DEPARTMENT OF THE INTERIOR

NITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER-SUPPLY PAPER 244

ACE WATER SUPPLY OF THE 

UNITED STATES

1907-8

IRT IT. ST. LAWRENCE RIVER BASIN

ARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

H. K. BARROWS, A. H. HORTON 

AND R. H. BOLSTER

WASHINGTON

GOVERNMENT PRINTING OFFICE

1010
DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

PAPTCTI 244

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1907-8

PART IV, ST. LAWRENCE EIYEI! BASIN

PREPARED UHDER THE DIRECTION OF M. 0. LEIGHTOX

BY

H. K. BARROWS, JJ-iiJ-XJ-XW VV O, A. J*.. H. JT1. HORTON J^LWJ.X ± VJ1N 1

AND R. H. BOLS^ger Resources Branch, 

Geological Survey,

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1910
CONTENTS.

Page

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

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

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

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

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

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

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

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

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

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

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

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

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

Division of work...................................................... 29

Lake Michigan drainage basin. ............................................ 29

General features..................................................... 29

Escanaba River drainage basin..................................... . 29

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

Escanaba River near Escanaba, Mich. ............................ 30

Menominee River drainage basin...................................... 33

Description...................................................... 33

Menominee River near Iron Mountain, Mich....................... 35

Menominee River at Koss, Mich.................................. 38

Peshtigo River drainage basin......................................... 41

Description...................................................... 41

Peshtigo River survey. ........................................... 42

Peshtigo River near Crivitz, Wis................................... 42

Oconto River drainage basin........................................... -'A

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

Oconto River near Gillett, Wis.................................... 45

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

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

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

Wolf River near Shawano, Wis. .................................. 51

Little Wolf River near Northport, Wis.............................. 52

Kalamazoo River drainage basin........................................ 54

Description...................................................... 54

Kalamazoo River near Allegan, Mich............................... 55

Grand River drainage basin............................................ 56

Description....................................................... 56

Grand River at Grand Rapids, Mich................................ 57

Manistee River drainage basin.......................................... 59

Description...................................................... 59

Manistee River near Sherman, Mich............................... 59

Miscellaneous measurements in Lake Michigan drainage basin.__........ 63

3
CONTENTS.

Lake Huron drainage basin.................................................. 64

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

Thunder Bay River drainage basin..................................... 64

Description...................................................... 64

Thunder Bay River near Alpena, Mich. ........................... 65

Au Sable River drainage basin......................................... 69

Description...................................................... 69

Au Sable River at Bamfield, Mich.................................. 70

Rifle River drainage basin............................................. 72

Description...................................................... 72

Rifle River near Sterling, Mich.................................... 73

Saginaw River drainage basin.......................................... 75

Description....................................................... 75

Cass River at Frankenmuth, Mich ......................... ....... 76

Cass River at Bridgeport, Mich..................................... 78

Tittabawassee River at Freeland, Mich.................... ......... 79

Lake Erie drainage basin................................................... 81

General features ...................................................... 81

Huron River drainage basin........................................... 81

Description....................................................... 81

Huron River at Dexter, Mich...................................... 82

Huron River at Geddes, Mich ..................................... 84

Huron River at Flat Rock, Mich................................... 86

Lake Ontario drainage basin................................................ 89

General features...................................................... 89

Genesee River drainage basin.......................................... 90

Description ..................................................... . 90

Genesee River at St. Helena, N. Y.................................. 91

Genesee River at Mount Morris, N. Y .............................. 93

Genesee River at Jones Bridge near Mount Morris, N. Y ............. 97

Genesee River at Rochester, N. Y.......................... ........ 99

Canadice Lake outlet at Hemlock, N. Y............................. 101

Oswego River drainage basin........................................... 102

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

Fall Creek near Ithaca, N. Y .................................... . 104

Cayuga Lake at Ithaca, N. Y....................................... 104

Seneca River at Baldwinsville, N. Y................................ 106

Skaneat'eles Lake outlet at Willow Glen, N. Y ...................... 108

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

Salmon River drainage basin........................................... 113

Description....................................................... 113

Salmon River near Pulaski, N. Y................................... 114

Black River drainage basin............................................ 115

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

Black River near Felts Mills, N. Y.................................. 116

Moose River at Moose River, N. Y............................ 1..... 118

St. Lawrence River drainage basin.......................................... 121

General features...................................................... 121

Oswegatchie River drainage basin....................................... 121

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

Oswegatchie River near Ogdensburg, N. Y........................... 122

Raquette River drainage basin......................................... 124

Description. ...................................................... 124
CONTENTS. 5

St. Lawrence River drainage basin Continued. Page.

Raquette River drainage basin Continued.

Raquette River at Raquette Falls, N. Y................:............ 125

Raquette River at Piercefield, N. Y................................ 126

Raquette River at Massena Springs, N. Y.......................... 128

Bog River near Tupper Lake, N. Y................................ 131

Chateaugay River drainage basin...................................... 132

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

Chateaugay River near Chateaugay, N. Y.......................... 132

Lake Champlain drainage basin........................................ 134

Description....................................................... 134

Ice conditions on Lake Champlain.................................. 134

Champlain Canal and Glens Falls feeder, N. Y...................... 135

Lake Champlain at Burlington, Vt................................. 138

Richelieu River at Fort Montgomery, N. Y.......................... 140

Winooski River at Richmond, Vt................................... 142

Otter Creek at Middlebury, Vt..................................... 143

Poultney River near Fair Haven, Vt................................ 145

Mettawee River near Whitehall, N. Y................................ 146

Bouquet River at Willsboro, N. Y.................................. 147

Au Sable River near Keeseville, N. Y.............................. 149

Saranac River near Plattsburg, N. Y............................... 150

Big Chazy River near Mooers, N. Y................................. 152

Miscellaneous measurements in St. Lawrence River drainage basin....... 154

Summaries of discharge per square mile.................................... 154

Index....................................:............................... 157

ILLUSTRATIONS.

Page.

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

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

II. Price penta-recording current meters............................. 20

III. Lower Quinnesec Falls, Menominee River, Mich. ................. 36

IV. The Dells of Wolf River, Wis..................................... 48

V. A, Winter conditions at Indian Rapids dam on Saranac River near

Plattsburg, N. Y.; B, Combined Locks dam, Fox River, Wis..... 50

VI. A, Trowbridge dam and power house, K.alamazoo River, Allegan, 

Mich.; B, Fletcher dam, Thunder Bay River, Alpena, Mich., in 

1902.......................................................... 54

VII. A, State dam on Oswego River at Oswego, N. Y.; B, Fall on Moose

River above Lyonsdale, N. Y................................... 104

FIGURE 1. Discharge, area, and mean velocity curves of Escanaba River near

Escanaba, Mich............................................... 23
SURFACE WATER SUPPLY OF THE ST. LAWRENCE 

RIVER BASIN, 1907-8.

By H. K. BARROWS, 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

7
8 SURFACE WATER SUPPLY, 1907-8. 

SCOPE OF INVESTIGATIONS.

These investigations are not complete nor do they include all the 

river systems or parts thereof that might purposefully be studied. 

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

the appropriations available. The field covered and the character 

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

under the controlling conditions. It would undoubtedly be of more 

scientific importance and ultimately of more practical value if the 

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

basins. Such a course is impossible because general appropriations 

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

part demands its proportionate share of the benefits.

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

reasonable limits the entire range of flow from the absolute maximum 

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

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

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

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

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

records on adjacent streams.

In the performance of this work the Geological Survey endeavors 

to approach as nearly as possible the highest degree of precision 

which a rational expenditure of time and a judicious expenditure of 

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

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

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

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

the Survey are sufficiently accurate for all practical purposes. Many 

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

many stations. All persons are cautioned to exercise the greatest 

care in the utilization of such incomplete records.

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

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

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

gaging stations were maintained by the Survey and cooperating 

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

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

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

papers and in special papers from time to time.

PURPOSES OF THE WORK.

Among the purposes for which the results contained in this volume 

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

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

The demands of all these interests are immediate.

Navigation. The Federal Government has expended more than 

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

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

the intelligent solution of the many problems involved.

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

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

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

any irrigation system is based absolutely on the amount of water 

available. Therefore investigations of stream flow in that portion 

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

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

Domestic water supply. The highest use of water is that of domestic supply, and, while the federal interest in this aspect of the 

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

water nevertheless has so broad a significance with respect to the 

general welfare that the Federal Government is ultimately and 

intimately concerned.

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

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

power is increasing accordingly. Industry will cease its growth if 

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

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

open. When the electric transmission of power was accomplished 

the relation of our water powers to national economy changed entirely. Previous to the day of electric transmission the importance 

of a water power was largely confined to the locality at which it was 

generated, but it has now become a public utility in which the individual citizen is vitally interested. Inasmuch as the amount of 

water power that may be made available is dependent on the flow 

of rivers, the investigation of flow becomes a prerequisite in the 

judicious management of this source of energy.

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

acres of the richest land in this country are now practically 

worthless, or of precarious value, by reason of overflow and swamp
10 SURFACE WATER SUPPLY, 190*7-8.

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 runoff is the first consideration in connection with drainage projects. 

If, by the drainage of a large area into any particular channel that 

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

called upon to convey that overflow conditions are created in places 

where previously the land was not subject to inundation, then drainage results merely in an exchange of land values. This is not the 

purpose of drainage improvement.

Flood prevention. The damage from floods in the United States 

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

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

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

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

consideration of flood prevention must be based on a thorough 

knowledge of stream flow, both in the contributing areas which 

furnish the water and along the great lowland rivers.

PUBLICATIONS.

The data on stream flow collected by the United States Geological 

Survey since its inception have appeared in the annual reports, 

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

evolution and to changes in governmental requirements, the character 

of the work and the territory covered by these different publications 

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 1907 and 1908. 

The dividing line between the North Atlantic and South Atlantic 

drainage areas lies between York and James rivers.

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

Part.

I

II

III

IV

V

No.

241

242

243

244

245

Title.

North Atlantic coast.

South Atlantic coast and eastern Gulf

of Mexico.

Ohio River basin.

St. Lawrence River basin.

Upper Mississippi River and Hudson

Bay basins.

Part.

VI

VII

VIII

IX

X

XI

XII

No.

246

247

248

249

250

251

252

Title.

Missouri River basin.

Lower Mississippi River basin.

Western Gulf of Mexico.

Colorado River basin.

Great Basin.

California.

North Pacific coast.
INTRODUCTION. 11

The following table gives the character of data regarding stream 

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

United States Geological Survey exclusive of all special papers. 

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

as the data are available.

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

[Ann.= Annual Report; B.= Bulletin; \V. S.= Water-Supply Paper,]

Report. Character of data.

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

llth Ann., pt. 2........ 1 Monthly discharge.........".................................... 1884 to Sept.,

1890. 

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

1891. 

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

1892. 

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

1893. 

B. 131.................. I Descriptions, measurements, gage heights, and ratings......... 1893 and 1894.

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

B. 140.................. Descriptions, measurements", gage heights, ratings, and monthly 1895.

] discharge (also many data covering earlier years). 

\V. S. 11...............' Gage heights (also gage heights for earlier years)................ 1896.

18th Ann., pt. 4........ Descriptions, measurements, ratings, and monthly discharge 1895 and 1896.

(also similar data for earlier years). 

\V. S. 15............... Descriptions, measurements, and gage heights, e'astern United 1897.

States, eastern Mississippi River, and Missouri River above

junction with Kansas. 

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

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

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

(also some long-time records). 

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

eastern Mississippi River, and Missouri River. 

W. S. 28............... Measurements, ratings, and gage heights, Arkansas River and 1898.

western United States. 

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

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

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

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

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

W. S. 65, 66............ Descriptions, measurements, gage heights, and ratings.......... 1901.

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

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

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

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

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

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

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

Year.

NOTE. No data regarding stream flow are given in the loth 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 1908. Wherever the data for a drainage basin appear in two 

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

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

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

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

relating to Platte and Kansas rivers.
12 SURFACE WATER SUPPLY, 190*7-8.

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

Atlantic coast and eastern 

Gulf of Mexico: 

New England rivers. .... 

Hudson River to Delaware River, inclusive. . 

Susquehanna River to 

York River, inclusive . 

James River to Yadkin

Santee River to Pearl

Mississippi River:

Upper Mississippi River.

Lower Mississippi River.

Paciflccoastand Great Basin:

South Pacific coast to 

Klamath River, inclu1899.a

35 

35 

35 

(35), 36

36

3G

36

36

(36),37

37 

37

(37), 38

38, (39)

(38), 39

38

1900.&

47 

47,(48) 

48 

48

48

49

48 ^49)

49 

49,(50)

50 

50

50

51

1901.

65,75 

65, 75 

65,75

65,75

05,75

60, 75 

60,75

/ (65), 

\ 06, 75

66,75

66,75

1902.

82 

82 

82 

(82), 83

83

(S2),83

85

83

83 

84

|(83),84

85

QC

85

85

1903.

97

97 

97 

(97), 98

98

97

100

98

98,(99) 

99

(98),99

100

100

inn

100

1904.

124 

125 

126 

126

127

129

130

128

( 128, 

I (130) 

( 130,

I (131) 

f(128), 

1 131 

132

/ 133,

I (134) 

/ 133,

\ (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 

2C8

(205), 

209 

210

211,

(213) 

212,

(213) 

213

} 214

'

1907-8

241 

241 

241 

242

242

244

245

243

245 

246

| 247 

248

249,

(251) 

250,

(251) 

251

252

-Supply Paper 52. 

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

No.

33 

36 

37 

38 

39 

48 

49 

50

65

82

83 

97 

98 

99 

128 

130 

131

134 

169

177

205 

213

251

River basin.

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

Tributaries included.

Gallatin. 

Green, Gunnison, Grand above junction with Gunnison. 

Except Kings and Kern. 

Mohave. 

Wissahickon and Schuylkill. 

Scioto. 

Loup and Platte near Columbus, Nebr. All tributaries below 

junction with Platte. 

Yazoo.

Lane Ontario, tributaries to St. Lawrence River proper. 

Yazoo.

Do. 

Tributaries from the west. 

Yazoo. 

Tributaries from the west. 

Platte, Kansas. 

Data near Yuma, Ariz., repeated. 

Susan, Owens, Mohave. 

Yazoo. 

Below junction with Gila. 

Susan repeated, Owens, Mohave. 

Rogue, Umpqua, Siletz. 

Yazoo, Homochitto. 

Data at Hardyville repeated; at Yuma, Salton Sea. 

Owens, Mohave. 

1 All stations in Colorado and Great Basin drainages lying in 

/ California repeated.

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

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

basis of drainage area, local changes in name and lake surface being
INTRODUCTION. 13

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

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

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

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

being given before taking up the next one below.

The exceptions to this rule occur in the records for Mississippi 

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

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

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

forth over the lake surface.

DEFINITION OF TERMS.

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

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

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

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

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

defined as follows:

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

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

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

given in the following table of equivalents.

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

and city water supply.

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

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

It is commonly used by miners and irrigators throughout the West 

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

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

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

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

regards time and area.

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

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

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

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

in inches.

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

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

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

CONVENIENT EQUIVALENTS.

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

computations:

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

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

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

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

minute; equals 646,272 gallons for one day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1 acre-foot equals 325,850 gallons.

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

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

1 foot equals 0.3048 meter.

1 mile equals 1.60935 kilometers.

1 mile equals 5,280 feet.

1 acre equals 0.4047 hectare.

1 acre equals 43,560 square feet.

1 acre equals 209 feet square, nearly.

1 square mile equals 2.59 square kilometers.

1 cubic foot equals 0.0283 cubic meter.

1 cubic foot equals 7.48 gallons.

1 cubic foot of water weighs 62.5 pounds.

1 cubic meter per minute equals 0.5886 second-foot.

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76.0 kilogram-meters per second.

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.
INTRODUCTION. 15

1J horsepower equal about 1 kilowatt.

, , . . . ,, Sec.-ft.X fall in feet To calculate water power quickly: TT =net horsepower on water

wheel realizing 80 per cent of theoretical power.

EXPLANATION OF TABLES.

For each drainage basin there is given a brief description of 

general conditions covering such features as area, source, tributaries, topography, geology, conditions of forestation, rainfall, ice 

conditions, irrigation, storage, power possibilities, and other special 

features of importance or interest.

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

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

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

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

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

are omitted and a table of daily discharge is substituted. For 

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

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

not used in these methods of computation.

In addition to statements regarding the location and installation 

of current-meter stations the descriptions give information in regard 

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

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

conditions of flow, and backwater; also full information regarding 

diversions which decrease the total flow at the measuring section. 

Statements are also made regarding the accuracy and reliability of 

the data.

The discharge-measurement table gives the results of the discharge 

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

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

discharge in second-feet.

The table of daily gage heights gives the daily fluctuations of the 

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

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

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

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

All gage heights during ice conditions, backwater from obstructions, 

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

is not applicable for such periods unless the proper correction to 

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

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

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

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

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

The discharge measurements and gage heights are the base data 

from which the rating tables and monthly-discharge tables are 

computed.

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

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

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

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

of monthly discharge.

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

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

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

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

water surface was at crest height and the corresponding discharge 

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

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

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

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

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

are defined on page 13, are based.

FIELD METHODS OF MEASURING STREAM FLOW.

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

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

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

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

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

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

Slope method. Much information has been collected relative to the 

coefficients to be used in the Chezy formula, v^c^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
INTRODUCTION. 17

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 wT eirs, however, there is a diversion of water either 

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

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

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

backwater at high stages, uncertainty regarding coefficient, crest 

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

old turbines with imperfect ratings, and many others depending on 

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

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

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

experience of the United States Geological Survey, however, that 

records at current-meter gaging stations under unobstructed channel 

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

the conditions are reasonably favorable are practically as good as 

those obtained at sharp-crested weirs.

The determination of discharge over the different types of weirs 

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

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

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

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

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

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

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

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

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

Velocity method. Streams in general present throughout their 

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

location of the measuring section with respect to these physical 

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

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

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

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

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

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

In determining the daily flow different office methods are necessary 

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

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

the same.

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

21635 IRR 244 10-= 2,
18 SURFACE WATER SUPPLY, 1907-8.

Great care is taken in the selection and equipment of gaging 

stations for determining discharge by velocity measurements, in 

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

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

between gage height and discharge will always remain constant 

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

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

requisite of any current-meter gaging station when maintained for 

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

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

streams is not attainable except at the 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, B.) These points are spaced equally 

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

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

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

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

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

section at the time of measurement.

The measuring points divide the total cross section into elementary 

strips at each end of which observations of depth and velocity 

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

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

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

strip. The sum of the discharges of the elementary strips is the total
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 244 PLATE

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

B. BRIDGE STATION AND CROSS SECTION OF STREAM 

Illustrating 0.2 and 08 depth method.
INTRODUCTION. 19

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

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

Depths for the determination of the area are usually obtained by 

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

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

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

section.

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

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

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

this method is limited to special conditions where it is impracticable 

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

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

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

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

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

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

used is the mean value obtained from several cross sections measured 

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

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

course used and uncertainty regarding the proper coefficient to 

apply to the observed velocity. For further information regarding 

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

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

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

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

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

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

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

equipped for measurements at bridge and cable stations. On the 

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

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

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

when immersed in moving water. The number of revolutions is 

indicated electrically. The rating, or relation between the velocity 

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

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

at different speeds and noting the number of revolutions for each 

run. (See PI. I, A.) From these data a rating table is prepared
20 SURFACE WATER SUPPLY, 1907-8.

