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

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

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

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

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

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

Locality.

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

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

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

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

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

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

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

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

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

Johnson, Vt.

above Northfleld, Vt. 

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

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

near Montpelier, Vt.

Gage 

height.

Feet.

1.30

1.53

3.06

2.16

2.84

3

AQ

3.38

3.35

3.36

3 CO

3.52

(»)

c 10. 25

cll.60

(<*)

Discharge.

Sec.-ft. 

1,210

1,090

1,240

1,230

927

1,180

1 330

1,270

1,240

1,150

1,480

128

164

88.6

22.0

417

a Measurements made through ice.

6 Reference point is a U-shaped tack in top outer side of guard rail at station 50. Distance to water 

surface, 2S.82 feet. Initial point is face of left abutment.

c Water surface to reference point. Reference point is under edge of zinc cover over the upstream truss 

at about station 5 from face of east abutment.

d Reference point, southwest corner of top of plate on middle floor beam, upstream side of bridge. Distance to water surface, 18.08 feet.

NOTE. See also ice measurements made on Au Sable River at Bamfield, Mich., p. 59.
-124 SUKFACE WATER SUPPLY, 1909 PAET IV.

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 St. Lawrence River drainage. 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 

of agreement between any two stations. It indicates that the discharge of each stream is. a law unto itself, and that all projects dependent upon stream flow, if they are to be developed along the 

safest and most economical lines, must be based on records of stream 

flow collected with great care over a long series of years as near the 

location of the project under consideration as possible:

Summary of discharge, in second-feet per square mile, for river stations in the St. Lawrence 

River drainage basin in 1909.

Station.

Eseanaba River near Escanaba, Mich . . . 

Menominee River near Iron Mountain, 

Mich..................................

Manistee River near Sherman, Mich.... .

Huron River at Geddes, Mich. ..........

Huron River at Flat Rock, Mich. . ....... 

Genesee River at St. Helena, N. Y. ......

Genesee River at Mount Morris, N. Y. . . 

Genesee River at Jones Bridge near 

Mount Morris, N. Y. 

Genesee River at Rochester, N. Y ...... 

Canadice Lake outlet near Hemlock, 

N. Y....... ........................... 

Oneida River near Euclid, N. Y........ 

Black River near Felts Mills, N. Y. ..... 

Moose River at Moose River, N. Y ...... 

Oswegatchie near Ogdensburg, N. Y. ... 

Raquette River at Raquette Falls near 

Coreys, N. Y. .........................

Raquette River at Pisrcefield , N. Y. ..... 

Raquette RiveratMassenaSprings,N.Y. 

Bog River near Tupper Lake, N. Y. . . . .

Winooski River above Stevens Branch 

near Montpelier, Vt. .................. 

Winooski at Montpelier, Vt ............. 

Worcester Branch of Winooski River at

Saranac River near Plattsburg, N. Y....

Drainage 

area.

Sa.m. 

800

2,420 

3,780

814 

797 

900 

863 

757 

1,000 

1,030 

1,070

1,410 

2,360

12.6 

1,400 

1,850 

346 

1.580

418

723 

1,170 

132

qoQ

196 

417

78

57

624

January.

0.37 

41

.36 

.53 

1.11 

.22 

.40 

.41 

1.36 

1.44

1.50 

1.14

.26 

1.49 

1.88 

1.70 

1.59

.89 

.73

.53

February.

0.33 

35

.36 

.56 

1.12 

.95 

1.09 

1.00 

2.54 

2.68

2 82 

2,54

.45 

2.74 

2.97 

3.32

2.78

1.81 

1.54

1.18

March.

0.46 

51

.41 

.54 

1.11 

1.96 

.88 

1.24 

1.95 

2.03

1.84 

1.78

1.27 

4.35 

2.12 

2.01 

2.51

1.70 

1.45

1.06

"E 

ft <t!

2.02

.65 

.75 

2.80 

2.75

2,33 

1.84

2.22 

5.26 

6.65 

8.44 

5.84

4.69 

4.42

>> 

as

a

1.80

1.49 

1.44 

2.42 

2.49

2.43 

2.48

1.58 

4.54 

4.15 

6.94 

4.01

6.31 

5.87

3.67 3.17

<B

a 

a

1.05

1.22

.64 

.61 

.70

.78

.74 

.54

.68 

2.61 

1.21 

1.53 

1.01

2.21 

1.98

i"03

1.33 

.98

68

1.38

j>> "a

h^

0.62 

1.13

1.09

.23 

.23 

.15 

.18

.17 

.21

.46 

.73 

.63 

.80 

.57

.69 

.66 " "M

.38 

.44

33

26

.51

August.