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, B.) On 

the assumption that the vertical velocity curve is a common parabola 

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

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

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

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

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

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

practice of the United States Geological Survey.

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

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

for which the coefficient for reducing to mean velocity has been 

determined or must be assumed.

Extensive experiments by means of vertical velocity curves show 

that the thread of mean velocity generally occurs between 0.5 and 

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

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

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

large number of vertical velocity curve measurements, taken on
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 244 PLATE II

>c

r\

PRICE PENTA-RECORDING CURRENT METERS.
INTEODUCTION. 21

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 that 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 \ check on the point methods. In using the Price meter great 

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

rapid enough to vitiate the accuracy of the resulting velocity.

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

owing to diversity and instability of conditions during the winter 

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

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

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

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

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

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

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

Water-Supply Paper 187.

OFFICE METHODS OF COMPUTING AND STUDYING DISCHARGE AND

KUN-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.
22 SUKPACE WATER SUPPLY, 1907-8.

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.

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. 

The bed of the stream is usually composed of rock and is not subject 

to the deposit of sediment and loose material. This class includes 

also many stations located in a pool below which is a permanent 

rocky riffle that controls the flow like a weir. Provided the control 

is sufficiently high and close to the gage to prevent cut and fill at the 

gaging point from materially affecting the slope of the water surface, 

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

discharge. Discharge measurements made at such stations usually 

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

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

For illustrative example of a station of this type see figure 1 and 

Water-Supply Paper 241.

Class 2 is confined mainly to stations on rough mountainous 

streams with steep slopes. The beds of such streams are, as a rule,
MEASUREMENTS IN 1903 Nos. 1 TO 7

" 1904 " 8 " 11

" 1905 " 12 " 16

" " 1906 " 17 " 19

" " 1907 No. 20

" 1908 " 21 

Nos. 1 and 20 affected by log jams

I AREA IN SQUARE FEET

400 600 800 1000

VEL

1.00 2

1000 2000 4000 5000 

DISCHARGE IN SECOND-FEET

6

FIGURE 1. Discharge, area, and mean velocity curves of Escanaba Ri
24 SUEFACE WATER SUPPLY, 1907-8.

comparatively permanent during low and medium stages, and when 

the flow is sufficiently well defined by an adequate number of discharge 

measurements before and after each flood the stations of this class 

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

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

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

recorded during the flood. Hence the only uncertain period occurs 

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

actual change in conditions of flow. For illustrative examples of 

stations of this type see Water-Supply Paper 246.

Class 3 includes most of the current-meter gaging stations maintained by the United States Geological Survey. If sufficient measurements could be made at stations of this class results would be 

obtained nearly equaling those of class 1, but owing to the limited 

funds at the disposal of the Survey this is manifestly impossible, 

nor is it necessary for the uses to which discharge data are applied. 

The critical points areas a rule at relatively high or low stages. The 

percentage error, however, is greater at low stages. No absolute rule 

can be laid down for stations of this class. Each rating curve must 

bo constructed mainly on the basis of the measurements of the current 

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

station and the following general law: If all measurements ever made 

at a station of this class are plotted on cross-section paper, they will 

define a mean curve which may be called a standard curve. It has 

been found in practice that if after a change caused by high stage, a 

relatively constant condition of flow occurs at medium and low 

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

curve which is practically parallel to the standard curve with respect to 

their ordinates, or gage heights. This law of the parallelism of ratings 

is the fundamental basis of all ratings and estimates at stations with 

semipermanent and shifting channels. It is not absolutely correct, 

but, with few exceptions, answers all the practical requirements 

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

a high stage. This laxv 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
25

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.

Slight changes at low or medium stages of an oscillating character 

are usually averaged by a mean curve drawn among them parallel 

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

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

considered good for stations of this class. For illustrative example 

see Water-Supply Paper 242.

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

Good results can be obtained from such sections only by frequent 

discharge measurements, the frequency varying from a measurement every two or three weeks to a measurement every day, according to the rate of diurnal change in 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 par Jlel to the 

standard curve with respect to their ordinates. On the day of a
26 SURFACE WATER SUPPLY, 190*7-8.

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. For illustrative example 

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

the daily discharge graphically, see Water-Supply Papers 247 and 249.

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

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

rule have been generally used. All computations are carefully 

checked.

After the computations have been completed they are entered in 

tables and carefully studied and intercompared to eliminate or 

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

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

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

notes accompanying such estimates follow the monthly discharge tables.

For most of the northern stations estimates have been made of 

the monthly discharge during frozen periods. These are based on 

measurements under ice conditions wherever available, daily records 

of temperature and precipitation obtained from the United States 

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

adjacent streams. Although every care possible is used in making 

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

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

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

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

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

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

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

some error is involved in doing so.

ACCURACY AND RELIABILITY OF FIELD DATA AND COMPARATIVE

RESULTS.

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

observation. Inasmuch as the errors of meter measurements are
INTRODUCTION. 27

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

In order to give engineers and others information regarding the 

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

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

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

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

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

on the plotting of the individual measurements with reference to the 

mean rating curve.

The accuracy column in the monthly discharge table does not apply 

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

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

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

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

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

footnotes.

USE OF THE DATA.

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

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

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

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

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

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

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

mind that the additional data collected at each station from year to
28 SUEFACE WATEK SUPPLY, 1907-8.

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 flo\v at the station, and it 

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

estimates. This is particularly true of the maximum and minimum 

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

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

increased considerably for many stations in considering designs for 

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

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

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

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

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

other method.

COOPERATION AND ACKNOWLEDGMENTS. 

LAKE MICHIGAN, LAKE HURON, AND LAKE ERIE DRAINAGES.

Assistance has been rendered or records furnished by the following persons, to whom special acknowledgment is due: D. W. Mead, 

Madison, Wis.; Gardiner S. Williams, Ann Arbor, Mich.; L. W. 

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

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

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

Flint Land Company, Flint, Mich.

LAKE HURON AND ST. LAWRENCE RIVER DRAINAGES.

Assistance has been rendered or records furnished by the following, 

to whom special acknowledgment is due: Fredrick Skene, state engineer, and William R. Hill, special deputy state engineer, representing 

New York state cooperation; State W^ater Supply Commission of New 

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

and John F. Skinner, principal assistant city engineer, Rochester, 

N. Y.; West Virginia Pulp and Paper Company, Mechanicville, N. Y.; 

United States Army Engineers; Plattsburg Gas and Electric Company, 

Plattsburg, N. Y; Albany and Hudson Railroad Company, Albany, 

N. Y.; Charles H. Cooke~ New York City; Consolidated Water Company, Utica, N. Y.; George Beebe, deputy city engineer, Syracuse, N.Y.
ESCANABA EIVEE DRAINAGE BASIN. 29 

DIVISION OF WORK.

The field data in Lake Michigan, Lake Huron, and Lake Erie drainages were collected under the direction of L. S. Smith and A. H. 

Horton, district engineers, assisted by G. A. Gray, William M. O'Neill, 

and Max Chapman.

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

were made by A. H. Horton and R. H. Bolster. The computations 

and the preparation of the completed data for publication were made 

under the direction of R. II. Bolster, assistant engineer, assisted by 

H. D. Padgett, G. C. Stevens, G. L. Parker, R. C. Rice, J. G. Mathers, 

and M. I. Walters.

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

H. K. Barrows, district engineer, assisted by D. M. Wood, assistant 

engineer, and G. M. Brett, C. R. Adams, R. A. Mention, and H. F. 

French.

Except as otherwise stated in the descriptions, all ratings, computations, and special studies prepared in advance for the State Water 

Supply Commission of New York and some few other stations in New 

York were made by H. K. Barrows. All other ratings, ice estimates, 

special estimates, and computations for New York were made and prepared for publication by R. H. Bolster, assistant engineer, assisted by 

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

The completed manuscript for New York was reviewed by H. K. 

Barrows and C. C. Covert. The complete manuscript was edited by 

Mrs. B. D. Wood.

LAKE MICHIGAN DRAINAGE BASIN.

GENERAL FEATURES.

The Lake Michigan drainage basin comprises a comparatively narrow strip of flat or gently rolling land in eastern Wisconsin, on the 

west shore of the lake, and a much wider strip of nearly the same 

character in Michigan, on the east shore. The principal streams entering the lake from the west are Fox and Menominee rivers; from the 

east, St. Joseph, Kalamazoo, Grand, Muskegon, and Manistee rivers.

The following pages give the results of data collected during 1907 

and 1908 in the Lake Michigan drainage basin.

ESCANABA RIVER DRAINAGE BASIN.

DESCRIPTION.

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

Lake Michigamme, and takes a generally southeasterly direction 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,
30 SURFACE WATER SUPPLY, 1907-8.

comprises about 890 square miles. The tributaries of the river are 

small, the West Branch being the only one of importance. 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 greater part of the best timber has been cut off, but lumbering 

is yet an active industry. The change in the forest conditions has 

probably not affected the run-off of the stream. The river is still 

used quite extensively for logging.

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 2 feet from 

three to four months.

Storage possibilities have not been investigated, but suitable locations for reservoirs could doubtless be found in the drainage basin, as 

it contains some lakes and swamps.

Little is known of the water-power possibilities, but as the average 

fall is high favorable sites must be numerous. A few power sites not 

far from the mouth of the river have been developed, and at least one 

of these the plant is of recent installation.

ESCANABA EIVEE NEAR ESCANABA, MICH.

The only station maintained in this river basin is that on the Escanaba, at Escanaba, Mich., 1903-1908, described below.

This station, which is located at a highway bridge between Escanaba, Mich., and Gladstone, Mich., about 9 miles north of Escanaba, 

Mich., and 4 miles above the mouth of the river, was established 

August 25, 1903, to obtain data applicable to water-power and watersupply problems, as well as general statistical and comparative data. 

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

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

25, 1903.

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.

The datum of the gage has remained unchanged. Except as noted 

above the records are reliable and accurate, and a good rating curve 

has been developed. (See fig. 1, p. 23.)
ESC AN ABA BIVEK DRAINAGE BASIN. 31

Discharge measurements of Escanaba River near Escanaba, Midi., in 1907 and 1908.

Date.

1907.

1908. 

July 16.........

Hydrographer. Width.

Feet. 

194

194

Area of 

section.

Sq.ft. 

1,030

426

Gage 

height.

Feet. 

5.30

2.20

Discharge.

Sec.-ft. 

3,890

416

a Discharge plots low; probably affected by logjam.

Daily gage height, in feet, of Escanaba River near Escanaba, Mien., for 1907 and 1908.

[Observer, Felix Beauchamp.]

Day.

1907.

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan. Feb. Mar. Apr.

4.4 

4.3 

4.3 

4.2 

4.2

4.3 

4.2 

4.1 

4.0 

4.0

3.7 

3.6 

3.6 

3.5 

3.5

3.4 

3.5 

3.5 

3.4

3.5 

3.7

4.0

4.2

4.5 

4.6

4.7 

4.5 

4.3 

4.2

4.1

May.

4.2 

4.4 

4.6 

4.8 

4.9

5.0 

5.1 

5.2 

5.3 

5.2

5.0 

4.9

4.8 

6.0 

6.6

6.7 

6.6 

6.5 

4.9

5.0 

5.1

4.6 

4.6

4.5 

4.5 

4.5 

4.4

4.2 

4.1

June.

4.0 

3.8 

3.8 

3.8 

3.7

3.5 

3.4 

3.3 

3.2 

3.2

3.1 

3.0 

2.9 

2.9 

2.9

2.8 

2.8 

2.7 

2.8

2.8 

2.7

2.7

2.6

2.7 

2.7

2.6 

2.6 

2.5 

2.6

2.6

July.

2.5 

2.5 

2.5 

2.5 

2.6

2.5 

2.4 

2.5 

2.5

2.6

2.6 

2.5 

2.5 

2.4 

2.3

2.3 

2.4 

2.5 

2.4

2.4 

2.3

2.2

2.3

2.3

2.2

2.2 

2.1 

2.1 

2.1

2.0 

2.0

Aug.

2.1 

2.1 

2.0 

2.0 

2.1

2.1

2.2 

2.3 

2.3 

2.3

2.2 

2.2 

2.3 

2.3

2.2

2.2 

2.1 

2.1 

2.0

2.2 

2.1

2.2

2.2

2.3 

2.2

2.3 

2.2 

2.3 

2.3

2.3 

2.4

Sept.

2.4 

2.5 

2.4 

2.3 

2.2

2.2 

2.3 

2.2 

2.2 

2.3

2.3 

2.5 

2.5

2.7 

2.7

2.8 

2.8 

2.8 

2.9

2.9 

3.0

3.1

3.2

3.1 

3.0

3.0 

2.9 

2.9

2.8

2.9

Oct.

3.0 

2.9 

2.9

2.8 

2.9

2.9 

3.0 

3.1 

3.0 

3.0

2.9 

2.9 

2.9

2.8 

2.8

2.7 

2.8 

2.7 

2.7

2.6 

2.6

2.5

2.5

2.4 

2.5

2.6 

2.6 

2.5 

2.5

2.4 

2.3

Nov.

2.3 

2.4 

2.4 

2.5 

2.5

2.4 

2.3 

2.4 

2.5 

2.6

2.6 

2.5 

2.4 

2.4 

2.3

2.3 

2.3 

2.4 

2.5

2.4 

2.3

2.3

2.2

2.2 

2.3

2.4 

2.4 

2.3 

2.4

2.4

Dec.

2.3 

2.3 

2.3

2.2 

2.2

2.1

2.2 

2.2 

2.3 

2.3

2.3 

2.2 

2.2 

2.3 

2.3

2.3 

2.4 

2.4

2.7

2.7 

"~2.'6

'"2.7

NOTE. Ice conditions prevailed January 1 to about March 31 and about December 17 to 31, 1907. Discharge during May, 1907, probably affected by log jams.
32 SUKFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Escanaba River near Escanaba, Mich.,for 1907 and 1908-

Continued.

Day.

1908. 

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

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

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

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

g

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

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

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

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

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

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

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

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

19-.---...--.-...

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.8

2.9

3.0

2.9

2.8

2.9

2.9

Feb.

3.0

0 0

3.2

3.3

3.3

3.3

Mar.

3.6

2.6

2.6

2.7

2.8

2.8

3.6

3.6

3.5

Apr.

4.2

4.2

4.4

5.0

5.2

1 9

5.3

5.4

5.5

5.5

5.6

5.8

5.8

5.9

5.9

6.1

6.2

6.2

May.

5.9

5.7

5.3

5.0

4.9

4.5

4.3

4.3

4.2

4.2

3.9

3.9

4.0

3.9

3.9

3.8

3.7

3.5

3.5

3.5

3.4

3.4

3.5

3.4

3.3

3.2

3.2

3.2

3.1

3.1

3.0

June.

3.0

3.1

3.3

3.2

3.2

3.3

3.4

3.4

3.5

3.5

3.4

3.5

3.3

3.3

3.2

3.2

3.1

3.0

2.9

2.7

2.6

2.6

2.5

2.5

2.4

2.4

2.4

2.5

2.5

2.4

July.

2.7

2.7

2.9

2.8

2.9

2.9

3.0

2.6

2.7

2.6

2.4

2.5

2.4

2.4

2.3

2.2

2.2

2.3

2.4

2.5

2.4

2.4

2.3

2.3

2.4

2.5

2.3

2.2

2.1

2.2

2.1

Aug.

2.1

2.2

2.3

2.3

2 2

2.4

2.2

2.1

2.0

2.1

2.2

2.2

2.3

2.4

2.3

2.2

2.3

2.4

2.4

2.3

2.3

2.2

2.3

2.2

2.1

2.0

1 9

1.9

1 9

Sept.

1.9

1.8

1.8

1.9

1.9

1.8

1.8

1.7

1.7

1.8

1.8

1.8

1.8

1.7

1.7

1.8

1 S

1.9

1.8

1.7

1.8

1.7

1.8

1 9

1.9

2.1

2.0

2.0

Oct.

1.8

1.9

2.0

2.0

2.1

2.1

2.1

2.0

2.0

2.1

2.0

1.9

1.9

1.8

1.9

1.9

2.0

2.1

2.0

1.9

2.0

1.9

1 9

2.0

2.0

2.0

2

1

2.1

2.0

Nov.

1.9

1.8

1.7

1.8

1.8

1.8

1.7

1 9

1 9

1.8

1.8

1.8

1.9

2.0

2.0

2.0

2.0

1.9

1 9

1.8

1 9

2.0

2.0

1 Q

2.0

2.0

Dec.

2.0

2.1

2.3

2.4

2.5

2.5

2.4

2.5

NOTE. Tee conditions prevailed from January 1 to about April 10 and from about December 5 to 31, 1908. 

Gage readings are to water surface in a hole in the ice during the frozen periods, 1907 and 1908.

Rating table for Escanaba River near Escanaba, Mich., for 1907 and 1908.

Gage

height.

Fed.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec.-ft.

165

205

250

300

350

410

480

550

630

710

2. 70 790

Gage

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Sec.-ft.

880

970

1,070

1,180

1,300

1,420

1,550

1,680

1,810

1,950

2,090

1

Gage

height.

Feet.

3.90

4.00

4.10

4.20

t 4.30

i 4.40

1 4.50

1 4.60

I 4.70

1 4.80

4.90

1

Discharge.

Sec.-ft.

2,230

2,380

2,530

2,690

2,860

3,030

3,210

3,400

3,590

3,790

4,000

Gage

height.

Feet.

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

Discharge.

Sec.-ft.

4,210

4,650

5,120

5.610

6, 120

6,640

7,180

7,730

8,290

6.80 8,870

!

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1903 to 1908, and is well defined above gage height 2.0 feet. 

For ill ustration of this rating curve see figure 1, page 23.
MENOMINEE RIVER DRAINAGE BASIN.

Monthly discharge of Escanaba River near Escanaba, Midi., for 1907 and 1908. 

[Drainage area, 800 square miles.]

33

Month.

1907.

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

1908. 

April 12-30. ...............................

Discharge in second-feet.

Maximum.

3,590 

8,580 

2,380 

710 

550 

1,300 

1,180 

710 

480

7,180 

6,380 

1,680 

1,070 

550 

350 

350 

300

Minimum.

1,550 

2,530 

630 

300 

300 

410 

480 

410 

350

2,690 

1,070 

550 

350 

205 

Ifi5 

205 

16.)

Mean.

2,420 

4,390 

1,160 

531 

413 

779 

829 

544 

446

5,320 

2,420 

1,100 

617 

406 

220 

294 

243

Per 

square 

mile.

3.02 

5.49 

1.45 

.664 

.516 

.974 

1.04 

. 680 

.558

6.65 

3.02 

1.38

.771 

.508 

.275 

.368 

.304

Run-off 

(depth in 

inches on 

drainage

area).

3.37 

6.33 

1.62 

.77 

.59 

1.09 

1.20 

.76 

.33

4.70 

3.48 

1. .34 

.89 

.59 

.31 

.42 

.34

Accuracy.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

A. 

A. 

A. 

A. 

A. 

C. 

B. 

B.

NOTE. Discharge during the log-driving season is liable to be affected by back water from jams. See 

measurement made May 7,1907.

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 Wisconsin and Michigan. 

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 Menominee, Midi. Its total drainage area is about 

4,000 square miles.

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. 7 about six-tenths of the 

21635 IRR 244 10 3
34 SURFACE WATER SUPPLY, 1907-8.

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, Midi.,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 

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.

Storage possibilities have 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.
MENOMINEE EIVER DRAINAGE BASIN. 35

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. (See PL III.) 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 to 1908. 

Menominee River at Lower Quinnesec Falls, Wis., 1898 to 1899. 

Menominee River at Koss, Mich., 1907 to 1908. 

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

MENOMINEE RIVER NEAR IRON MOUNTAIN, MICH.

This station is located at the Homestead highway bridge across 

the Menominee River about 3^ miles south of Iron Mountain, Mich. 

It was established September 4, 1902, to obtain data for studying 

water power, water supply, and pollution problems, as well as general 

statistical and comparative data.

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, but on November 18, 1904, a chain gage was installed 

so as to obtain gage readings during the winter months, as ice formed 

at the gage on the abutment.

The winter conditions 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. Logs jams often occur below the station and 

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

is an excellent one.

The datum of the gage has remained unchanged. The observed 

records are accurate, but the discharge measurements and gage 

heights should be used with caution, so as to guard against possible 

backwater effects.

This station was last inspected July 15, 1908*
36 SUEFACE WATER SUPPLY, 1907-8.

Discharge measurements of Menominee River near Iron Mountain, Mich., in 1907 and 1908.

Date.

1907. 

April 18. .......

May8..........

October 16.....

Do.........

1908. 

July 15. ........

Hydrographer.

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

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

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

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

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

Width.

Feet.

220

one

207

207

203

Area of 

section.

Sq.ft. 

2,270

2,820

1,210

1,280

Gage 

height.

Feet. 

7.61

10.01

2 98

4.00

3.18

3.18

2.00

Discharge.

Sec.-ft.

9,020

1 940

2 490

9 98ft

2,280

1,270

1,520

Affected by log jams. Affected by ice conditions.

Daily gage height, in feet, of Menominee River near Iron Mountain, Mich., for 1907 and

1908.

[Observer, Alfred J. St. Arnauld.]

Day.

1907.o 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1908.« 

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

2

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

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

Q

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

Jan.

---

3.0

9 6

2. G

2.3

2.3

Feb.

2.4

2.4

2.4

2.4

2.4

2.4

2.5

2.6

2.8

Mar.

3.8

4.3

4.8

5.25

6.65

7.2

7.5

7.5

2.5

2.4

2.4

2.5

9 ^

2 5

2.5

2.5

9 ^

2.5

Apr.

7.3

7.3

7.3

7.7

7.6

7.3

7.5

7.6

7.3

6.9

6.6

6.5

6.3

6.1

6.0

5.9

5.8

5.8

5.7

5.6

5.8

6.1

7.3

8.3

8.5

8.6

8.9

8.8

8.6

7.6

2.8

2.8

2.9

2.9

3.6

4.2

4.1

3.9

9 Q

4.4

May.

7.6

7.8

8.4

9.6

9.6

9.8

9.8

10.2

10.4

8.5

9.4

9.5

9.7

10.3

13.3

14.1

14.7

14.3

12.7

13.0

11.8

10.9

12.6

11.3

10.0

10.0

10.0

9.8

9.7

9.0

8.5

11.1

9.9

9.5

9.1

8 9

7.4

7.4

7.6

7.0

6.8

June.

8.5

8.0

7.8

7.6

8.3

7.6

5.2

5.3

5.3

5.4

5.8

4.7

3.2

2.9

4.0

3.2

2.6

2.9

3.6

3.ff

3.5

3.8

3.9

3.2

4.5

4.8

5.6

6.8

6.2

6.0

8.2

7.8

7.5

7.8

9 0

8.1

11.0

8.2

Q A

8.5

July.

5.9

1.9

6.1

5.8

5.3

4.5

4.5

4.2

4.1

3.7

3.6

2.2

4.7

4.7

4.6

3.5

2.6

3.7

2.1

1.9

1.9

2.1

1.4

1.6

1.3

1.2

1.6

1.4

1.4

1.6

1.3

2 7

1.5

1.4

1.8

1.6

2.5

2.4

4.8

2.8

Aug.

1.3

1.6

1.5

1.5

1.2

1.1

1.3

1.4

1.4

1.8

1.7

1.6

1.9

1.7

1.6

1.5

1.6

1.6

1.8

1.8

2.8

2.6

2.05

3.2

1.7

3.1

2.95

2.8

2.6

2.55

1.8

4.0

3.6

3.0

2.5

9 4

1.9

1.9

1.8

1 Q

1.6

Sept.

1.6

1.25

1.35

1.6

1.6

2.0

2.0

1.9

1.8

1.7

1.7

1.9

1.9

1.8

2.0

2.0

2.3

2.3

3.8

4.6

4.8

4.8

5.0

5.3

5.3

5.2

5.0

4.9

4.4

3.7

1.1

1.1

1.2

1.2

1.3

1.3

1.2

1.2

1.1

Oct.

3.4

3.3

3.2

3.3

3.3

3.3

3.3

3.1

3.6

3.5

3.4

3.5

3.5

3.6

3.2

3.2

3.3

3.0

2.8

2.8

2.9

2.5

2.5

2.6

2.6

2.4

2.8

3.0

2.4

2.45

2.4

4.2

4.0

4.0

3.8

3.8

3.8

3.4

2.8

2.0

Nov.

2.4

2.4

2.6

2.8

2.5

2.45

2.5

2.5

2.5

2.1

1.9

1.6

1.7

1.8

2.0

2.4

2.2

2.1

2.2

2.4

2.2

2.5

2.9

2.7

1.8

1.9

1.8

1.8

1.5

1.4

1.2

1.1

1.2

1.5

1.5

1.6

1.7

1.6

Dec.

1.8

1.8

1.9

1.9

2.1

2.2

3.0

3.0

2.8

2.5

2.1

2.1

2.2

2.3

2.3

2.3

2.3

2.4

2.5

2.3

2.3

2.3

2.5

2.5

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.8

2.0

2.0

2.4

2.5

2.3

2.1

2.1

2.1

2.0

a gee note at end of table, next page.
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 244 PLATE III

LOWER QUINNESEC FALLS, MENOMINEE RIVER, MICHIGAN.
MENOMINEE RIVER DRAINAGE BASIN. 37

Daily gage height, in feet, of Menominee River near Iron Mountain, Mich.,for 1907and

1908 Continued.

Day.

1908.

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

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

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

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

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

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

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

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

20.. . ..--..

21.. ...-..-...-.

22

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

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

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

26.. --.........-.

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

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

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

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

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

Jan.

2.3

2.3

2.3

2.3

2.3

2.4

2.4

2.4

2.5

2.5

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.3

2.3

2.4

2.4

Feb.

2.9

2.9

2.7

2.7

2.9

2.9

2.8

2.8

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.6

2.5

2.5

2.5

Mar.

2.5

2.6

2.7

3.0

3.0

3.0

2.8

2.8

2.7

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.7

2.6

2 6

2.6

2.7

Apr.

64

6.2

6.0

6.8

8.5

9.9

10.1

9.4

9.1

8.9

9.2

9.2

9.4

9.4

8.9

9.6

11.1

12.8

12.8

12.6

May.

6.1

5.3

4.4

3.3

4.8

4.9

6.3

4.6

5.2

6.5

6.2

6.0

5.6

7.1

5.4

5.4

5.6

5.6

5.4

6.4

6.2

June.

8.7

8.4

8.6

4.1

3.4

3.9

3.3

2.8

1.9

1.9

1.8

1.8

1.4

1.9

1.4

1.5

1.4

1.2

1.1

.9

July.

2.6

2.3

2.1

1.6

2.0

2.0

2.5

3.7

3.0

3.3

3.0

2.5

2.4

2.5

2.7

2.7

2.4

2.4

1.9

2.9

4.0

Aug.

1.4

1.4

1.3

1.4

1.5

1.5

1.5

1.5

1.5

1.4

1.2

1.2

1.3

1.2

1.3

1.3

1.4

1.5

1.3

1.3

1.3

Sept.

1.1

1.1

1.1

.9

.9

.9

.9

1.4

1.0

1.0

.5

.6

.6

.6

.9

.9

1.5

2.0

3.3

4.2

Oct.

2.0

1.8

1.6

1.7

1.8

1.8

1.7

1.7

1.6

1.4

1.1

1.5

1.5

1.7

1.7

1.7

1.7

1.6

1.7

1.6

1.5

Nov.

1.2

1.0

1.4

1.6

1.6

1.2

1.2

1.3

1.8

1.6

1.8

1.8

1.8

1.8

1.8

2.4

2.8

2.8

2.8

2.8

Dec.

2.0

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.8

1.8

NOTE. The discharge was affected by ice conditions from about January 1 to March 23 and December 7 

to 31,1907, and by log jams from about June to August, 1907.

Discharge affected by ice conditions from about January 1 to April 13, 1908. Discharge probably not 

materially affected by ice conditions during December, 1908. Discharge affected by log jams June 1 to 13, 

and probably also for short intervals at other times during 1908.

Rating table for Menominee River near Iron Mountain, Mich., for 1907 and 1908.

Gage 

height.

Feet.

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Sec.-ft.

700

745

795

845

895

950

1,005

1,060

1,115

1,170

1,225

1,280

1,335

1,395

1,455

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Sec.-ft. '

1,515

1,575

1,640

1,705

1,770

1,835

1,900

1,970

2,040

2,110

2,180

2,250

2,320

2,390

2,465

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

4.60

5.80

Discharge.

Sec.-ft.

2,540

2,615

2,690

2,765

2,840

2,920

3,080

3,240

3,405

3,575

3,750

3,930

4,110

4,300

4,490

Gage 

height.

Feet.

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

Discharge.

Sec.-ft.

4,680

4,870

5,060

5,260

5,460

5,660

6,740

7,890

9,070

10,300

11,540

12,800

14,080

15,380

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measurements made during 1903 to 1908 and is well denned above gage height 2.0 feet.
38 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Menominee River near Iron Mountain, Midi., for 1907 and 1908. 

[Drainage area, 2,420 square miles.]

Month.

1907.

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

1908.

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

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

The vear ............................

Discharge in second-feet.

Maximum.

6,180 

7,680 

15,000 

7,220 

4,780 

2,320 

4,680 

2,620 

2,110 

1,640

12,500

10,400

3,580 

2,920 

3,080 

3,080 

2,040 

2,040

12.500

Minimum.

2,760 

4,300 

6,300 

1,900 

1,060 

1,000 

1,090 

1,770 

1,280

2,390 

895 

1,170 

1,060 

700 

1,000 

950 

1,400

Mean.

4,630 

5,780 

9,750 

3, 980 

2,360 

1,480 

2,290 

2,210 

1,680 

1,320

1,100 

1,000 

1,000 

5,710 

5,250 

2,870 

1,900 

1,370 

1,100 

1,690 

1,350 

1,530

2.160

Per 

square 

mile.

1.91 

2.39 

4.03 

1.64 

.975 

.612 

.946 

.913 

.694 

.545

.455 

.413 

.413 

2. 36 

2.17 

1.19 

.785 

.566 

.455 

.698 

.558 

.632

.891

Run-off 

(depth in 

inches on 

drainage 

area).

0.57 

2.67 

4.65 

1.83 

1.12 

.71 

1,06 

1.05 

.77 

.63

.52 

.45 

.48 

2. 03 

2.50 

1.33 

.90 

.65 

.51 

.80 

.62 

.73

12.12

Accuracy.

B. 

B. 

B. 

B. 

C.

i:

B. 

B. 

D.

D. 

D. 

D.

B'. 

C. 

B. 

B. 

B. 

B. 

B. 

B.

NOTE. Discharge during the frozen periods and during the period of logjam, June 1 to 13,1908, estimated 

on the basis of the discharge at Koss and one measurement made under ice conditions, December 17, 1907. 

Discharge December 7 to 31,1907,1,280 second-feet; April 1 to 13,1908,1,500 second-feet; June 1 to 13,1908, 

4,500 second-feet.

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, and for general statistical and comparative uses.

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 datum of the gage has remained unchanged. 

Discharge measurements of Menominee River at Koss, Mich., in 1907 and 1908.

Date.

1907.

July 19. ........

1908. 

January 21« ....

April 15........

April 16........

Hydro grapher.

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

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

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

.....do....................... - .........

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

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

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

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

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

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

Width.

Feet. 

246

242

235

280

278

258 

274

283

283

298

299

299

261

269

Area of 

section.

Sq.ft. 

1,590

1,380

1,150

1,540

1,460

1,360 

1,490

1,380

1,380

2,480

2,630

2,650

1,560

1,180

Gage 

height.

Feet. 

8.04

7.27

6.15

7.35

7.10

7.15 

7.70

7.85

7.85

10.40

10.90

11.00

7.95

6.30

Discharge.

Sec.-ft. 

3,870

2,650

1,080

2,950

2,640

1,900 

1,830

1,800

1,790

8,430

9,130

8,800

3,160

1,460

Thickness 

of ice.

Feet.

1.1

1.2

1.8

1.8

a Discharge made under ice conditions.

6 Measurement approximate; velocity determined by means of floats.
MENOMINEE RIVER DRAINAGE BASIN. 39

Daily gage height, in feet, of Menominee River at Koss, Mich., for 1907 and 1908. 

[Observers, W. D. Flynn and G. H. Bronoel.]

Day.

1907.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

25...............'

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

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

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

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

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

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

1908.

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...............

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

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

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

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

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

Jan.

7.2

6.9

6.4

'6 9

6.9

6.9

6.9

7.15

6.9

6.9

Feb.

7.4

7.5

7.5

7.7

7.6

7.8

7.5

7.5

7.5

Mar.

7.5

7.5

8.6

s n

7.9

7.9

7.9

7.8

Apr.

7.9

7.9

8.05

8.0

8.05

8.1

8.55

Q 9

9.35

9.4

9.5

9.5

10.2

10.35

10.5

11.0

11.35

11.75

11.75

11.25

10.95

11.1

11.0

11.0

11.0

11.0

12.35

12.9

13.15

13.25

May.

13.4

13.25

12.8

12.2

11.9

11.5

10.8

10.55

10.2

9.7

9.6

9.6

9.6

9.55

9.45

9.5

9.7

9.45

9.55

9.5

9.9

9.45

9.4

9.55

9.25

9.1

8.55

8.75

8.8

June.

8.25

8.35

8.45

9.1

8.25

8.6

8.6

8.5

8.3

8.25

9.05

9.65

10.05

10.2

9.4

8.7

8.75

9.0

9.25

9.7

9.85

9.75

9.55

Q 9

8.9

8.7

8.25

7.8

7.75

7.3

8.2

7.85

7.45

7.3

7.6

7.9

7.8

8.0

6.65

7.4

July.

8.0

8.4

8.0

7.9

8.2

8.15

8.35

7.7

7.9

8.15

7.75

7.4

6.95

7.55

8.0

7.85

7.7

7.6

7.3

7.6

7.65

7.0

7.8

7.65

6.75

7.35

7.45

7.6

6.7

7.25

6.95

7.15

7.45

8.1

7.95

6.85

7.05

8.2

8.7

9.1

9.05

8.55

8.0

7.9

7.9

6.4

8.45

6.35

8.3

8.25

8.7

8.35

8.15

7.95

7.8

7.95

6.0

8.2

6.35

8.2

6.0

7.95

Aug.

7.3

6.6

6.9

6.85

6.95

7.75

7.0

6.75

7.1

6.75

7.0

6.75

7.0

7.75

6.55

6.75

6.7

6.7

6.75

6.5

6.7

7.1

7.55

6.8

7.15

7.5

6.4

7.35

6.55

7.45

6.45

6.1

8.7

8.25

7.6

6.1

8.05

5.9

7.85

5.85

7.7

5.85

7.75

5.9

7.5

5.8

5.6

7.5

5.75

7.45

5.75

7.3

5.7

5.75

7.65

5.65

6.75

5.7

6.0

7.05

5.65

6.5

Sept.

7.35

6.1

7.2

6.6

7.5

6.5

7.9

6.7

7.95

6.6

8.25

8.35

8.6

8.25

7.7

7.55

7.85

8.2

8.8

9.6

9.6

9.75

9.65

9.6

9.45

8.95

9.0

8.55

8.55

8.2

5.6

5.65

6.55

6.95

6.45

6.35

6.3

6.2

6.35

6.4

6.35

6.2

6.15

6.1

6.25

6.4

6.35

6.3

6.2

6.25

6.15

6.2

6.2

6.2

6.2

6.2

6.2

6.2

6.3

6.55

Oct.

8.1

7.9

7.6

7.55

7.4

7.2

6.85

6.95

7.05

7.0

7.05

7.1

7.05

7.05

7.4

8.0

7.45

7.4

7.4

7.3

7.3

7.3

7.3

7.25

7.15

7.0

6.95

6.9

7.15

7.10

7.05

7.45

7.6

7.6

7.6

7.5

7.25

7.1

7.0

6.9

6.9

6.8

6.7

6.7

6.6

6.75

6.7

6.6

6.6

6.6

6.6

6.5

6 4

6.4

6.4

6.4

6.5

6.7

6.7

6.6

6.5

6.6

Nov.

6.9

6.9

6.9

7.0

7.1

7.15

7.05

. 7.0

7.0

7.0

7.0

7.1

6.95

6.7

6.7

6.95

6.9

6.9

7.1

7.1

7.1

7.1

7.2

7.2

7.1

7.0

7.0

6.9

6.8

6.8

6.5

6.5

6.5

6.5

6.55

6.4

6.5

6.5

6.5

6.55

6.7

6.5

6.5

6.5

6.5

6.4

6.1

6.4

6.6

6.6

6.6

6 4

6.35

6.55

6.8

6.9

6.85

7.1

7.2

7.3

Dec.

6.95

7.1

7.0

7.0

7.0

7.0

7.0

7.1

7.1

7.1

7.0

6.9

6.9

6.9

7.15

7.0

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

7.0

7.0

7.0

7.0

7.2

7.05

6.9

6.8

6.7

6.7

6.75

6.7

6.7

6.9

6.7

7.05

6.85

6.8

6.8

6.8

6.85

6.8

7.0

7.25

6.8

6.8

7.0

7.0

6.9

6.9

7.0

6.9

6.9

7.0

7.0

NOTE. Ice conditions prevailed from December 22 to 31, 1907. Gage readings during this period were 

to the top of the ice. Discharge affected by log jams at times during 1907.

Ice conditions prevailed January 1 to aoout April 13, 1908. Gage readings during this period are to 

water surface, except April 1 to 4. Ice conditions prevailed November 17 and December 30 to 31,1908. 

Gage readings on these days were to the top of the ice. Discharge affected by log jams during July and 

the first part of August, 1908.
40 SURFACE .WATER SUPPLY, 1907-8. 

Rating tables for Menominee River at Koss, Mich.

JUNE 21 TO SEPTEMBER 18, 1907.

Gage 

height.

Feet.

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

Discharge.

Sec.-ft.

1,045

1,165

1,285

1,405

1,530

1,665

1,800

1,940

Gage 

height.

Feet.

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

Discharge.

Sec.-ft.

2,085

2,230

2,375

2,525

2,675

2,825

2,980

3,135

Gage 

height.

Feet.

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

Discharge.

Sec.-ft.

3,295

3,460

3,630

3,800

3,970

4,140

4,310

4,480

Gage 

height.

Feet.

8.50

8.60

8.70

8.80

8.90

9.00

9.10

Discharge.

Sec.-ft.

4,650

4,825

5,000

5,175

5,350

5,525

5,705

above table is not applicable for obstructed-channel conditions. It is based on t 

made during 1907 and the form of the 1908 curve. It is fairly well defined.

SEPTEMBER 19, 1907, TO DECEMBER 31, 1908.