0.44 

.79

.99

.15 

.21 

.08 

.14

.07 

.14

.26

.48 

.57 

.62 

.50

38

.39 

.40 

.32 

.?fi

.27

. 30

33

,20

.45

t^

JD 

§

& 

OQ

0.34 

.65

1.06

.15 

.20 

.09

.08 

.12

.38 

.48 

.47 

.67 

.42

3?

.48 

.44 

.33 

71

.66 

.46

44

.20

.41

il

fi 

o

O

0.39 

.58

1.00

.16 

.23 

.15

.15

.16

.36 

.63 

.65 

.81 

.53

37

.46 

.51

.47 

1 45

.82 

.67

47

21

.48

November.

1.12 

1.35

1.08

.47 

.45 

.20

.20 

.19

.36 

.81 

.95 

.95 

.80

.37 

.45 

.52 

1,94

".'67 

74

35

.61

g

|

Q

0.97 

1.02

1.10

.53 

.59 

.17

.18 

.21

.26 

.80 

.92 

.65 

1.25

.54 

.47

I'M

".'65 

44

.35

.54

£

£

1.22

.57 

.61 

1.05

1.04 

.94

.71 

2.08 

1.93 

2 37 

1.82

1.71

1.58

::::

1.17
INDEX.

A. Page. 

Accuracy, degree of......................... 26-27

Acknowledgments to those aiding........... 28-30

Acre-foot, definition of...................... 14

Appropriations, amount of.................. 7

Au Sable River at 

Bamfleld, Mich.:

description.......................... 58-59

discharge............................ 59

gage heights......................... 59

Rogers Bank, Mich.:

discharge............................ 123

Au Sable River basin, description of........ 57-58

gaging stations In........................ 58

stream flow in........................... 58-59

Authority for investigations, recital of....... 7

B.

Baldwinsville, N. Y., 

Seneca River at:

description.......................... 85-86

Bamfleld, Mich.,

Au Sable River at:

description.......................... 58-59

discharge............................ 59

gage heights......................... 59

Barrows, H. K., work of.................... 30

Black River basin, description of............ 88-89

gaging stations in....................... 89

stream flow in........................... 89-93

Black River nearFelts Mills, N. Y.:

description.......................... 89

discharge, daily..................... 90

discharge, monthly................. 90,124

Bog River near 

Tupper Lake, N. Y.:

description.......................... 103

discharge............................ 103

discharge, daily..................... 104

discharge, monthly................ 104,124

gage heights......................... 104

Bolster, R. H., work of...................... 30

Burlington, Vt,

Lake Champlain at:

description........................ 105-106

gage heights......................... 106

Canadice Lake outlet near 

Hemlock, N. Y.:

description.......................... 82

discharge, monthly................. 82,124

Cass River at 

Frankenmuth, Mich.:

description.......................... 61

discharge............................ 62

discharge, daily.................... 62,124

discharge, monthly.................. 62

gage heights......................... 62

Cayuga Lake at 

Ithaca, N. Y.:

description.......................... 85

gage heights......................... 85

Cloquet River at 

Independence, Minn.:

description.......................... 35

discharge............................ 35

gage heights......................... 35

Clyde River at 

West Derby, Vt.:

description.......................... 122

discharge............................ 122

gage heights....................... 122-123

Clyde River basin, description of............ 121

stream flow in......................... 122-123

Cooperation, credit for....................... 28-30

Cooperative data, use of..................... 28

Covert, C. C., work of....................... 30

Crivitz, Wis.,

Peshtigo River near:

description.......................... 45

discharge-........................... 45

gage heights......................... 45

Current meter, description of................ 19-20

use of................................... 20-21

views of......-.....-..----..--.......... 20

Current-meter stations, views of............. 18

Curves, discharge, plate showing............ 22

D.

Data, accuracy of........................... 26-27

use of................................... 27-28

Definitions, statements of................... 13-14

Dexter, Mich.,

Huron River at:

description.......................... 65

discharge-........................... 65

gage heights......................... 66

Discharge, computation of................... 21-26

curves for............................... 22

plate showing....................... 22

measurement of......................... 16-22

summary of............................. 124

Discharge measurements, nature of.......... 15,16

125
126 INDEX.