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

688

790

895

1,005

1,120

1,240

1,360

1,485

1,610

1,740

1,875

2,015

2,160

6.90

7.00

7.10

7.20

7.30

2,305

2,450

8.20

8.30

2,600 8.40

2,750

2,900

7.40 3,055

7.50 3,210

7.60 3,370

7.70

7.80

7.90

8.00

8.10

3,530

3,695

3,860

4,025

4,190

8.50

8.60

8.70

8.80

8.90

9.00

9.20

9.40

9.60

9.80

4,360

4,530

4,700

4,875

5,050

5,225

5,400

5,580

5,760

6,120

6,480

10.00

10.20

10.40

10.60

10.80

11.00

11.20

11.40

11.60

11.80

12.00

6,840 : 13.00

7,210 13.50

7,580

7,950

8,330

8,715

9,105

9,495

9,890

10,290

10,690

11,100

11,510

13,670

14,800

NOTE. The above table is not applicable for ice or obstructed channel conditions. Itisbased on fivedischarge measurements made during 1907 and 1908 and is fairly well defined between gage heights 6 feet and 

11 feet.

Monthly discharge of Menominee River at Koss, Mich., for 1907 and 1908. 

[Drainage area, 3,780 square miles.]

Month.

1907. 

June 21-30. ................................

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

December

1908.

Discharge in second-feet.

Maximum.

5,700 

4,480 

3,380 

7,120 

4,190 

2,750 

2,680

14,200 

14,600 

7,950 

5,940 

5,220 

2,380 

3,370 

2,900 

2,820

14,600

Minimum.

4,220 

1,800 

1,400 

1,040 

2,230 

2,020 

2,160

4,960 

1,940 

1,120 

688 

688 

1,610 

1,240 

2,020

688

Mean.

4,590 

3,220 

2,170 

4,240 

2,860 

2,430 

2,350

1,980 

1,800 

1,800 

7,050 

7,920 

5,040 

3,740 

2,100 

1,440 

2,200 

1,880 

2,270

3,270

Per 

square 

mile.

*

1.21 

.852 

.574 

1.12 

.757 

.643 

.622

.524 

.476 

.476 

1.87 

2.10 

1.33 

.989 

.556 

.381 

.582 

.497 

.601

.865

Run-off 

(depth in 

inches on 

drainage 

area).

0.45 

.98 

.66 

1.25

.87 

.72 

.72

.60 

.51 

.55 

2.09 

2.42 

1.48 

1.14 

.64 

.43 

.67 

.55 

.69

11.77

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B.

C. 

C. 

C. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

« Results slightly too high on account of log jams.

NOTE. Discharge during the frozen periods 1907 and 1908 based on four measurements made under Ice 

conditions which showed a fairly uniform rate of flow.

Dipcharge December 22 to 31,1907, 2,200 second-feet; April 1 to 13,1908, 2,470 second-feet: November 17, 

1908, open-channel rating used; December 30 to 31,1908, 2,150 second-feet.
SURFACE WATER SUPPLY, 1907-8. 41 

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 Marinette County, about 

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

mouth comprises about 1,123 square miles.

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 Rat, 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 in 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 upon 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 icebound 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 numerous opportunities for water-power users. 

It has been estimated that about 32,000 horsepower await 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.
42 SURFACE WATER SUPPLY, 1907-8.

The following gaging stations have been maintained in this drainage 

basin:

Peshtigo River near Crivitz, Wis., 1906 to 1908. 

Peshtigo River at Crivitz, Wis., 1906.

PESHTIGO RIVER SURVEY.

In order to point out the power possibilities along Peshtigo 

River, a survey was made during 1906 from the mouth to Rat River. 

From the data collected on this survey sheets have been prepared 

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

along the bank, and prominent natural or artificial features.

The results of this survey have been published on separate sheets 

and may be had upon application to the Director of the Geological 

Survey.

PESHTIGO RIVER NEAR CRIVITZ, WIS.

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

26, T. 32 N., R. 19 E., about 4£ miles west of Crivitz, Wis. It 

was established September 7, 1906, to obtain data for studying 

water-power problems.

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 datum of the gage has remained unchanged and the records 

are reliable and accurate.

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

Information in regard to this station prior to 1908 is contained 

in Bulletin No. 20 of the Wisconsin Geological and Natural History 

Survey, entitled " The water powers of Wisconsin," by Leonard S. 

Smith.
PESHTIGO RIVER DRAINAGE BASIN. 43

Daily gage height, in feet, of Peshtigo River near Crivitz, Wis., for 1907 and 1908.

[Observer, Rose Herman.]

Day.

1907. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

10

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

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

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

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

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

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

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

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

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

90

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

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

1908. 

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

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

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

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.

3.2

3.1

3.1

3.1

3.2

3.1

3.1

3.05

2.75

3.2

3.2

3.25

3.3

3.2

3.25

3.3

3.3

3.0

3.0

2.95

3.1

3.0

3.0

3.1

3.15

3.15

3.2

3.25

3

0

3.3

3.25 

2.5

2.5

2.4

2.4

2.4

2.4

2.6

2.5

2.5

2.55

2.5

2.5

2.5

2.6

2.6

2.5

2.5

2.5

2.5

2.45

2.65

2.6

2.5

2.5

2.5

2.6

2.6

2.7

Feb.

3.3

3.15

3.2

3.3

3.3

3.45

3.45

3.25

3.2

3.05

3.1

3.05

3.05

3.1

3.1

3.15

3.1

3.05

3.05

3.1

3.0

3.0

2.9

2.9

2.9

2.9

3.0

2.9

2.7

2.9

2.9

2.85

2.9

2.9

9 Q

2.95

2.95

2.9

2.9

3.0

3.05

3.05

3.05

3.0

2.95

2.95

2.95

2.95

3.05

3.05

3.05

3.05

3.0

3

(\

3.05

3.05

3.05

Mar.

2.9

2.9

2.95

3.0

2.95

3.0

3.0

2.9

2.95

3.0

3.0

2.9

2.8

2.8

2.75

2.85

2.8

2.75

3.0

2.85

3.0

3.05

3.3

3.5

3.7

3.95

3.9

4.4

4.65

4.8

4.65 

3.05

3.1

0 1

3.1

3.1

3.3

3.3

3.2

3.2

3.25

3.3

3.25

3.0

2.75

2.6

2.6

2.5

2.45

2.4

2.4

2.45

2.45

2.6

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.75

Apr.

4.6

4.65

4.5

4.55

4.5

4.35

4.35

4.2

4.2

4.0

4.0

4.0

3.95

2.7

3.8

3.5

2.7

2.8

2.8

2.8

2.8

2.85

2.9

3.0

3.0

3.0

3.0

3.2

4 4

4.7

2.6

2.6

2.6

2.8

2.9

3.05

3.1

3.3

3.55

3.7

3.9

4.4

4.35

4.35

4.3

4.2

3.2

3.0

2.8

9 Q

3.0

3.6

5.3

5.8

5.8

May.

4.7

4.6

4.6

4.8

4.8

4.9

5.0

5.1

5.15

4.1

5.2

4.4

4.3

4.0

5.55

5.7

5.8

5.75

5.6

5.3

4 9

5.1

5.0

4.65

4.85

4.55

4.3

4.25

4.2

4.05

4.0

5.7

5.6

5.4

4.6

4.25

3.8

3.65

3.2

3.0

3.2

3.8

3.2

4.0

3.3

3.8

3.9

3.8

4.0

4.0

4.0

4.75

5.0

4.65

4.7

4.1

3.85

3.75

3.7

3.55

3.5

3.4

June.

3.8

3.7

3.8

3.7

2.7

3.0

3.2

3.5

3.35

4.25

3.9

3.75

4.45

4.0

4.0

2.9

3.25

2.5

2.9

3.95

4.0

3.5

3.05

3.0

2.75

2.75

2.7

3.0

2.6

2.6

3.4

2.4

3.3

3.25

3.2

2.6

3.25

2.7

3.7

3.65

3.65

2.7

2.7

3.25

3.2

3.4

3.25

3.0

2.9

2.8

2.3

2.4

3.2

3

0

9 2.9Q 

3.2

2.3

2.4

3.8

2.5

July.

3.85

3.95

3.7

3.0

3.25

3.75

3.0

3.65

2.8

3.15

2.5

2.45.

2.3

2.3

2.2

2.3

2.9

2.85

2.85

2.8

2.75

2.7

2.7

2.7

2.7

2.8

2.7

2.7

2.7

2.6

2.6

2.8

2.7

3.0

3.15

2.45

3.0

3.95

3.8

3.75

3.85

3.2

2.7

3.0

2.45

2.6

2.4

3.3

2.7

2.7

3.3

2.8

3.75

2.4

3.5

2.95

2.8

2.75

2.7

2.65

2.5

2.5

Aug.

2.7

2.65

2.6

2.6

2.65

2.65

2.65

2.65

2.6

2.6

2.6

2.7

2.65

2.6

2.55

2.55

2.5

2.5

2.55

2.6

2.65

2.7

2.7

2.7 2.7'

2.65

2.6

2.6

2.6

2.55

2.55 

2.4

2.4

2.4

2.35

2.35

2.35

2.3

2.3

2.3

2.3

2.25

2.25

2.3

2.3

2.25

2.3

2.3

2.3

2.3

2.3

2.5

9 Q

2.3

2.25

2.25

2.25

2.25

2.25

2.3

2.3

2.25

Sept.

2.5

2.5

2.4

2.5

2.5

2.55

2.6

2.7

2.8

2.8

2.9

3.0

3.1

3.05

3.0

2.95

2.95

2.95

3.65

3.85

4.0

3.95

3.8

3.65

3.55

3.35

3.2

3.05

3.0

2.95

2.25

2.2

2.2

2.2

2.2

2.2

2.2

2.15

2.15

1.85

1.9

2.0

2.0

2.0

2.8

2.3

2.25

2.15

2.15

2.15

2.15

2.15

2.2

2.2

2.2

2.2

2.2

2.4

2.35

2.6

Oct.

2.95

2.95

2.9

2.9

2.9

2.8

2.8

2.75

2.7

2.7

2.7

2.7

2.7

2.7

2.75

2.8

2.75

2.75

2.7

2.7

2.65

2.6

2.6

2.6

2.85

2.75

2.65

2.6

2.6

2.6

2.6 

2.7

2.7

2.65

2.55

2.5

2.0

2.0

2.0

2.0

3.0

2.4

2.35

2.2

2.2

2.2

3.0

2.5

2.1

2.1

2.1

2.1

3.3

2.6

2.55

2.4

2.4

2.4

2.4

2.4

2.4

2.3

Nov.

2.6

2.6

2.6

2.6

2.6

2.6

2.55

2.55

2.55

2.5

2.5

2.45

2.6

2.25

2.25

2.25

2.6

2.55

2.55

2.5

2.6

2.65

2.65

2.6

2.6

2.6

2.6

2.6

2.55

2.55

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.15

2.25

2.2

2.2

2.2

2.2

2.0

2.4

2.35

2.2

2.2

2.3

2.3

2.4

2.85

2.85

2.95

2.9

2.75

2.7

Dec.

2.55

2.5

2.5

2.5

2.5

2.6

2.5

2.6

2.6

2.55

2.5

2.45

2.4

2.5

2.5

2.5

2.5

2.5

2.55

2.45

2.55

2.5

2.45

2.45

2.45

2.45

2.5

2.35

2.6

2.6

2.4

2.4

2.6

2.5

2.5

2.6

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.55

2.6

2.5

NOTE. Ice conditions prevailed from about January 1 until the latter part of March and during the 

greater portion of December, 1907, and from about January 1 to the first part of April and during December, 

1908.
44 SURFACE WATER SUPPLY, 1907-8.

OCONTO RIVER DRAINAGE BASIN.

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 slight 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, and has an 

average width of about 15 miles. The total drainage area is about 

950 square miles. The total length of the river is about 90 miles. 

The important tributaries are as follows: South Branch of the 

Oconto, and Peshtigo Brook and Little River on the left or east 

bank. 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, the original forest growth has almost 

been all 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 winter conditions 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.

Storage possibilities have 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., 1906-1908. 

Oconto River at Stiles, Wis., 1906.
OCONTO EIVER DRAINAGE BASIN. 45

OCONTO RIVER NEAR GILLETT, WIS.

This station, which is located at a highway bridge about 1\ miles 

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

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

and for general statistical data and comparative purposes.

No tributaries of any importance enter near the gaging station.

The winter conditions are severe, ice 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 gage has remained unchanged; the records, 

except as noted above, are reliable and accurate.

Information in regard to this station prior to 1908, is contained 

in Bulletin No. 20 of the Wisconsin Geological and Natural History 

Survey, entitled "The water powers of Wisconsin," by Leonard S. 

Smith.

Discharge measurements of Oconto River near Gillett, Wis., in 1907 and 1908.

Date.

1907. 

April 10. .......

July 22. ........

Do.........

Do.........

1908.

Do.........

April 20........

Do.........

July 10. ........

Ilydrographer.

A. II. Horton. . ............................

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

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

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

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

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

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

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

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

G. T. Gray........

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

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

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

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

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

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

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

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

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

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

Width.

Feet. 

72

87

76

55

55

55

58

70

70

92

92

90

90

95

56

Area of 

section.

Sj.-ft. 

354

407

327

283

246

254

262

311

001

240

379

364

364

429

Gage 

height.

Feet. 

6.10

5.20

4.90

5.00

6.10

6.50

6.75

6.70

6.50

6.50

5.05

Discharge.

Sec.-ft. 

940

685

421

329

041

354

o(V}

327

000

1,130

] 1 90

329

Thickness of 

ice.

Feet.

1.3

1.6

1.9

1 9

a Gage height doubtful; rise in stage of more than 1 foot during the measurement. 

b Discharge under half frozen and half open conditions. 

c Discharge made under ice conditions.
46 STJKFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Oconto River near Gillett, Wis.,for 1907 and 1908. 

[Observer, Hattie Grlbertsen.]

Day.

1907. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

f4_. ............. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

.......

6.6

.......

6.6

6.3

6.6

Feb.

.......

6.5

.......

'"6.5

6.7

.......

""e.y

Mar.

6.9 

6.6

7.5

7 c

7.75

7.35

7.25

7.1

6.6

6.75 

6.9

6.8

5.8

6.5

6.7 

5.7

6.5

5.7

Apr.

7.1

7.2

6.1

6.5

6.75

6.7

6.9

6.8

6.1

6.6

6.0

6.6

6.1

5.6

5.85

6.05

6.25

6.25

6.1

7.1

6.1 

6.5

5.45 

6.0

6.4

7.5

6.1

5.7

6.0

6.1

5.7

5.8

6.1 

6.0

6.0

5.5 

5.5

6.0

6.5 

6.4

6.5 

6.3

6.6

6.5

6.6 

6.6

6.5

6.5

6.1

6.6 

6.3

6.3

6.5

6.9

7.2 

8.4

8.5

May.

6.3

7.1

6.5

6.7

6.5

5.9

6.35

6.2

7.3

5.8

7.2

5.7

6.1

7.4

6.2

7-5

6.2

7.4

6.75

6.5

7.0

7.4

5.9 

8.0

5.0

4.8

4.7

4.8

8.6

8.3

8.2

8.1

7.9

6.7 

7.3

7.5

7.5 

7.6

7.6 

7.5

6.6 

6.5

6.6

6.8

6.7 

6.7

6.7

6.7

6.8

6.3 

6.5

6.6

6.4

6.4

6.3 

6.0

6.1 

6.0

June.

7.3

4.45

4.1

5.05

5.0

5.1

5.0

^ 9

6.1

6.2

6.4

5.9

6.0

R Q

6.25 

5.65

5.5 

6.05

7.3

7.4

4.6

7 9

6.0

5.9

c 7

5.7

5.7

5.3 

5.4

6.0

6.0 

5.5

5.7

5.7 

5.7

5.7 

5.7

5.6

5.5

5.5

5.2

=; 9

5.3 

5.9

5.9

5.9

5.4

5.0 

5.5

5.5

July.

 6.65

5.5

5.6

5.7

5.2

5.1

4.9

5.3

4.8

4.65

6.0

7.0

4.5

5.9

5.0

5.0

6.05

5.3

5.2

5.2 

5.1

5.0 

5.2

5.2

5.1

5.0

5.1

5.1

5.4

5.4

5.6

5.6

6.2 

6.1

7.1

7.1 

7.1

7.05

6.7 

6.6

6.3

5.8

5.8

5.05 

5.3

5.8

6.0

5.6 

5.6

5.4

5.5

5.6

5.6 

5.4

5.3 

5.1

Aug.

5.1

5.25

5.0

4.9

5.6 ,

5.0

4.5

4.6

4.6

4.3

4.35

5.2

4.3

4.75

4 65

4.6

4.7

4.3 

4.9

4.6 

4.7

4.8

4.8

5.0

5.0

5.0

4.9

5.1

5.1

5.8

5.0

4.7

4.5 

4.3

4.4

4.5 

4.3

4.6 

4.4

4.5

A R,

4.8 

5.1

5.0

5.0

5.0 

5.1

5.0

4.9 

5.0

5.1 

4.9

Sept.

4.9

4.9

4.8

4.7

4.5

A Q

4.8

5.0

5.1

5.5

5.5

5.7

5.6

5.6

5.4

5.55

5.2

6.5

6.8

6.8 

7.0

6.15 

6.1

6.0

6.0

6.1

4.7

4.9

5.0

4.9 

5.1

5 1

4.8

4.8

5.0

5.0 

4.9

4.9 

5.0

4.9

4.8

4.9 

5.0

4 9

4.9

4.9

4.8

4.9

4.9

4.9

4.9 

5.1

5.1

Oct.

5.8

5.8

5.7

5.7

5 A

4.8

5.2

5.0

5.05

5.3

5.0

5.3

5.0

5.2

R 0

5.3

5.25

4.95 

5.05

5.15

c o

5.0

5.2

5.15

5.1

5.2

5.2

5.3

c o

5.1 

5.1

5.1

5.0 

5.0

5.0

5.0 

5.1

5.0 

4.9

5.1

5.3 

5.2

4.8

4.9

R O

5.2 

5.0

5.2

5.2

5.15

5.2

5.2 

5.2

Nov.

6.0

5.2

5.0

5.2

5.2

5.2

5.2

5.15

<; 9

5.15

f, 9

5.1

4.7

4.7

5.1

5.2

5.4

C Q

>; 4.

5.6

5.6 

5.45

5.4 

5.4

C A

5.4

5.3

5.2

5.5

5.0

5.05

5.1

5.1 

4.7

5.1

5.1 

5.0

5.0

5.0 

5.0

5.0 

5.0

5.2

4.8 

4.8

R }

5.2

5.0

5.0 

5.2

5.3

5.4

5.4

5.5 

5.5

5.5

Dec.

5.0

5.4

5.1

5.2

6.1

6.5

5.8

5.3

5.2

5.3

5 9

6.3

6.6

7.2

7.0

7.15

"6.4'

5.5

5.0

5.7

4.8

5.6

7.0

8.6

8.0

'"7.'6

......

7.3

""e'.'i

NOTE. Ice conditions prevailed from January 1 to about March 22 and during December, 1907, and 

from January 1 to about March 25 and during practically the whole of December, 1908. Gage readings to 

W^ter surface in a hole in the ice during the frozen periods,
OCONTO RIVER DRAINAGE BASIN. 47

Rating tables for Oconto River near Gillett, Wis.

FOR 1906 AND 1907.

Gage 

height.

Feet.

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Sec.-ft.

78

95

115

137

161

188

217

247

279

Gage 

height.

Feet.

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

Discharge.

Sec.-ft.

312

346

382

424

472

525

580

640

700

Gage 

height.

Ftct.

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

Discharge.

Sec.-ft.

760

820

885

950

1,015

1,085

1,155

1,225

1,295

Gage 

height.

Feet.

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

Discharge.

Sec.-ft.

1,370

1,445

1,520

1,595

1,750

1,910

2,070

2,230

8.00 | 2,400

NOTE. The above table is not applicable for ice or obstructed-channcl conditions. It is based on 10 

discharge measurements made during 1906 and 1907 and the form of the 1908 curve. It is well defined 

between gage heights 4.8 feet and 6 feet.

FOR 1908.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

105

129

155

181

209

239

271

305

342

382

424

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

468

515

565

615

670

725

780

840

900

960

1,025

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

1,090

1,155

1,220

1,290

1,360

1,430

1,500

1,570

1,640

1,715

1,790

7.60

7.70

7.80

7.90

8.00

8.20

8.40

8.60

1,865

1,940

2,015

2,090

2,165

2,315

2,470

2,630

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 6 

discharge measurements made during 1908 and the 1906 and 1907 curve. It is fairly well defined between 

gage heights 5 feet and 7.5 feet.

Monthly discharge of Oconto River near Gillett, Wis., for 1906, 1907, and 1908. 

[Drainage area, 814 square miles.]

Month.

1906. 

June 7-30.... . .............................

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

1907. 

March 23-31. ..........'....................

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

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

1908.

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

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

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

Discharge in second-feet.

Maximum.

1,020 

982 

1,080 

982 

1,370 

1,870

2,190 

1,990 

2,400 

2,320 

1,600 

640 

1,600 

790 

885

1,220 

2,550 

2,630 

780 

1,500 

670 

382 

424 

515

2,630

Minimum.

346 

161 

115 

312 

137 

217

1,300 

552 

247 

95 

188 

137 

188 

279 

247

515 

780 

305 

324 

105 

209 

239 

209

105

Mean.

776 

504 

501 

570 

682 

957

1,810 

1,160 

1,230 

844 

520 

291 

682 

474 

476 

331

317 

337 

486 

1,050 

1,450 

575 

733 

261 

285 

347 

364 

275

540

Per square" 

mile.

0.953 

.619 

.615 

.700 

.838 

1.18

2.22 

1.43 

1.51 

1.04 

.639 

.357 

.838 

.582 

.585 

.407

.389 

.414 

.597 

1.29 

1.78 

.706 

.900 

.321 

.350 

.426 

.447 

.338

.663

Run-off 

(depth in 

inches on 

drainage 

area).

0.85 

.71 

.71 

.78 

.97 

1.32

.74 

1.60 

1.74 

1.16 

.74 

.41 

.94 

.67 

.65 

.47

.45 

.45 

.69 

1.44 

2.05 

.79 

1.04 

.37 

.39 

.49 

.50 

.39

9.05

Accuracy.

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

B. 

A. 

A. 

A. 

D.

D. 

D. 

D. 

A. 

A. 

A. 

A. 

B. 

B. 

A. 

A. 

D.

NOTE. Ice conditions beginning about December 1,1906. Discharge December, 1907, based on a measurement made December 13 under ice conditions. Discharge during the frozen period, January to March, 

1908, based on five measurements made under ice conditions, which showed a relatively constant flow, 

Discharge December, 1908, is only a rough approximation.
48 SURFACE WATER SUPPLY, 1907-8. 

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 generally 

southerly direction, and empties into 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 it has over 

three times the discharge of the Fox. (See PL IV.)

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 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 10 feet 

to the mile. This steep slope causes many rapids and falls. Shawano marks the point 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 in the 

past and all the best timber has been cut off. At the present time 

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 winter conditions are severe; snowfall is comparatively heavy and lasts for considerable periods. Ice forms on the 

river from 1 to 2 feet in thickness and remains for about three months.

Storage possibilities have not been investigated, but the lakes 

and swamps in the basin must afford opportunities for making
U. S. GEOLOGICAL SURVF

THE DELLS OF WOLF RIVER, WISCONSIN.
WOLF RIVER DRAINAGE BASIN. 49

reservoirs. The lumbermen have built numerous 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 are numerous and their development awaits only a demand for power. A few power plants have 

already been put in operation. (PL V, B.}

The following stations have been maintained in this drainage 

basin:

Wolf River at Keshena, Wis., 1907 to 1908.

Wolf River at White House Bridge, near Shawano, Wis., 1906 to 1907.

Wolf River at Darrows Bridge, near Shawano, Wis., 1906.

Wolf River at Northport, Wis., 1905.

Wolf River at Winneconne, Wis., 1902 to 1903.

Little Wolf River near Northport, Wis., 1907 to 1908.

WOLF RIVER AT KESHENA, WIS.

This station, whick 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, and for general statistical and comparative purposes.

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.

The datum of the gage has remained unchanged. The records, 

except as noted above, are reliable and accurate.

Information in regard to this station prior to 1908, is contained in 

Bulletin No. 20 of the Wisconsin Geological and Natural History Survey, entitled "The water powers of Wisconsin/' by Leonard S. Smith.

Discharge measurements of Wolf River at Keshena, Wis., in 1907 and 1908.

Date.

1907. 

May 10. ........

July 20.........

Do.........

1908.

Do.6.......

April 21 ........

July9..........

Hydrographer.

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

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

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

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

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

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

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

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

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

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

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

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

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

Width.

Feet. 

102

105

104

107

109

109

109

 109

101

103

103

103

103

104

Area of 

section.

Sq.ft. 

472

308

461

277

320

320

385

368

217

260

260

468 040

Gage 

height.

Feet. 

3.75

1.82

3.32

1.48

1.90

1.90

2.50

2.50

3.32

3.05

3.20

3.20

4.02

3.50

1.10

Discharge.

Sec. -ft. 

1,750

666

1,490

568

737

737

1,010

694

508

384

530

528

1,920

1,580

414

Thickness of 

ice.

Feet.

1.6

1.7

1.5

1.9

alee conditions; river half open and half frozen. 

21635 IRR 244 10 4

6 Dischage under ice conditions.
50 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Wolf River at Keshena, Wis.,for 1907 and 1908. 

[Observer, Neil Gauthier.]

Day.

1907.

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

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

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

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

g

10.-..-.-.-..-...

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

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

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

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

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Ifi. ..............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.75

3.80

3.80

3.80

3.75

3.70 

3.70

3.65

3.65

3.60

3.55

3.55

3.45

3.45

3.35

3.30

3.10

Feb.

3.00

3.00

3.05

3.30

3.10

3.00

Mar.

3.00

3.20

3.40

3.20

3.10

2.70

2.65

2.6

Apr.

2.60

2.58

2.52

2.40

2.60

2.42

2.50

2.47 

2.52

o 50

2.70

2.45

2.60

2.95

2.63

3.30

3.05

3.35

2.60

3.06

2.80

2.85

3.82

4.20

5.50

4 95

May.

3.0

3.32

3.7

1.78

8.75

4.22

4.45

4.65

4.35

4.25

3.7

3.85

3.8

3.55

3.5

3.45

3.4

3.05

3.45

3.3

3.15

2.9

4.38

3.95

3.75

3.10

2.90

2.40

2.55

2.75 

2.90

2.25

2.55

2.30

2.10

2.32

2.95

2.80

2.40

3.05

3.02

2.97

3.32

3.40

3.55

3.35

3.80

3.15

3.22

3.30

3.20

June.

2.85

3.35

1.4

2.85

2.4

2.55

2.65

2.3

2.55

1.0

2.0

2.25

1.9

1.6

1.9

1.85

1.45

2.2

1.7

1.6

1.85

2.0

1.85

1.7

1.9

2.2

1.55

1.7

1.55

1.65

2.80

2.67

2.62

2.70

2.40

2.40

1.85

2.70 

2.57

9 ?n

2.55

2.55

2.45

3.65

2.72

1 60

1.50

1.70

1.75

1.67

1.70

2.00

2.00

2.00

2.00

1.90

1.95

2.17

2.17

July.

1 Q^

9 9^

1.85

2

nc

1.5

2.6

1.95

2.5

2.75

1.1

2.55

1.15

1.25

1.4

3.15

2.95

1.0

3.1

1.05

2.9

1.1 9 P;

2.45

1.15

2.55

1.4

2.7

1.05

2.55

1.0

2.8

2.30

2.15

2.12

2.05

2.30

2.35

2.67

4.00

2.82

2.50

2.35

2.35

1.85

1 90

2.05

2.02

1.95

1.95

2.00

1.95

1.90

2.00

1.90

1.70

1.70

1.78

Aug.

1.4

1.6

1.05

3.8

2.1

1.6

1.75

1 K

1.5

1.5

1.55

1.9

1.8

1.85

1.75

1.95

1.85

1.45

2.0

1.3

1.45

1.2

1.95

2.35

1.8

1.9

1.1

2.2

1.70

1.62

1.65

1.45

1.50

1.45

1.45

1.58 

1.50

1.42

1.48

1.45

1.42

1.35

1.42

1.60

1.52

1.45

1.48

1.42

1.40

1.42

1.45

1.35

1.38

1.32

1.38

1.55

1.55

1.45

Sept.

i i P;

2.0

1.4

1.2

2.35

2.35

1 3

3.1

3.25

2.6

2.4

2.15

1 9

1.7

1.8

1.8

1.8

2.8

4.25

4.3

3.25

2.5

2.4

2.3

2.15

2.1

1.75

1.48

1.42

1.38

1.38

1.32

1.45

1.32

1.28 

1.28

1.25

1.30

1.28

1.25

1.28

1.02

1.30

1.30

1.22

1.00

1.10

.75

.70

.85

1.05

1.62

1.55

Oct.

1.7

1.6

1.8

2.35

1.95

2.2

1.95

2.0

1 9

1 9

1.95

1 9

1.85

1.8

1.8

1.8

1.8

1.75

1.7

1.7

1.7

1.65

1.8

1.55

1.7

1.7

1.65

1.65

1.7

1.6

1.6

2.48

1.78

1.75

1.72

1.68

1.70

1.58 

1.55

1 w

1.65

1.52

1.42

1.32

1.38

1.32

.78

.82

1.32

1.22

1.15

1.20

1.52

1.78

1.80

1.60

1.72

1.68

2.10

1.72

1.80

Nov.

1.6

1.6

1 S

1.8

1.6

1.6

1.6

1.6

l.B

1.7

1.65

1.65

1.65

1.5

1.6

1.65

1.6

1.6

1.85

1 9

1.8

1.7

1.7

1.7

1.7

1.7

1.7

1.6

1.60

1.42

1.62

1.48

1.50

1.40

1.30

1.35 

1.45

1.38

1.45

1.50

1.55

1.35

1 60

1.45

1.78

1.75

1.65

1.50

1.55

1.68

1.05

1.15

1.10

1.90

1.92

1.90

Dec.

1.6

1.6

2.65

2.4

2.2

2.2

2.2

2.2

1 Q^

1.85

2.25

0 K

9 ^

9 ^

2.7

3.0

9 Q^

3.0

3.35

q A

3.4

3.4

3.4

3.45

3.4

3.4

3.65

1.72

1.85

1.70

2.05

1.18

1.85

2.08

1.18 

1.28

2.15

2.18

2.12

2.22

2.20

2.22

2.18

2.12

2.10

2.12

2.12

2.10

2.18

2.20

2.10

2.15

2.18

2.12

2.12

2.00

1.90

1.82

NOTE. Ice conditions prevailed from about December 3 to 31, 1907, and from about January 1 to the 

end of March, 1903, and probably during the whole of December, 1908. Gage heights during the frozen 

periods are to water surface.
U. S. GEOLOGICAL SURVEY

A. WINTER CONDITIONS AT INDIAN RAPIDS DAM ON SARANAC RIVER, NEAR PLATTSBURG, N.Y.

£. COMBINED LOCKS DAM, FOX RIVER, WISCONSIN.
WOLF RIVEE DRAINAGE BASIN. 51

Rating table for Wolf River at Keshena, Wis.,for 1907 and 1908.

Gage

height.-

Feet.

0.70

Discharge.

Sec.-ft.

275

.80 310

.90

1.00

1.10

1.20

1.30

1.40

1.50

346

383

421

459

497

536

575

1.60 614

Gage

height.

Feet.

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2 50

2.60

2.70

1.70 654 I 2.80

Discharge.

Sec.-jt.

695

737

780

824

869

Gage

height.

Feet.

2.90

3.00

3.10

3.20

3.30

915 j 3.40

962 :| 3.50

1,010 3.60

1,060 | 3.70

1,112 3.80

1,166 i

Discharge.

Sec.-ft.

1.222

. 1,280

1,340

1,401

1,463

1, 526

1,590

1,655

1,721

1,787

Gage

height.

Feet.

3.90

4.00

4.20

4 40

4.60

4.80

5.00

5.20

5.40

5.50

Discharge.

Sec.-ft.

1,853

1,920

2,055

2,191

2,330

2,474

2, 020

2,767

2,915

2,990

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on ten 

discharge measurements madeduring 1907 and 1908, and is well defined between gage heightsl.O footand 

4 feet.

Monthly discharge of Wolf River at Keshena, Wis.,for 1907 and 1908. 

[Drainage area, 797 square miles.]

Month.

1907. 

May 10-31. ................................

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

1908.

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

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

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

November. .............. .....

Discharge in second-feet.

Maximum.

2,370 

1,490 

1,370 

1,790 

2,120 

938 

737

1,090 

2,990 

2,180 

1,690 

2,020 

654 

622 

1,010 

746

2,990

Minimum.

687 

383 

383 

402 

440

575

962 

824 

575 

654 

505 

275 

303 

402

Mean.

1,650 

798 

811 

694 

988 

695 

640 

600

510 

399 

608 

1,360 

1,300 

911 

942 

564 

472 

612 

578 

450

27,3 726

Per 

square 

mile.

2.07 

1.00 

1.02 

.871 

1.24 

.872 

.803 

.753

.640 

.501 

.763 

1.71 

1.63 

1.14 

1.18 

.708 

.592 

.768 

.725 

.565

.910

Run-off 

(depth in 

inches on 

drainage 

area).

1.69 

1.12 

1.18 

1.00 

1.38 

1.01 

.90 

.87

.74 

.54 

.88 

1.91 

1.88 

1.27 

1.36 

.82 

.66 

.89 

.81 

.65

12.41

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

D. 

D. 

D. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

NOTE. Discharge during the frozen period 1907 and 1908, estimated on the basis of five measurements 

made under ice conditions and climatological reports. Discharge December, 1908, is only a rough approximation.

WOLF KIVEK NEAR SHAWANO, WIS.

This station, which is located at the highway bridge known as the 

White House bridge, about 3^ miles north of Shawano, was established to obtain data for use in studying water power, water supply, 

and navigation problems.

The station is one-fourth mile above the mouth of Red River. 

The drainage area above the section is about 810 square miles.

The winter conditions are severe in this locality, ice forming of 

considerable thickness and lasting three to four months.
52 SURFACE WATER SUPPLY, 1907-8.

Backwater from Red River and from a dam about 4 miles below 

the station may affect the gage heights, otherwise the records are 

reliable and accurate.

The datum of the gage has remained unchanged.

This station was discontinued May 31, 1907, as it was concluded that 

backwater from the dam affected the gage heights, the station at 

Keshena taking its place.

Information in regard to this station is contained in Bulletin No. 20 

of the Wisconsin Geological and Natural History Survey, entitled 

/'The water powers of Wisconsin," by Leonard S. Smith.

Daily gage height, infect, of WolfRirer near Shawano, Wis.,for 1907. 

[Observer, Albert Utke.]

Day.

1......

4......

8...--.

9......

10......

Mar. Apr.

7.0

7.0

7.0

7.0

e

n

7.1

7.1

6.8

6.4

6.2

May.

6.8

6.5

7.4

6.8

5.9

7.1

7.1

7.0

6.7

Day.

11......

12......

13......

15......

16......

17......

18......

19......

20......

Mar. Apr.

6.7

6.9

7.0

7.0

7.1

6.7

6.6

6.8

6.6

6.5

May.

7.1

7.1

5.6

7.5

7.2

7.2

7.0

6.6

6.6

6.5

Day.

21......

22......

23......

24......

25......

26......

27......

28......

29......

30......

31......

Mar.

7.5

7.7

7.6

7.7

8.0

7.9

7.9

Apr.

6.5

6.1

6.0

6.6

6.8

6.6

6.6

6.6

6.6

6.6

May.

7.3

6.9

6.8

7.0

7.0

7.0

6.7

7.4

7.5

6.8

6.8

LITTLE WOLF RIVER NEAR NORTHPORT, WIS.

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 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 in thickness for a 

period of about three months.

The datum of the gage has remained unchanged. The records are 

reliable and accurate.

The station was established and is maintained by D. W. Mead, 

who furnishes the records.

Information in regard to this stream is contained in Bulletin No. 20 

of the Wisconsin Geological and Natural History Survey, entitled 

"The water powers of Wisconsin," by Leonard S. Smith.
WOLF RIVER DRAINAGE BASIN. 53 

Discharge measurements of Little Wolf River near Northport, Wis., in 1907 and 1908.

Date.

1907.

October 27 .....

1908.

March 21 o......

March 22u......

March 24 .......

Hydrographer.

V. H. Reineking. ......................................................

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

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

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

Gage 

height.

Feet. 

1.40

1.54

1.45

5.00

4.20

4.90

4.90

4.30

Discharge.

Sec.-ft. 

214

215

217

930

617

869

881

805

a Measurement made under ice conditions.

Daily gage height, in feet, of Little Wolf River near Northport, Wis., for 1907 and 1908.

[Observer, A. N. Garrow.]

Day.

1907. 

1......

2......

3......

5......

6......

7......

8......

9......

10......

Oct.

........

Nov.

1.4

1.6

1.6

1.7

1.5

1.9

1.3

1.5

1.8

1.4

Dec

2

\

1

2

1

1

1

2

 3

2.0

2.1

1.8 

1.8 

2.0

1.7 

1.9 

1.8 

2.4 

3.0

Day.

1907. 

11......

12......

13...... 

14...... 

15......

16...... 

17...... 

18...... 

19...... 

20......

Oct.

1.5

2.0 

1.4

1.4 

1.5 

1.4 

1.4 

1.4

Nov.

2.0

1.4

1.6 

1.6 

1.5

1.7 

1.5 

1.5

1.6 

1.4

Dec.

3.0

3.1

2.8 

2.7 

1.9

2.0 

1.9 

1.8 

1.7 

1.8

Day.

1907. 

21......

I 22......

23...... 

24...... 

25......

26...... 

27...... 

28...... 

29...... 

30...... 

31......

Oct.

3.2

1.3

1.4 

1.3 

1.3

1.5 

1.3 

1.6 

1.4 

1.3 

1.5

Nov.

1.7

1.7

1.8 

2.0 

1.7

1.8 

1.9 

1.8 

1.8 

1.7

Dec.

2.0

2.6

2.7 

2.6 

1.9

1.8

1.7

1.8

1.9

2.0 

2.0

Day.

1908. 

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

2

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

30

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

Jan.

2.2

2.4

2.5

2.4

2.0 

1.9

1.8

1.7

1.7

1.6

2.0

2.0

1.9

2.2

2.1

2.0

2.1

2.0

2.0

2.3

2.2

1.9

1.8

1.8

2.0

2.1

2.1

2.1

2.1

2.2

Feb.