Dog River at or near Page. 

Montpelier, Vt.:

discharge............................ 123

Northfleld, Vt.:

description.......................... 118

discharge............................ 123

discharge, daily................... 118-119

discharge, monthly................ 119,124

Domestic water supply, importance of...... 9

Drainage, stream flow and.................. 9-10

Drainage basins, list of...................... 10

E. 

Equivalents, list of.......................... 14-15

Escaba Rhrer basin, description of........... 36

gaging stations to........................ 37

stream flow in.................. .. 37-38

Escanaba River near 

Escanaba, Mich.:

description.......................... 37

discharge, daily .................... 38

discharge, monthly................. 38,124

gage heights......................... 37

Euclid, N. Y.,

Oneida River near:

description.......................... 87

discharge, daily..................... 87-88

discharge, monthly................. 88,124

F.

Fall Creek near 

Ithaca, N. Y.:

description.......................... 84

gage heights......................... 84

Felts Mills, N. Y., 

Black River near:

description.......................... 89

discharge, daily..................... 90

discharge, monthly................. 90,124

Field practice, methods of................... 16-22

Flat Rock, Mich., 

Huron River at:

description.......................... 67-68

discharge, daily..................... 69

discharge, monthly................. 69,124

gage heights......................... 68

Float method, description of................ 19

Floods, prevention of........................ 10

Foilansbee, Robert, work of.................. 30

Fort Montgomery, N. Y., 

Richelieu River at:

description........................ 106-107

gage heights......................... 107

Frankenmuth, Mich., 

Cass River at:

description.......................... 61

discharge ........................... 62

discharge, daily..................... 62

discharge, monthly................. 62,124

gage heights......................... 62

Freeland, Mich.,

Tittabawassee River at:

description.......................... 63

discharge............................ 63

gage heights......................... 63

G. Page,

Gage heights, readings of.................... 15

Gaging stations, classification of............. 22-26

description of........................... 18

views of................................. 18

Geddes, Mich.,

Huron River at:

description.......................... 66

discharge, daily..................... 67

discharge, monthly................. 67,124

Genesee River at or near 

(at) Mount Morris, N. Y.:

description.......................... 76-76

discharge............................ 76

discharge, daily..................... 76-77

discharge, monthly................. 77,124

(near) Mount Mams* N. Y. (at Jones

Bridge): 

description.......................... 77

discharge............................ 78

discharge, daily..................... 79

discharge, monthly................. 79,124

gage heights......................... 78

Portage Falls, N. Y.:

view................................ 72

Rochester, N. Y.:

description.......................... 80

discharge............................ 80

discharge, daily..................... 81

discharge, monthly................. 81,124

gage heights......................... 80

view................................ 72

St. Helena, N. Y.:

description.......................... 72

discharge............................ 73

discharge, daily..................... 73,74

discharge, monthly................. 75,124

discharge curves, plate............... 22

gage heights......................... 73,74

Genesee River basin, description of.......... 70-72

gaging stations in....................... 72

stream measurements in................. 72-82

Gibson, C. B., work of....................... 30

Giiiett, Wis.,

Oconto River, near:

description.......................... 47

discharge............................ 47

discharge, monthly................. 47,124

gage heights......................... 47

Grand Rapids, Mich.,

Grand River at:

description.......................... 52-53

...................... 53

Grand River at 

Grand Rapids, Mich.:

description.......................... 52-53

gage heights......................... 53

Grand River basin, description of............ 51-52

gaging stations in....................... 52

stream flow in........................... 52-53

Gray, G. A., work of........................ 30
INDEX. 127

H. Page.

Hannawa Falls, N. Y., 

Raquette River at:

dam, view.......................... 96

Hemlock, N. Y.,

Canadice Lake, outlet near:

description.......................... 82

discharge, monthly................. 82,124

Horton, A. H., work of...................... 30

Hoyt, W. G., work of....................... 30

Huron River at 

Dexter, Mien.:

description.......................... 65

discharge............................ 65

gage heights......................... 60

Flat Rock, Mich.:

description.......................... 67-68

discharge, daily..................... 69

discharge, monthly................. 69,124

gage heights......................... C8

Geddes, Mich.:

description.......................... 66

discharge, daily..................... 67

discharge, monthly................. 67,124

Huron River basin, description of.......... 64-65

gaging stations in...................... 65

stream flow in........................... 65-69

I.