2.3

2.1

2.1

2.1

2.2

2.2

2.3

2.4

2.4

2.4

2.5

2.6

2.7

2.7

3.1

3.2

3.1

3.0

2.7

2.7

2.6

2.7

2.7

2.7

2.8

3.0

2.7

2.6

2.5

Mar.

2.8

2.9

2.7

2.7

2.8 

3.0

3.4

3.9

3.7

4.5

5.0

5.7

6.6

6.4

6.1

5.8

5.9

5.6

5.3

5.0

4.1

3.8

4.9

4.8

3.8

3.5

3.3

3.2

3.2

3.4

3.2

Apr.

3.2

2.9

2.8

2.9

2.7 

3.2

3.1

3.0

3.1

3.0

3.0

3.0

3.2

3.0

3.0

3.0

3.0

2.9

2.7

2.5

3.0

2.8

2.5

2.6

3.0

2.9

4.6

4.9

5.0

4.9

May.

4.6

4.3

4.0

3.8

3.5 

3.5

3.4

3.3

3.0

2.8

2.8

2 7

2.8

2.9

3.4

3.5

2.7

2.4

3.0

3.0

2.8

2.7

3.0

2.8

3.0

2.8

2.7

2.7

2.6

3.0

2.6

June.

2.5

2.2

2.2

2.0

1.7 

1.6

1.5

1.7

1.7

1.6

1.7

1.8

1.8

1.6

1.5

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.5

1.6

1.4

1.3

1.5

1.3

1.4

1.3

July.

1.5

1.4

1.5

1.4

1.8 

3.5

4.4

4.7

5.3

4.7

4.0

2.8

3.1

3.0

2.6

2.5

2.4

2.0

2.8

2.7

2.9

1.6

1.7

1.6

1.5

9 ^

11

2.4

2.5

2.4

2.4

Aug.

2.5

1.3

1.4

1.4

1.3 

1.4

1.3

1.4

1.4

1.3

1.3

1.3

1.3

1.3

1.2

1.3

1.5

1.4

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.2

1.2

1.2

1.1

1.1

Sept.

1.3

1.2

1.3

1.3

1.2 

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.0

1.0

1.1

1.1

1.0

1.0

1.0

1.1

1.1

1.1

1.1

1.1

1.1

1 i

1.1

1.1

1.2

1.3

Oct.

1.5

1.3

1.4

1.3

1.4 

1.2

1.2

1 2

1.2

1.3

1.1

1.1

1.4

1.3

1.3

1.2

1.1

1.1

1.1

1.1

1.5

1.1

1.1

1.1

1.2

1.8

1.7

1.4

1.2

1.6

1.4

Nov.

1.2

1.3

1.2

1.4

1.2 

1.1

1.2

1.1

1.7

1.5

1.2

1.2

1.1

1.7

1.8

1.8

1.7

1.1

1.1

1.2

1.2

1.3

2.1

2.0

1.4

1.9

1.8

Dec.

1.1

2.1

2.4

2.2

2.2 

2.3

2.1

1.9

2.0

1.9

1.9

1.9

2.0

2.0

2.0

2.0

2.1

2.0

2.1

2.1

2.0

2.0

2.0

2.0

2.0

2.0

1.9

2.0

2.0

2.0

NOTE. Ice conditions probably prevailed during the greater part of December. 1907. 

Ice conditions prevailed from about January 1 to March 23 and probably during the greater part of December, 1908.
54 SURFACE WATER SUPPLY, 1907-8.

KALAMAZOO RIVER DRAINAGE BASIN. 

DESCRIPTION.

Kalamazoo River is formed by the junction of the North and South 

branches at Albion, in the eastern part of Calhoun County, in southcentral Michigan. The two branches are each about 20 miles in 

length. The river flows in a general northwesterly direction into 

Lake Michigan.

There are no important tributaries. The length of the river below 

Albion is 101 miles. The total drainage area is about 2,000 square 

miles.

The drainage basin is overlain with glacial deposits which are 

thinnest near the sources of the river. The surface formations are 

distributed as follows: Morainal ridge and glacial drift cover between 

25 and 45 per cent 'of the drainage area; clay-loam till plains, 25 to 

35 per cent; overwash valley train deposits of the ice drainage, 35 to 

45 per cent. The surface of the drainage basin is rolling. Prairie, 

swamp, and hilly stretches alternate at short intervals. The current 

of the river is swift, averaging about 3 miles an hour, and its slope 

uniform, there being no waterfalls and no considerable rapids except 

at two points, at each of which there occurs a descent of 3 or 4 feet 

within a distance of a few rods. The river flows through a rich agricultural region, in a valley from one-fourth of a mile to 2 or 3 miles 

in'width, backed by low hills or sloping gently to the upland. The 

flat lands in the valley through which the river winds in a tortuous 

manner are often flooded. There are within the drainage basin a 

large number of small lakes and spring hollows, in which water 

stands part or all of the time. Many of these have no surface 

outlets and feed the stream only through seepage or ground flow.

The elevation of the river at Albion is 919 feet; at Battle Creek, 

about 800 feet; at the mouth the elevation, 581 feet.

Only about 10 per cent of the drainage basin is forested. The 

mean annual rainfall is about 34 inches. The winter conditions are 

comparatively mild; snowfall is not heavy; ice forms on the streams 

about 1 foot in thickness.

Some opportunities for storage are found in this basin, but the 

high value of land for agricultural purposes prohibits the construction 

of reservoirs.

On account of the uniform flow this stream is of great value for 

water-power development (PI. VI, A). All of the better power 

sites have been developed, one company alone having developed 

about 9,500 horsepower at six dams. Springs issuing from galcial 

moraines or breaking through the underlying sandstone from the 

great artesian basin of the State supply the river with a considerable 

bodv of water.
U. S. GEOLOGICAL SURVEY

A. TROWBRIDGE DAM AND POWER HOUSE, KALAMAZOO RIVER, ALLEGAN, MICH

B. FLETCHER DAM, THUNDER BAY RIVER, ALPENA, MICH, IN 1902.
KALAMAZOO RIVER DRAINAGE BASIN. 55

The following gaging stations have been maintained in this 

drainage ..basin:

Kalamazoo River at Kalamazoo, Mich., 1900 to 1901. 

Kalamazoo River near Allegan, Mich., 1901 to 1908. 

Reed's Spring at Albion, Mich., 1904 to 1906.

KALAMAZOO RIVER NEAR ALLEGAN, MICH.

This station, which is located at the power plant of the Commonwealth Power Company, 6 miles upstream by the river from Allegan, 

Mich., was established April 4, 1901, to obtain data for use in studying 

water power, wrater supply, and pollution problems.

There are no tributaries of any size near the station.

The entire flow of the river at this point passes through the turbines except in times of high water, when the extra flow is released 

by means of Taintor gates. The discharge is computed from a record 

kept of the run of the turbines and of the Taintor gate openings. 

The computed data, if the records are accurately and carefully taken, 

and if the flow through the wheels as they are set up agrees with the 

manufacturer's rating, should be excellent, as the records and computations are simple. Ice does not affect the computation of the 

discharge, although it forms a foot or so in thickness on the pond 

above the dam. The records at this station have been furnished 

by employees" of the Commonwealth Power Company. The 1908 

data were not computed owing to repairs and alterations to the 

Taintor flood gates.

Daily discharge, in second-feet, of Kalamazoo River near Allegan, Mich., for 1907.

Day. Jan.

1............... 1,570

2 .... ......... 1,380

3............... 1,700

4. .............. 1,570

5............... 1,630

6............... &1,610

7............... 1,670

8............... 2,430

9............... 2,080

10............... 1,780

11............... 1,710

12..... ......... 1,990

13............... 62,020

14............... 1,600

15............... 1,700

16............... ' 1,450

17............... 1,270

18. .............. 1,350

19............... 1,610

20............... 63,520

21..... ......... 2,200

22..... ......... 2,330

23............... 1,790

24............... 1,910

25............... 2,080

26...............' 1,940

28 1 600

29............... 1,480

30............... 1,530

31............... 1,590

Feb.

1,510 

1,560 

61,270 

1,470 

1,300

1,130 

1,200 

1,160 

1,280 

61,090

1,360 

1,300 

1,250 

1,000 

1,240

1,240 

61,410 

1,470

1,870 

1,870

1,380 

1,300 

1,300 

6866 

1,310

1,270 

1,330 

1,300

Mar.

1,300 

1,190 

61,560 

1,310 

1,750

1,420 

1,600 

1,280 

1,400 

6845

1,320 

1,260 

1,450 

1,620 

1,440

1,820 

61,800 

1,590 

1,680 

1,600

1,520 

1,640 

1,640 

62,450 

1,820

1,940 

2,040 

2,570 

2,980 

3,340 

63,240

Apr.

3,520 

3,440 

2,940 

2, 580 

2,350

1,090 

6882 

1, 020 

1,940 

1,570

1,810 

1,540 

1,580 

61,410 

1,210

1,310 

1,380 

1,260 

1,180 

1,170

61,170 

1,010 

1,290 

1,130 

1,430

1,130 

1,050 

6888 

918 

2,200

May.

2,320

2,170 

2,310 

2,480 

2,670

2,270 

1.80J 

1,630 

1,710 

1,260

1,410 

61,340 

1,380 

1,020 

1,220

1,190 

1,080 

911 

61,220 

859

1,250 

1,300 

1,220 

1,190 

1,410

61,510 

1,800 

1,740 

1,710 

820

June.

1,400 

61,040

1,220 

1,190 

1,260

1,450 

1,160 

1,370 

61,150 

1,190

1,190 

1,300 

1,250 

1,060 

859 

6954 

1,130 

1,240 

1,190 

1,000

731

529 

6932 

1,210 

1,270

1,100 

971 

1,270 

900 

6856

July.

774 

963 

963 

879 

801

1,210 

6719 

1,080 

1,130 

780

876 

900 

1,250 

61,120 

1,380

1,250 

1,300 

1,160 

1,410 

1,060

6182 

1,030 

1,160 

1,220 

765

1,250 

1,220 

6634 

660 

1,030 

647

Aug.

1,030 

719 

592 

6477 

1,100

683 

790 

971 

933 

716

(») 

588 

635 

889 

1,030

714 

684 

(») 

909 

970

840 

361 

493 

531 

6687 

1,080 

323 

670 

687 

361 

874

Sept.

6370 

717 

409 

562 

655

501 

578 

6489 

1,330 

1,220

1,120 

414 

490 

545

6288

718 

1,030 

1,330 

735 

1,050

1,220 

61,060 

988 

1,100 

719

699 

836 

1,160 

61,190 

1,320

Oct.

1,270 

1,060 

1,270 

1,460 

1,340

61, 200 

1,330 

1,100 

998 

1,250

1,030 

725 

61,060 

1,220 

918

800 

763 

900 

1,100 

6578

1,220 

879 

879 

1,100 

918 

1,050 

6848 

900 

972 

862 

854

1 Nov. Dec.

726 

1,100 

61,280 

1,280 

1,630

1,240 

997 

785

785 

6616

1,240 

997 

1,060 

1,100 

568

1,020 

6819 

963 

726 

924

971 

1,320 

1,250 

6733 

1,150

1,080 

1,100 

984 

1,030 

1,240

6900 

900 

924 

1,100 

338 

612 

719 

6712 

1,160 

1,780

1,670 

1,510 

1,600 

1,460 

61,380

1,300 

1,270 

1,100 

1,190. 

734

757 

61,060 

1,120 

997 

851

1,380 

2,080 

3,400 

62, 770 

2,360 

2,370

a Danner and Harrington. 6 Sunday.
56 SURFACE WATER SUPPLY, 1907-8. 

Monthly discharge of Kalamazoo River near Allegan, Midi., for 1907.

[Drainage area, 1,470 square miles.]

Month.

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

August (29 days) ....... ^. .......'.....

D 

Maximum.

..........' 3

. ..... .. 2

. ..... .. 1

.......... 1

.......... 1

.......... 1

.......... 1

520 

870 

,340 

520

,670 

450 

410 

100 

330 

460 

630 

400

scharge in s 

Minimum.

1,270 

866 

845 

882 

820 

529 

182 

323 

288 

578 

568 

338

jcond-feet. 

Mean.

1,820 

1,320 

1,760 

1,630 

1,530 

1,110 

994 

736 

828 

1,030 

1.020 

1.340

Per

square 

mile.

1.24 

.898 

1.20 

1.11 

1.04 

.755 

.676 

.501 

.563 

.701 

.694 

.912

Run-off 

(depth in 

inches on 

drainage 

area).

1.43 

.94 

1.38 

1.24 

1.20 

.84 

.78 

.54 

.63 

.81 

.77 

1.05

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, not following the bends and angles, is about 200 

miles, and its total length is at least 300 miles. The important tributaries are as follows, beginning at the source: From the right, Portage, 

Red Cedar, Lookingglass, Maple, Flat, and Rogue rivers; from the 

left there is only one of any size 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 

in 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 drainage area is comparatively flat, being overlain 

with glacial drift with outcroppings of rock at rare intervals. At 

Grand Rapids the stream passes over a limestone ledge, making a 

considerable fall at Grand Ledge. About 12 miles west of Lansing 

a similar descent occurs over sandstone. Below Grand Rapids the 

flow is very sluggish. In the upper half of this stretch the immediate banks of the river are high in places forming natural levees. 

Below Lamont 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
GEAND RIVER DRAINAGE BASIN. 57

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 feet7 which produces a rather low average fall.

There are no forested areas of any extent in this drainage basin, all 

timber having been cut off some time ago.

The mean annual rainfall is from 30 to 35 inches. The winter conditions are comparatively mild; in general the snowfall is not heavy, 

and ice does not form very thick.

Storage possibilities have not been investigated, but it is thought 

that some of the lakes and swamps may make good-sized reservoirs 

by means of dams of ordinary height.

At the present time there is about 5,000 horsepower developed on 

the main stream and tributaries, counting only power plants of some 

size. The stream is therefore of considerable value for water power, 

and there are power sites still undeveloped.

Grand Rapids is at the head of navigation on the Grand River.

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., 1901-1908.^ 

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 the 

city of Grand Rapids, Mich., was installed March 12, 1901, to obtain 

data for studying water supply, flood control, pollution, and navigation problems, and for general statistical and comparative studies.

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 was installed whose zero corresponded with the city datum. 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.

a Also gage-height records on the Grand River at the Chicago and West Michigan Railroad bridge, Grand 

Rapids, Mich., 1897-1900.
58 StJEFACE WATEE SUPPLY, 1907-8.

The following discharge measurement was made October 21, 1908: 

Width, 481 feet; area, 675 square feet; gage height, 0.64 foot; discharge, 1,500 second-feet.

Daily gage height, in feet, of Grand River at Grand Rapids, Mich., for 1907 and 1908.

Day.

1907. 

1.......

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

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

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

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

7. 

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

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

11.......

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

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

14.......

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

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

17....... 

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

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

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

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

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

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

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

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

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

28.......

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

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

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

1908. 

1. ......

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

97

28........ . 

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

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

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

Jan.

2.95

3.00

3.50

3.80 

3.70

3.75 

5.30

6.35

6.45

5.40

4.20

3.10 

2.95 

6.40

9.90

10.30 

12.90

15.10

10.15

9.70

9.65 

9.65

4.77

3.60

3.42

2.72

1.60

1.30

1.15

1.15

1.05

1.00 

1.28

1.20

1.10

90

1.60

1 60

1.75 

1.75

1.20

Feb.

9.95

9.65

9.25

8.75

8.25

7.00

6.70

6.35

6.00

5.60

"5." 50

6.15

6.15

6.05

4.60

4.00

2.50

2.75 

2.38

2.25

2.15

"2. 66"

1.70

4.75

6.05 

6.50

6.40 

6.30

4 95

4.90

4.60 

4.32

Mar.

3.25

6.20 

6.25

5.85

5.30 

4 90

3.25

4.3o

6.00

6.50

7.50

6.55 

6.60

6.65

6.50

6.50 

6.20

"6."70"

7.60

8.05

8.10

7.90

7.60

4.10

3.90 

3.60

3.35

3.65

7.28

9.02 

9 90

13.80

14.80

15.30

15.30

14.82

13.95 

12 90

11.90 

10.75

9.05

8.33

7.12

7.30

9 10

10.00

Apr.

7.75

7.70

7.00

8.05 

4.75

3.90

"3.~40'

3.20

3.10

2.80

2.75

2.50 

2.37 

2.35

2.10

1.87 

1.77

1.33

1.23

1.35

1.35

3.13

10.20

9.75

9.10 

8.40

6.90

6.15

6.35

6.55 

6.70

6.58

.......

3.30

3.20

3.40 

3.10

2.95

2.50

3.25

3.60

4.35 

4.35

4.00

May.

5.10

6.30

7.10

7.50

7.03

6.30

4.57

3.75

3.25

2. 45

2. 35 

2.00

1.65

1.60 

1.45

1.15

1.15

1.23 

1.15

1.15 

90

1.35

2.15

2.37

2.10 

1.95

3.62

2.82

2.'45"

2.00

2.05

5.00

6.20

6.35

7.10

8.00

10.22 

10.25

9.72 

9.00

7.90

7.30

5.35

5.85 

6.20

June.

1.85

1.23

1.35 

1.20

1.15

1.25 

.97

.87

.90

.90

.80

. 75 

.70

.40 

.40 

.37

.33

.35

.35

.33 

.50

.93

1.20

.95

.55

7.40

7.32

6.95

4.00

2.32

1.30

1.10

.95

1.25

1.02

.70

.50 

.40

.35

.05

- .12

.02

- .15

- .20

-'."25"

- .12

July.

0.12

- .05

- .05

- .12

- .20

-'."12"

.15

- .25

- .10

- .12

- .10

.68

.45 

.72 

.15

.10

1.82

2.28

2.30

2.02

1.72

.42

.35

28

- .22

- .80

- .10

- .25

.20

- .38

- .38

- .52

- .38

- .40

- .60

- .55

- .55

- .50 

- .25

- .40

- .50

- .45

- .50

- .45 

- .50

- .60

- .65

Aug.

0.10

.12

.05

- .30

- .20

- .32

- .40

- .32

- .40 

- .45

- .28

.35 

-".'38'

- .35

- .35

- .10 

- .35

- .38

- .40

- .38

- .40

- .38

- .42

- .78 

- .62

- .65

- .55

-".60

- .65

- .65

- .75

1.30

1.10 

1.00

.80

.48

.28

.05

- .35

- .38 

- .60

- .60

Sept.

-0.40

.10

- .18

- .35

- .30

- .12

- .05

.00

.08

- .20

- .40

- .05 

.30

.65

.50

-'."65"

- .18

- .22

- .35

.10

.40

- .60

- .62 

- .62

- .65

- .70

- .75

- .78

- .85

- .85

- .90

- .85

- .75 

- .75

- .70 

- .70

- .72

- .78

- .75

- .82

- .78

- .70 

- .70

- .60

Oct.

0.75

.85

1.10

.85

.85 

.90

.45

.30

.05

.40 

.05

- .05

- .20 

- .05 

- .35

- .10

.30 

.05

-0.50

- .60

- .55

- .60

- .62

- .55

- .62

- .62

- .58

- .65

- .62

- .52

- .55

- 55

- .60 -".'eo"

- .60 

- .60

- .50

- .35

- .50

- .50

- .45

- .42

- .55

- .55

Nov.

-0.60

- .65

- .55

- .58

- .58

- .55 

- .68

- .50

- .50

- .45

- .55

- .68

- .50

- .52

- .45

- .50 

- .50

- .58

- .45

- .25

- .40

- .20

- .18

- .13

Dec.

0.15

- .02 

- .18

- .06

.08

1.10

1.68

1.75

.65

.45

.90

.82

.82

.50

.75 

.92

.50

4.95

.43

.10 

.10

- .40

- .50

- .40 

- .40

- .55

- .60

- .60

- .35

- .45

- .40

- .30 

- .05

- .35

- .50

- .60

- .40

- .40

- .50 

- .50

- .45

- .55
SUEPACE WATER SUPPLY, 1907-8. 59

MANISTEE RIVER 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, 

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 drainage basin is somewhat irregular in shape, the upper part 

being narrow, the widest portion being found in the lower third of the 

basin. The soil of the drainage basin 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, the elevation of the mouth is 581 feet, a total fall of 620 feet.

Practically all the better timber has been cut off this drainage 

basin, although lumbering is still carried on to some extent.

The mean annual rainfall is about 35 inches. The winter conditions are not severe; there is a fairly heavy fall of snow, 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 possibilities have not been investigated, but as the basin 

contains numerous 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., established July 10, 1903, and 

maintained to date.

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.
60 SURFACE WATER SUPPLY, 190*7-8.

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 

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 datum of the gage has remained unchanged; the records are 

reliable and accurate except as conditions noted above may affect 

the readings.

Discharge measurements of Manistee River near Sherman, Mich., in 1903-1908.

Date.

1903.

July 10. ........

July 24.........

Do.........

1904.

Do.........

1905.

1906.

1907. 

April 23........

1908. 

October 23.....

Hydrographer.

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

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

C. C. Covert ........................................

H. R. Beebe. .......................................

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

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

E. F. Weeks........................................

Width.

Feet.

67

67

68

68

Area of 

section.

Sq.ft. 

344

368

358

354

347

538

335

359

359

362

456

409

454

368

Gage 

height.

Feet.

2.45

2.49

2.30

3.62

2.05

2.05

2.06

1.76

2.65

2.70

2.36

3.02

1.90

Discharge.

Sec.-ft.

1,040

1 060

1,050

1,510

921

912

907

860

1,130

1,230

988

1,240

831
MANISTEE RIVER DRAINAGE BASIN. 61

Daily gage height, in feet, of Manistee River near Sherman, Mich., for 1907 and 1908.

[Observer, F. J. Bullock.]

Day.

1907. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

28...............

29...............

30............... 

31...............

1908. 

1.. .............

2...............

3............... 

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

18...............

19...............

20...............

21...............

22...............

23...............

24. ..............

25...............

26...............

27...............

28...............

29...............

30...............

01

Jan.

2.42

2.48

2.60

9 x&

2.52

2.50

2.50

2.50 

2.45 

2.45

2.40

2.40

2.40

2.40

2.45 

2.50

2.68

2.98

3.32

3.38

3.22 

3.20

3.25

3.30

3.65

5.90

5.90 

5.75

5.40

4.88

2.30

2.25

2.20 

2.55

2.55 

2.30

2.30

2.30

2.20

2.05

2.20

2.25

2.20

2.10

2.15

2.15 91=;

2.15

2.10

2.20

2.25

2.25

2.25

2.10

2.05

2.00

2.00

2.00

2.00

Feb.

4.30

4.00

2.75

2.85

2.90

3.00

2.80

2

CA

2.50

2.40

2.50

2.40

2.50

2.30

2.30

2.30

2.30

2.40

2.60

2.40

Mar.

6.00

2.40

2.40

2.42

2.48

2.78

3.30

3.35

3.30

3.35 

3.55

3.88

4.22

4.50

4.90

5.12

5.05 

5.02

5.10 

4.92

2.40

2.40

2.55 

2.40

2.60 

2.70

2.70

2.70

2.60

2.45

2.55

2.78

2.95

2.95

2.95

2.90

2.80

2.80

2.72

2.50

2.40

2.60

2.98

3.42

3.40

3.40

3.52

3.90

4.05

3.85

o Qp:

Apr.

4.65

4.40

4.15

3.87

3.65

3.58

3.52

3.50 

3.48 

3.42

3.35

3.38

3.40

3.35 

3.32

3.28

3.18

3.15

3.10

3.10 

3.02

3.00

3.08

3.12

3.20

3.32

3.50 

3.70

3.82

3.95

4.05

3.82 

3.55

3.52 

3.60

3.88

4.15

4.35

4.50

4.50

4.50

4.48

4.35

4.25

4.18

4.20

4.12

4.10

4.00

3.78

3.72

3.62

3.60

3.55

3.65

3.80

4.05

4.25

4.25

May.

3.92

3.92

3.72

3.38

3.30

3.25

3.12 

3.15 

3.10

3.00

3.00

2.92

2.95

3.15 

3.30

3.28

3.20

3.20

3.12

3.02 

2.95

2.88

2.80

2.92

2.95

3.20

3.65 

3.95

3.92 

3.70

4.10

3.90

3.70 

3.40

3.35 

3.20

3.40

"3.70

3.90

3.88

3.72

3.62

3.62

3.65

3.68

3.60

3.50

3.40

3.30

3.20

3.10

2.90

2.90

2.80

2.80

2.70

2.58

2.62

2.90

3.05

June.

3.65

3.40

3.35

3.32

3.40

3.40

3.38

3.25 

3.08 

3.00

2.88

2.82

2.75

2.75

2.70 

2.68

2.65

2.62

2.60

2.68

2.78 

2.95

3.02

3.08

3.05

2.92

2.78

2.65

2.48

2.40

3.10

3.10

2.98 

2.90

2.80 

2.70

2.60

2.50

2.50

2.50

2.50

2.45

2.45

2.50

2.60

2.65

2.60

2.50

2.45

2.35

2.30

2.30

2.30

2.40

2.60

2.60

2.40

2.40

2.35

2.35

July.

2.40

2.40

2.40

2.30

2.28

2.22

2.20

2.20 

2.15 

2.10

2.10

2.15

2.15

2.15

2.18 

2.20

2.15

2.20

2.28

2.30

2.25 

2.25

2.25

2.25

2.22

2.30

2.18

2.10 

2.10

2.10 

2.10

2.20

2.20

2.20 

2.30

2.30 

2.35

2.35

2.40

2.40

2.50

2.70

2.48

2.35

2.25

2.25

2.30

2.50

2.50

3.00

3.20

3.10

2.80

2.70

2.60

2.40

2.25

2.25

2.15

2.10

2.10

2.05

Aug.

2.00

2.08

2.12

2.20

2.08

2.00

2.00

2.02 

2.00 

1.95

2.10

2.48

2.28

2.18

2.15 

2.25

2.28

2.20

2.18

2.12

2.10 

2.10

2.10

2.05

2.00

2.00

2.00

2.00 

1.92

1.90 

1.90

2.05

2.00

2.00 

1.90

1.80 

2.10

2.00

2.00

2.00

1.90

2.12

2.30

2.40

2.60

2.60

2.35

2.25

2.05

2.05

1.90

1.85

1.80

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.80

Sept.

1.92

1.98

2.08

2.10

2.10

2.10

2.05

2.05 

2.10 

2.12

2.18

2.20

2.28

2.30

2.20 

2.20

2.25

2.30

2.28

2.30

2.35 

2.40

2.40

2.45

2.45

2.48

2.50

2.50 

2.50

2.50

1.85

1.85

1.85 

1.85

1.85 

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

1.85

2.10

2.10

2.20

Oct.

2.50

2.45

2.42

2.35

2.35

2.30

2.30 

2 28 

2^25

2.48

2.90

3.15

3.05

2.80 

2.68

2.58

2.52

2.42

2.38

2.32 

2.30

2.30

2.28

2.20

2.10

2.10

2.10 

2.10

2.10 

2.10

2.20

2.20

2.20 

2.20

2.15 

2.10

2.00

2.00

2.00

2.00

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

2.05

2.05

2.05

2.00

2.00

1.95

1.95

Nov.

2.10

2.25

2.40

2.55

2.70

2.70

2.68

2.58 

2.52 

2.45

2.42

2.38

2.32

2.28

2.20 

2.20

2.20

2.20

2.18

2.22

2.45 

2.62

2.65

2.58

2.50

2.50

2.50

2.45 

2.45

2.45

1.90

1.85

1.85 

1.90

1.90 

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.85

1.90

2.00

2.35

2.20

2.05

2.05

2.20

2.40

2.50

2.50

2.50

2.40

2.40

2.40

Dec.

2.35

2.28

9 9S

2.15

2.10

2.12

2.30 

2.50 

2.70

2.70

2.55

2.40

2.40 

2.40

2.35

2.35

2.25

2.20

2.20 

2.20

2.20

2.20

2.25

2.28

2.55

2.65 

2.60

2.50 

2.40

2.40

2.40

2.40 

2.40

2.30 

2.30

2.30

2.30

2.20

2.10

2.10

2.15

2.15

2.15

2.15

2.15

2.15

2.15

2.15

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

NOTE. Ice conditions prevailed January 25 to about March 12,1907. To what extent the remainder of 

January, March, and December, 1907, were affected by ice conditions is not known. The effect on the 

discharge was, however, probably slight.

River frozen January 30 to February 11,1908 To what extent January, February, March, and December, 1908, may have been affected by backwater from ice conditions is not known. It could not, however, 

have been excessive.
62 SURFACE WATER SUPPLY, 1907-8.

Rating table for Manistee Hirer near Sherman, Midi., for 1903-1908.

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec.-ft.

760

789

819

850

883

917

952

987

1,023

1,060

1,097

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

Discharge.

Sec.-ft.

1,135

1,174

1,213

1,253

1,293

1,334

1,376

1,418

1,461

1,504

1,547

Gage 

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Sec.-ft.

1,591

1,635

1,680

1,726

1,772

1,818

1,866

1,914

1,962

2,010

2,060

Gage 

height.

Feet.

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Sec.-ft.

2,110

2,160

2,260

2,362

2,466

2,572

2,680

2,788

2,900

NOTE. The above table is not applicable for ice pr obstructed-channel conditions. It is based on 14 

discharge measurements made during 1903-1908, and is well denned between gage heights 1.6 feet and 

4 feet.

Monthly discharge of Manistee River near Sherman, Midi., for 1903-1908. 

[Drainage area, 900 square miles.]

Month.

1903. 

July 10-31. ................................

December. ................................

1904.

May......................................

July......................................

1905.6

May......................................

July............................. ........

Discharge in second-feet.

Maximum.

1,170 

1,800 

1,330 

1,330 

1,240 

1,930

1,470 

1,060 

1,580 

2,780 

2,080 

1,600 

1,190 

1,110 

1,080 

1,150 

1,020 

1,000

2,780

1,020 

987 

2,870 

2,840 

1,440 

1,330 

1,360 

1,040 

1,100 

1,120 

1,170 

1,070

2,870

Minimum.

934 

970 

1,080 

1,050 

991 

966

842 

934 

945 

1,730 

1,480 

1,050 

987 

876 

866 

952 

819 

813

813

774

789 

1,210 

1,170 

952 

917 

883 

883 

866 

970 

952

Mean.

1,040 

1,200 

1,200 

1,150 

1,100 

1,210

1,100 

1,000 

1,100 

2,100 

1,740 

1,240 

1,050 

999 

942 

1,010 

926 

910

Per 

square 

mile.

1.16 

1.33 

1.33

1.28 

1.22 

1.34

1.22 

1.11 

1.22 

2.33 

1.93 

1.38 

1.17 

1.11 

1.05 

1.12 

1.03 

1.01

1,180 , 1.31

901 

855 

1,300 

1,580 

1,310 

1,120 

1,110 

952 

954 

963 

1,060 

1,000

1,090

1.00 

.950 

1.44 

1.76 

1.46 

1.24 

1.-23 

1.06 

1.06 

1.07 

1.18 

1.11

1.21

Run-ofl 

(depth in 

inches on 

drainage 

area).

0.95 

1.53 

1.48 

1.48 

1.36 

1.54

1.41 

1.20 

1.41 

2.60 

2.22 

1.54 

1.35 

1.28 

1.17 

1.29 

1.15 

1.16

17.78

1.15 

.99 

1.66 

1.96 

1.68 

1.38 

1.42 

1.22 

1.18 

1.23 

1.32 

1.28

16.47

Accuracy.

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

B. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

a Discharge affected by log jam August 26-27, 1904. 

6 See footnote at end of table, next page.

Discharge estimated 900 second-feet.

NOTE. The winter periods, 1903 and 1904, were assumed unaffected by ice and the open-channel rating 

applied.
MEASUREMENTS IN LAKE MICHIGAN DRAINAGE. 63

Monthly discharge of Manistee River near Sherman, Mich.,for 1903-1908 Continued.

Month.

Discharge in second-feet.

Maximum.

1906. 

January ....... . . . .

July......................................

1907.

May......................................

July.................. ...................

1908.

July......................................

1,550 

1,440 

2,240 

1,670 

1,140 

1,250 

1,000 

952 

945 

1,580 

1,530

2,240

1,410

2,220 

1,990 

1,660 

1,530 

1,020 

1,050 

1,060 

1,310 

1,140 

1,140

2,220

1,080 

1,250 

1,700 

1,910 

1.730 

1,290 

1,330 

1,100 

952 

952 

1,060 

1,020

1,910

Minimum.

910 

1,380 

1,120 

987 

959 

857 

850 

866 

883 

959

1,020

1,250 

1,170 

1,020 

917 

850 

857 

917 

917 

917

1,020 

1,470 

1,090 

987 

900 

819 

834 

866 

834 

917

Mean.

1,200 

1,030 

1,110 

1,840 

1,320 

1,060 

1,050 

920 

878 

905 

1,060 

1,060

1,120

1,140 

900 

1,340 

1,450 

1,370 

1,240 

956 

914 

971 

1,030 

1,030 

1,000

1,110

943 

970 

1,230 

1,690 

1,390 

1,080 

1,030 

892 

843 

888 

908 

945

1,070

Per 

square 

mile.

1.33 

1. 14 

1.23 

2.04 

1.47 

1.18 

1.17 

1.02 

.976 

1.01 

1.18 

1.18

1.24

1.27 

1.00 

1.49 

1.61 

1.52 

1.38 

1.06 

1.02 

1.08 

1.14 

1.14 

1.11

1.24

1.05 

1.08 

1.37 

1.88 

1.54 

1.20 

1.14 

.991 

.937 

.987 

1.01 

1.05

1.19

Run-off 

(depth in 

inches on 

drainage 

area).

1.53 

1.19 

1.42 

2.28 

1.70 

1.32 

1.35 

1.18 

1.09 

1.16 

1.32 

1.36

16.90

1.46 

1.04 

1.72 

1.80 

1.75 

1.54 

1.22 

1.18 

1.20 

1.31 

1.27 

1.28

16.77

1.21 

1.16 

1.58 

2.10 

1.78 

1.34 

1.31 

1.14 

1.05 

1.14 

1.13 

1.21

16.15

Accuracy.

C. 

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

B.

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

NOTE. River frozen across January 25 to February 22, 1905, and ice conditions prevailed during the 

latter part of January and February 1 to 16,1906. Remainder of 1905 and 1906 assumed unaffected by ice 

and open-channel rating applied except January 1-19,1906, when there was no record. Discharge January 

25 to 31,1905,890 second-feet; February 1 to 22,1905,825 second-feet; February 1 to 16,1906,800 second-feet.

Discharge estimated January 25 to March 12,1907. Discharge assumed unaffected by ice January 1 to 

24, March 13 to 31, and during December, 1907. Discharge during 1908 assumed unaffected by ice except 

January 30 to February 11, when the discharge was estimated. Discharge January 25 to 31, 1907, 1,130 

second-feet; March 1 to 12, 1907, 900 second-feet; January 30 to 31, 1908, 850 second-feet; February 1 to 11, 

1908, 800 second-feet.

MISCELLANEOUS MEASUREMENTS IN LAKE MICHIGAN DRAINAGE.

The following miscellaneous discharge measurements were made in 

Lake Michigan drainage basin during 1908:

Date.

October 16.....

October 20.....

Stream.

.....do. ..................

Locality.

.....do..................

.....do..................

Width.

Feet. 

235

250

123

A rea of 

section.

Sq.ft. 

1,470

1,010

669

822

701

Gage 

height

Feet.

o at)

2.58

1 4^

Discharge.

Sec. ft.

943
64 SURFACE WATER SUPPLY, 1907-8.

LAKE HURON DRAINAGE BASIN.

GENERAL FEATURES.

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.

THUNDER BAY RIVER DRAINAGE BASIN. 

DESCRIPTION.

Thunder Bay River rises in the southern part of Montmorency 

County, in the northeastern part of the lower peninsula of Michigan, 

and flows in a generally northeasterly direction to within about 15 

miles of its mouth, where it turns and flows south west ward, joining 

Lake Huron in Thunder Bay at Alpena. The important tributaries 

on the right or south bank, beginning at the sources are: Upper 

South Branch and South Branch. Nenelon River is a tributary of 

the South Branch. On the left or north bank there is only one tributary, the North Branch. The total length of the river, not following 

the bends, is about 50 miles.

The drainage basin is regular in outline and shape. Thunder Bay 

River proper may be said to be about 8 miles in length, for at this 

distance above the mouth it receives a large tributary, and 2 miles 

above this tributary another large stream enters. Both the main 

river and these two tributaries further subdivide at short distances 

above, so that the river is relatively small except at the lower end.

The upper portions of the drainage basin are in general level or 

undulating, the central part is rolling and hilly, and the lower portion 

is level with shallow sand ridges.

The predominating rocks of this drainage basin are shales, but 

these have been covered more or less deeply with glacial drift. An 

outcrop of the shales crosses the drainage basin in a northeast-southwest direction, crossing the river channel a few miles west of Alpena. 

The surface above the line of this outcrop is almost continuous lime 

stone composed of nearly pure calcium carbonate, a small area being 

covered with sand or thin drift deposits. This limestone area contains numerous sink-holes, in many places deep and precipitous. 

Surface water entering these pits disappears by finding outlets to a
THUNDER BAY RIVER DRAINAGE BASIN. 65

lower level through limestone fissures. Such a pocket, known as 

Sunken Lake, absorbed the entire flow of the North Branch until 

1900, when a puddle dam was built so as to turn the water down its 

original channel. The drainage basin contains about 30 lakes, 

averaging 1 square mile in area. In addition to these is Hubbard 

Lake, whose area is 13.4 square miles. The elevation of the sources 

of the river is approximately 1,200 feet; the elevation of the mouth is 

581 feet.

This drainage basin was formerly heavily timbered with Michigan 

pine. Most of the pine has been cut, but a large number of conifers, 

hard woods, white birch, and cedar remains, so that this area may be 

said to be forested rather than cleared.

The mean annual rainfall is 30 to 35 inches. The winter conditions are severe; the snowfall is heavy. Ice forms from 1 to 2 feet 

in thickness and lasts for three or four months.

The basin affords excellent opportunities for storage. A dam at the 

foot of Hubbard Lake produces a storage depth of 5 feet with an aggregate storage capacity of nearly 2,000,000,000 cubic feet of water. 

Beaver Lake is also used for storage. Undoubtedly the storage 

capacity of these two lakes could be so increased that a very material 

addition to the low-water flow could be obtained. There are probably other lakes capable of producing reservoirs of good capacity.

There are a few opportunities for water power in this drainage 

basin. The most important are in the stretch of the river below the 

junction of the tributaries, where there are two developments of 

about 2,000 and 900 horsepower. Other power sites are found elsewhere on the river and tributaries. By developing the storage capacity of the lakes the low-water flow could be considerably increased, 

thereby increasing the value of the water-power sites.