Ice, measurements under............. 21-22,25-26

Independence, Minn., 

Cloquet River at:

description.......................... 35

discharge............................ 35

gage heights......................... ' 35

Investigations, authority for................ 7

purposes of...... ....................... 9-10

scope of......

Iron Mountain, Mich., 

Menominee River near:

description.......................... 40-41

discharge, daily..................... 42

discharge, monthly................. 42,124

gage heights......................... 41

Irrigation, stream flow and. 

Ithaca, N. Y.,

Cayuga Lake at:

description.......................... 85

gage heights......................... 85

Fall Creek near:

description.......................... 84

gage heights......................... 84

J.

Johnson, Vt,

Larnoille River al:

discharge. 

Jones Bridge. See Mount Morris.

123

K.

Keshena, Wis., 

Wolf River at:

description.......................... 49

discharge............................ 49

discharge, monthly................. 50,124

gage heights......................... 50

Koss, Mich., Page. 

Menominee River at:

description.......................... 42-43

discharge............................ 43

discharge, monthly................. 43,124

gage heights......................... 43

L.

Lake Champlain at 

Burlington, Vt.:

description........................ 105-106

gage heights......................... 106

Lake Champlain basin, description of....... 105

gaging stations in...................... 105.

stream flow in......................... 105-121

Lake Erie basin, description of............. 64

stream flow in........................... 64-69

Lake Huron basin, description of............ 57

stream flow in........................... 57-63

Lake Michigan basin, description of......... 36

stream flow in........................... 36-56

Lake Ontario basin, description of.......... 70

stream flow in........................... 70-93

Lake Superior basin, description of.......... 30

stream flow in........................... 31-35

Lamoille River at or near 

Johnson, Vt.,

discharge............................ 123

Morrisville. Vt.:

description.......................... Ill

discharge............................ 112

gage heights......................... 112

Lamoille River basin, description of....... 110-111

stream flow in......................... 111-112

Little Wolf River near 

Northport, Wis.:

description.......................... 50

gage heights......................... 51

M.

Manistee River basin, description of......... 53-54

gaging stations in...................... 54

stream flow in........................... 54-56

Manistee River near 

Sherman, Mich.:

description.......................... 54-55

discharge, daily..................... 56

discharge, monthly................. 56,124

gage heights......................... 55

Massena Springs, N. Y., 

Raquette River at:

description.......................... 101

discharge............................ 101

discharge, daily..................... 102

discharge, monthly................ 103,124

gage heights......................... 102

Mathers, J. G., work of...................... 30

Meadowlands, Minn., 

Whiteface River at:

description.......................... 34

discharge............................ 34

gage heights......................... 34

Menominee River at or near 

Iron Mountain, Mich.:

description.. ....................... 40-41

discharge, daily..................... 42

discharge, monthly................. 42,124

...................... 41
128 INDEX.

Menominee River at or near Continued. Page. 

Koss, Mich.:

description. ......................... 42-43

discharge............................ 43

discharge, monthly................. 43,124

gage heights......................... 43

Menominee River basin, description of...... 38-40

gaging stations in...................... 40

stream flow in........................... 40-43

Michigan, cooperation of................... 29

Miner's inch, definition of................... 13

Minnesota, cooperation of................... 28

Miscellaneous measurements inSt. Lawrence River basin............... 123

Missisquoi River at 

Richford, Vt.:

description........................ 108-109

discharge............................ 109

discharge, daily..................... 110

discharge, monthly....:......... 110,124

gage heights......................... 109

Missisquoi River basin, description of........ 108

stream flow in......................... 108-110

Morrisville, Vt.,

Lamoille River near:

description.......................... Ill

discharge............................ 112

gage heights......................... 112

Montpelier, Vt., 

Dog River near:

discharge............................ 123

Winooski River at:

description.......................... 115

discharge............................ 115

discharge, daily..................... 110

discharge, monthly........... .... 116,124

gage heights......... ............... 115

Winooski River near (above Stevens 

Branch): 

description.......................... 113

discharge............................ 113

discharge, daily..................... 114

discharge, monthly................ 114,124

gage heights......................... 114

Worcester Branch (of Winooski River) at:

description.......................... 116

discharge............................ 117

discharge, daily..................... 117

discharge, monthly................ 117,124

Moose River at 

Moose River, N. Y.:

description.......................... 91

discharge............................ 91

discharge, daily.................... 92

discharge, monthly................. 93,124

gage heights......................... 91-92

'Mount Morris, N. Y., 

Genesee River at:

description.......................... 75-76

discharge............................. 76

discharge, daily..................... 76-77

discharge, monthly.................. 77,124

Mount Morris (at Jones Bridge), N. Y., 

Genesee River near:

description.......................... 77

discharge............................ 78

discharge, daily..................... 79

discharge, monthly ................ 79,124

...................... 78

N. Page.

Navigation, stream flow and................ 9

New York, cooperation of................... 29

Norcross, T. W., work of.................... 30

NorthfleId,Vt.,

Dog River at or near:

description.......................... 118

discharge............................ 123

discharge, daily................... 118-119

discharge, monthly................ 119,124

Northport, Wis.,

Little Wolf River near:

description........:................. 50

gage heights ........................ 51

O.

Oconto River basin, description of.......... 46

gaging stations in....................... 46

stream flow in........................... 47

Oconto River near 

Gillett, Wis.:

description.......................... 47

discharge............................ . 47

discharge, monthly..........:...... 47,124

gage heights......................... 47

Office practice, methods of.................. 22-26

Ogdensburg, N. Y.,

Oswegatchie River near:

description.......................... 94

discharge............................ 94

discharge, daily........'............. 95

discharge, monthly................. 96,124

 gage heights......................... 95

Oneida River near 

Euclid, N. Y.:

description.......................... 87

discharge, daily..................... 87-88

discharge, monthly................. 88,124

O'Neill, W. M., work of...................... 30

Oswegatchie River basin, description of..... 94

gaging stations in ....................... 94

stream flow in........................... 94-96

Oswegatchie River near 

Ogdensburg, N. Y.:

description.......................... 94

discharge............................ 94

discharge, daily..................... 95

discharge, monthly................. 96,124

gage heights.................... .... 95

Oswego River basin, description of.......... 83

gaging stations in....................... 84

stream flow in........./................. 83-88

P.

Padgett, H. D., work of..................... 30

Peshtigo River, survey of....... ........... 44-45

Peshtigo River basin, description of......... 43-44

gaging stations in....................... 44

stream flow in........................... 45

Peshtigo River near 

Crivitz, Wis.:

description.......................... 45

discharge............................ 46

gage heights......................... 45

Piercefleld, N. Y., 

Raquette River at:

description.......................... 99

discharge............................ 99

discharge, dally..................... 100
INDEX. 129

Piercefield, N.Y. Continued. Page. 

Raquette River at:

discharge, monthly,................. 101

gage heights......................... 100

Plattsburg, N. Y., 

Saranac River near:

description.......................... 120

discharge, daily..................... 120

discharge, monthly................ 121,124

Portage Falls, N. Y., 

Genesee River at:

view................................ 72

Price meters, views of....................... 20

Publications, lists of........................ 10-13

R.

Raquette Falls, N. Y:, 

Raquette River at:

description.......................... 97

discharge............................ 97

discharge, daily..................... 98

discharge, monthly................. 99,124

96

Raquette River at 

Hannawa Falls, N. Y.:

dam, view........................

Massena Springs, N. Y.:

description.......................... 101

discharge............................ 101

discharge, daily..................... 102

discharge, monthly................ 103,124

gage heights......................... 102

Piercefleld, N. Y.:

description.......................... 99'

discharge............................ 99

 discharge, daily..................... 100

discharge, monthly.................. 101

gage heightp.......................... 100

Raquette Falls, N. Y.:

description.......................... 97

discharge............................ 97

discharge, daily...................... 98

discharge, monthly................. 99,124

gage heights......................... 98

Raquette River basin, description of......... 96

gaging stations in........................ 97

stream flow in.......................... 97-104

Rating curves, construction of and use of.... 22

Rating tables, construction of................ 22

nature of................................ 16

Revision, need for........................... 27

Rice, R. C., work of. ....................... 30

Richelieu River at 

Fort Montgomery N. Y.:

description........................ 106-107

gage heights.......................... 107

Richford, Vt.

Missisquoi River at:

description. ...................... 108-109

discharge............................ 109

discharge, daily...................... 110

discharge, monthly................. 110,124

gage heights......................... 109

Rochester, N. Y., 

Genesee River at:

description. ........................ 80

discharge............................ 80

55520° WSP 264 10 9

Rochester, N. Y. Continued. 

Genesee River at:

discharge, daily...................... 81

discharge, monthly................. 81,124

gage heights......................... 80

view................................. 72

Rogers Bank, Mich., 

Au Sable River at:

discharge............................ 123

Run-ofl, computation of..................... 22-26

definition of............................. 13

Saginaw River basin, description of.......... CO-61

gaging stations in........................ 61

stream flow in........................... 61-63

St. Francis River basin, description of....... 121

stream flow in......................... 121-123

St. Helena, N. Y., 

Genesee River at:

description.......................... 72

discharge............................ 73

discharge, daily...................... 73,74

discharge, monthly................. 75,124

discharge curves, plate............... 22

gage heights......................... 73-74

St. Lawrence River basin, description of..... 93

miscellaneous measurements in.......... 123

stream flow in.......................... 94-123

St. Louis River basin, description of......... 31-32

gaging stations in-...................... 32

stream flow in........................... 32-35

rain fall in.....v......................... 32

St. Louis River, near 

Thompson, Minn.:

description.......................... 32-33

discharge............................ 33

gage heights......................... 33

Saranac River basin, description of.......... 119

stream flow in......................... 120-121

Saranac River near 

Plattsburg, N. Y.:

description.......................... 120

discharge, daily...................... 120

discharge, monthly................ 121,124

Second-foot, definition of.................... -13

Section, changes in, estimating for........... 23-25

Seneca River at 

Baldwinsvilte, N. Y.:

description.......................... 85-86

Sherman, Mich.,

Manistee River near:

description.......................... 54-55

discharge, daily...................... 56

discharge, monthly................. 56,124

gage heights......................... 55

Skaneateles Lake outlet at 

Willow Glen, N. Y.:

description.......................... 86-87

Slope method, description of................. 17

Stevens, G. C., work of...................... 30

Stream measurement, accuracy of........... 26-27

data on, use of........................... 27-28

methods of.............................. 16-21

Summaries of discharge, table of............. 124

Surveys, river:

Pestigo River............................ 44-45

Swamps, drainage of, stream flow and....... 9-10
130 INDEX.

T. Page.

Tables, explanation of....................... 15-16

Terms, definitions of......................... 13-14

Thompson, Minn.,

St. Louis River near:

description.......................... 32-33

discharge............................ 33

gage heights......................... 33

Tittabawassee River at 

Freeland, Mich.:

description.......................... 63

discharge............................ 63

gage heights......................... '63

Tupper Lake, N. Y., 

Bog River near:

description.......................... 103

discharge............................ 103

discharge, daily...................... 104

discharge, monthly................ 104,124

gage heights......................... 104

V. 

Velocity method, description of.............. 17-21

Vermont, cooperation of..................... 29-30

W.

17

Walters, M. I., work of....................

Water power, stream flow and.............

Water supply, stream flow and............

Weir method, description of...............

West Derby, Vt., 

Clyde River at:

description.......................... 122

discharge............................ 122

gage heights....................... 122-123

Whiteface River at 

Meadow lands, Minn.:

description.......................... 34

discharge............................ 34

...................... 34

Willow Glen, N. Y.,

Skaneateles Lake outlet at:

description.......................... 86-87

Winooski River at or near 

Montpelier, Vt.:

description.......................... 115

discharge............................ 115

discharge, daily..................... 116

discharge, monthly................ 116,124

gage heights......................... 115

Montpelier, Vt. (above Stevens Branch):

description.......................... 113

discharge............................ 113

discharge, daily..................... 114

discharge, monthly................ 114,124

gage heights......................... 114

Winooski River, Worcester Branch of. See

Worcester Branch. 

Winooski River basin, description of...... 112-113

stream flow in......................... 113-119

Wolf River at 

Keshena, Wis.:

description.......................... 49

discharge............................ 49

discharge, monthly................. 50,124

gage heights......................... 60

Wolf River basin, description of............. 48-49

gaging stations in........................ 49

stream flow in........................... 49-51

Wood, (Mrs.) B. D., work of................ 30

Wood, D. M., work of....................... 30

Worcester Branch (of Winooski River) at 

Montpelier, Vt.:

description.......................... 116

discharge. ..........................*. 117

discharge, daily..................... 117

discharge, monthly................ 117,124

Work, division of........................... 29-30

o