The stream is still used for running logs, and the storage and releasing of water for flooding modifies the normal flow of the river considerably. Owing to the pervious nature of the rock strata the effective 

and apparent boundaries of the drainage basin may differ materially.

One gaging station has been maintained in this drainage basin: 

Thunder Bay Kiver near Alpena, Mich., established April 4, 1901, 

and maintained to date.

THUNDER BAY RIVER NEAR ALPENA, MICH.

This station, which is located 4 miles above Alpena at the dam and 

power plant (PL VI, B] of the Fletcher Paper Company, was established April 4, 1901, to obtain data for studies of water-power problems. It is below all tributaries. The South Branch of Thunder Bay 

River enters a few miles above the station.

The discharge at this station is obtained by computing the flow 

through the water wheels, over spillways, log slides, and over the 

21635 IRR 244 10 5
66 SURFACE WATER SUPPLY, 1907-8.

headrace overflow, the proper coefficients to be applied being assumed 

from experiments with model dams of nearly or the same shape. 

Measurements of the flow through the turbines, made in April, 1906, 

indicated that the manufacturer's rating was 20 per cent in error. 

All published data previous to 1906 is therefore, in error by 20 per 

cent or less, depending upon how much of the entire flow was taken 

by the wheels. The discharge at this station is effected by the following factors: The dam has settled, trash and drift lodge on the 

crest, ice forms on the lower side of the dam, changing the shape of 

the crest as well as restricting the length of the spillways, and there is 

some leakage. For these reasons the data obtained are not considered 

very accurate.

The winter conditions are severe. The stream is used for logging, 

and the normal flow is modified by storage of water for power and 

logging purposes.

D. W. Mead has furnished the computations of the discharge at 

this station for 1906, 1907, and 1908.

The Fletcher Paper Company has furnished the observed records 

at this station.

Daily discharge, in second-feet, of Thunder Bay River near Alpena, Mich., for 1906,

1907, and 1908.

Day.

1906. 

1...............

2...............

3...............

4...............

5...............

8. -...........--

9

10...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

91

99

23...............

24...............

25...............

26...............

27...............

28. ..............

9Q

30............... 

31...............

Jan.

731

697 

690 

680 

728

717 

«524 

583 

563 

629

660 

653 

616

o528 

667

744 

708 

810 

796 

758

o461 

1,213 

1,455 

2,021 

2,134

1,885 

1,682 

ol, 550 

1,355 

1,253 

1,154

Feb.

1,026 

947 

791 

ol, 336

785

787 

754 

751 

725 

675

«574 

665 

642 

634 

612

612 

576 

0632

582 

662

752 

1,017 

933 

1,000 

ol, 335

1,734 

2,030 

2,181

.......

Mar.

1,603 

1,344 

1,135 

ol, 050 

962

818 

922 

933 

927 

5,849

o2, 021 

917 

859 

806 

930

770 

2,876 

ol 621 

1,295 

806

772 

747 

716 

763 

o966

788 

903 

1,235 

1,343 

1,823 

2,531

Apr.

o3, 167 

3,153 

3,637 

4,094 

4,352

4,465 

4,158 

03, 907 

3,748 

4,094

4,604 

4,787 

4,217 

4,036

o3, 784

4,715 

3,748 

3,637 

2,533 

3,808

2,500 

o2, 591 

2,556 

2,047 

1,896

2,274 

1,826 

1,682 

ol, 293 

1,611

May.

1,630 

1,426 

1,607 

2,105 

2,033

ol, 766 

1,363 

1,196 

1,217 

1,701

1,496 

1,448 

0914 

1,427 

1,470

1,351 

1,247 

2,102 

2,702 

o2, 679

2,170 

1,761 

1,277 

1,232 

1,188

1,215 

o834 

1,602 

1,667 

1,154 

1,113 

oSunc

June.

1,050 

1,147 

o545 

700 

692

714 

710 

835 

985 

a999

1,079 

699 

612 

676 

621

616 

068 

710 

697 

648

688 

669 

781 

«101 

752

755 

651 

690 

693 

1,111

ay.

July.

ol, 087 

1,712 

2,002 

1,669 

1,093

908 

991 

o756 

749 

678

661 

642 

653 

688 

0608

745 

700 

678 

652 

650

613 

0608 

753 

678 

626

601 

575 

586 

o408 

755 

633

Aug.

640 

675 

650 

709 

o915

648 

610 

554 

446 

499

585 

ol, 044 

523 

466 

430

531 

293 

280 

0229 

230

180 

44 

126 

126 

239

o98 

379 

159 

307 

204 

235

Sept.

467 

o369 

97 

43 

172

98 

160 

133 

«311 

211

205 

183 

211 

191 

183

ollO 

191 

200 

191 

183

175 

245 

«112 

401 

432

432 

432

687 

508 

068

Oct.

929 

812 

686 

639 

613

580 

o64 

781 

569 

670

610 

610

569 

o64 

797

589 

589 

557 

577 

611

o64 

1,043 

517 

676 

668

732 

741 

a 64 

1,375 

918 

839

Nov.

797 

760 

717 

o697 

800

691 

696 

696 

740 

720

0862 

801 

723 

694 

661

612

604 

o697 

830 

784

822 

1,141 

1,443 

1,712 

al, 717

1,852 

2,063 

2,706 

2,884 

2,831

Dec.

2,719 

a-1, 322 

1,172 

1,137 

1,103

796 

684 

756 

0606 

1,007

1,088 

1,174 

1,168 

1,112 

1,039

0814 

996 

978

887 

792

792 

753 

0524 

399

789

954 

746 

792 

758 

0578 

1,007
THUNDER BAY RIVER DRAINAGE BASIN. 67

Daily discharge, in second-feet, of Thunder Bay River near Alpena, Mich., for 1906, 

1907, and 1908 Continued.

Day.

1907. 

1...............

2..............

3...............

4...............

5...............

6...............

7.... ...........

8...............

9............... 10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28. ..............

29...............

30...............

31...............

1908. 

1....... ........

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9. ..............

10...............

11. ..............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1,181

1,420

1.614

1.651

1,620

ol, 694

1,614

1,472

1,268

1,297

1,170

1,035

«998

1.128

1,086

1,015

914

982

1,008

al,437

1,656

1,735

1,828

1,759

1,661

1,431

1,085

1,075

1,003

914

732

660

626

487

0573

515

513

512

483

477

525

510

513

513

513

487

o995

634

517

530

518

506

492

o843

602

506

509

509

509

Feb.

905

846

ol, 482

882

833

817

772

760

720

ol, 094

761

721

650

1,830

721

o940

749

757

757

757

705

656

o?57

684

686

654

489

1,580

510

491

631

510

539

615

707

ol, 672

887

647

625

414

414

419

o854

954

497

494

506

661

646

Mar.

655

666

o459

737

737

719

709

703

682

o821

708

740

860

813

842

810

ol,890

1,564

1.685

1,685

1,685

1,764

1,818

02, 894

3,362

4,212

4,789

4,989

4,277

»2, 731

1 99fi

638

628

628

977

537

530

639

o2, 431

1,213

737

737

716

728

o2, 314

1,687

1,174

1,418

1,728

1,905

o2, 775

2,818

2,005

Apr.

3,376

2,851

2,062

2,344

2,166

1,832

ol, 830

1,081

1,230

1,760

1,474

1,717

1,991

ol, 633

1,417

1,398

1,486

1,232

1,242

1,184

1,270

1,198

1,129

1,186

1,180

ol, 627

2,913

2,725

3,725

3,917

3,986

4 468

4,433

4,648

4,468

3,917

o3, 887

3,430

3,255

2,965

2.965

2,919

2,784

o2, 656

2,724

2,730

2,937

3,151

May.

1,937

2,506

2,512

2,274

ol, 759

2,069

2,001

1,501

1,507

1,391

1,423

ol, 109

1.240

1,240

1,230

1,234

1,180

1,248

ol, 109

1,603

1,272

1,597

1,632

979

1,131

ol,188

1,864

2,209

2,800

2,863

2,753

2,930

2,678

02, 656

2,282-

1,122

2,007

2,240

2,530

3,016

o3, 212

3,913

3,242

3,032

2,808

2,596

2,550

o2, 069

2,204

1,600

2,834

1,283

1,004

1,367

ol, 236

1,600

1,066

988

1.139

1,109

1,044

o296

June.

2,740

o2,408

2,131

1,506

1,599

2,068

1,993

1,949

ol,504

1,332

1,253

1,204

1,159

1,098

1,084

o479

606

593

634

642

609

599

o476

719

689

689

689

637

o305

1,071

1,448

1,087

858

o541

817

670

674

625

642

692

601

608

569

567

610

068

696

669

1,961

1,588

1,858

1,858

ol, 817

1,225

840

July.

569

635

633

246

636

570

ol65

642

599

642

604

578

619

0246

673

620

612

594

604

599

o428

604

610

554

452

452

450

o246

578

461

560

980

547

0476

849

1.396

864

1,133

1,484

2,089

ai 703

1,396

769

781

618

614

385

o351

627

523

416

600

486

371

o!41

494

427

330

266

Aug.

364

441

588

o304

570

502

514

446

439

465

o350

489

313

444

435

445

503

o474

522

465

458

476

440

479

0408

508

424

429

433

412

451

068

175

261

OOQ

147

125

92

174

204

318

ono

336

a413

319

264

228

237

198

249

o316

245

245

218

233

232

068

246

Sept.

o304

350

508

450

536

529

523

a409

493

413

434

452

434

467

o547

531

473

462

.535

546

472

o547

255

530

445

475

556

475

o304

537

145

154

137

145

120

145

145

137

137

131

272

o!98

155

168

145

155

98

122

ol22

115

115

115

166

204

474

o542

298

383

388

Oct.

416

463

381

390

501

o246

519

458

485

716

389

318

o612

481

358

406

413

425

473

o209

577

485

474

450

424

445

o!41

528

492

555

569

469

KOC

476

o253

635

514

464

464

486

495

o253

670

464

484

423

295

257

0849

490

483

483

483

484

493

o474

814

795

642

591

591

611

Nov.

738

521

o574

1,131

787

660

688

601

918

o98

731

412

412

227

415

531

o408

524

604

597

597

748

927

752

752

111

782

752

803

o465

626

577

570

576

547

531

oll5

620

532

516

549

510

o446

644

516

555

553

536

575

02, 443

683

625

720

798

851

o882

914

Dec.

o468

584

484

528

575

610

661

o576

883

787

732

615

613

o453

712

728

763

780

763

o488

708

541

961

755

709

o961

753

767

837

587

558

0733

762

694

691

738

728

ol, 041

808

737

737

711

640

616

o416

693

1,061

628

318

747

731

°748

743

676

650

a Sunday.
68 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Thunder Bay River near Alpena, Mick., for 1906, 1907. and 1908. 

[Drainage area 1,260 square miles.]

i

Month.

1906.

May ............................................

July.............................................

1907.

July.............................................

1908.

July.............................................

ui

Maximum.

2,134

2,181

5,849

4,787

1,147

2,002

1,044

687

1,375

2,884

2,719

5,849

1,828

1,830

4 989

3,376

2,863

2,740

673

588

716

1,131

4 

' 989

995

1,672

2,818

4,648

3,913

2,089

413

849

2,443

1,061

senarge in se

Minimum.

716

a 834

068

a 408

644

643

a 64

604

399

643

914

654

o459

a 689

979

o!65

255

o!41

o98

367

98

477

414

2,248

a296

068

o!41

<z68

a 24

a253

al!5

318

24

cona-ieet.

Mean.

956

919

1,323

1,551

723

812

409

247

631

1,125

982

1,081

833

1,840

1,629

1,686

523

451

466

633

669

969

564

699

3,275

961

727

222

183

513

661

989

Per 

square 

mile.

.73

1.23

.574

.644

.325

196

.501

779

.858

661

1.460

1.338

900

.415

351

COA

.769

.447

1 040

1.626

.764

.176

.785

Run-off

inches on 

drainage 

area) .

0.871

.757

1.195

1.418

.640

74fl

.372

.218

.898

11. 584

.686

1.680

1.535

.477

.413

.559

10.423

.514

.597

2.890

1.870

.664

.202

.467

.586

10.638

o Sunday. 6 Not reliable; error in reading gage.
SURFACE WATER SUPPLY, 1907-8. 69

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 

Bamneld, 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 

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 opportunities 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.
70 SURFACE WATER SUPPLY, 1907-8.

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., established August 27, 1902, 

and maintained to date.

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 msasuring 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 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. 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.

Except as stated above the records are reliable and accurate. The 

datum of the gage has remained unchanged.

Discharge measurements of Au Sable River at Bamfield, Mich., in 1907 and 1908.

Date

1907.

April 20........

1908. 

October 26.....

Hydrographer.

.....do..............................................

Width.

Feet. 

98

81.5

Area of 

section.

Sq.ft.

577

401

Gage 

height.

Feet.

2.01

1.25

Discharge.

Sec.-ft.

1,630

a Discharge probably affected by log jam.
AU SABLE RIVER DRAINAGE BASIN. 71

Daily gage height, in feet, of Au Sable River at Bamfield, Mich.,for 1907 and 1908. 

[Observer, Mrs. W. 11. Bamfield.]

Day.

1907. 

1 ..............

2

3. ............. .

4 ............

5. .............

6...............

8...............

9..............

10...............

11..... ........

12..............

13..............

14..............

16..............

17..............

18..............

19..............

20..............

21...............

22. ..

23.

94

25...............

26...............

27...............

28...............

29.

30...............

31. .

1908. 

1.... .......

2 .

4.... ...........

6.

8..............

9............... 

10...............

11...............

12..............

13..............

14............. .

15...............

17.... .......

18..... ........

19...............

20...............

21.............

22. . ......

23..............

24...............

25............... 

26...............

27...............

28...............

29.... ......

30...............

;u ...............

Jan.

2.8

2.8

2 7

2.65

2.7

2.6

2 o

2.6

2.7

1.65

-.6

L. 55

1.0

1.0

1.0

1.0

1.1 1.1 1.1 1.1

1. 15

1.25

1.45

1.5

1.3

1.25

1 ?

1.2

1.3

1.4

1.25

1.2

1.1

1.1

1.1

1.15 

1.25

1.15

Teh.

......

.....

Mar.

.......

4.50

4.6

5.0

5.0

5.1

5.0

4.9

5.0

5.0

5.2

5.05

1.1

1.2

1.1

1.1

1.1

1.2

1.2

1. 4

1.4 

1.5

1.5

1.65

1.85

2.1

2.4

Apr.

4.8

4 9

4.85

4.75

4.7

4.6

4.45

4.2

4.05

4.1

4.0

3.7

3.55

3.2

2.8

2.35

2.3

2.05

2.1

2.0

1 9

2.05

2.25

2.35

2.15

2.15

2.35

2.45

2.4

2.55

2.6

2 OK

3.0

0 7£

2.75

3.3

3.35 

3.55

3.95

3.55

3.5

3.5

3.5

3.3

3.15

2 95

2.8

2.7

2.65

2.5

2.0 

2.85

3.1

3.4

3.45

3.25

May.

2.45

2.55

2.7

2.8

2.8

2.5

2.9

2.5

3.45

3.45

3.45

3.35

3.15

3.3

3.3

3.35

3.15

3.0

3.05

2.85

9 7^

2.65

2.7

2.25

2.65

2.6

2.85

3.0

3.0

2.95

3.0

2.9

2.6

2.4

2.25

2.25

2.75

3.05 

3.0

9 7^

2.75

2.75

2.85

2.6

2.5

2.5

2.5

2.4

2.4

2.4

2.3

2.2

2.1

2.1

2.0

1.9

1 9

2.0

2.45

June.

2.95

2.55

3.2

3.4

3.45

3.4

3.15

3.75

3.8

3.7

3.6

3.6

3.5

3.4

3.35

o or

3.25

3.15

3.2

3.15

2 95

2.75

2.65

2.5

2.15

2.1

2.55

2.8

2.9

2.45

2.45

9 ^P;

2.35

2.4

2.5

2.6

2.65

2.55

9 HH

9 I*.

2.25

2.1

2.05

2.1

91^

2.0

1.9

1.85

1 7^

1 ^t;

1.75

1.7

1.6

1.5 

1.5

1.5

1.4

1 f\

1.45

July.

2.5

2.4

2.2

2.25

2.2

2.1

9 2

1.3

1.25

1.25

1.1

1.2

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.4

1.3

1.3

1.3

1.35

1.35

1.4

1.4

1.35

1.3

1.3

1.45

1.45

1 Qf^

1.45

1 45

1.35

1.35

1.35

1.45 

1.45

1.35

1.45

1.45

1.45

1.45

1. 35

1.35

1.65

1.55

1.7

1.6

1.5

1.45

1.45

1.4 

1.3

1.2

1.2

1.15

1.15

1.2

Aug.

1.3

1.3

1.1

1.1

1.1

1.1

1.1

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.1

1.1 1.1

1.0

1.0

1.1

1.1

1.3

1.3

1.3

1.0

1.0

1.0

.95

1.1

1.1

1.0

1.0

1.1

1.2 

1.2

1.2

1.1

1.2

1.4

1.6

1 1 f\

1.4

1.3

1.2

1.1

1.0

1.0

1.0

1.0 

1.0

1.0

1.0

9

9

9

Sept.

0.9

.9

.9

.9

.9

1.0

. 1.0

1.0

1.1

1.2

1.2

1.3

1.3

1.25

1.2

1.25

1.2

1.3

1.3

1.4

1.4

1.5

1.5

1.4

1.5

1.5

1.6

0.95

.9

9

.9

1.0

1.0

.95

.9 

9

9

9

9

.9

.9

9

.9

9

9

.8

.9 

9

9

9

1.0

Oct.

1.4

1.4

1.4

1.3

1.3

1.4

1.5

1.5

1.6

1.7

1.8

1.65

1.5

1.45

1.4

1.35

1.3

1.25

1.2

1.2

1.15

1.15

1.1

1.1

1.1

1.15

1.15

1.2

1.2

1.15

1.2

1.05

1.2

1.1

1.0

1.0

1.0

1.1

1.1

1.05

1.0

9

.9

9

1.0

1.1

1.35

1.0

9

QC

QP;

Nov.

1,1

1.1

1.0

1.1

1.15

1.05

1.1

1.15

1.1

1.2

1.1

1.1

1.1

1.1

1.1

1.2

1.2

1.2

1.4

1.45

1.5

1.5

1.4

1.4

1.2

1.2

1.2

1.3

1.3

0.91

.9

9

.95

.95

1.0

1.0

1.0

1.0

.95

95

.95

.95

1.05

1.2

1.05

1.05

1.05

1.0

1.1

1.3 

1.5

1.65

i ^

Dec.

1.25

1.2

1.2

1.15

1.15

1.15

1.1

1.1

1.1

1.1

1.1

1.1

1.0

1.0

1.1

1.15

1 9^

1.4

1.3

1.3

1.2

1.15

1.1

1.1

1.05

1.2

1.2

1.15

1.1

1.1

1.85

1.87

1 9

2.0

1 95

1.7

1.5

1.4

1.0

1.1

1.2

1.1

1. 15

1.15

1.2 

1.2

1.1

1 K

1 3

1.0

1.0

NOTE. Ice conditions prevailed from about January 20 to March 20,1907, and from about January 28 

to March 15, 1908.
72 SUEFACE WATEE SUPPLY, 1907-8.

Rating table for Au Sable River at Bamfield, Midi., for 1902-1908.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Sec.-ft.

1,050

1,100

1,140

1,200

1,240

1,300

1,340

1,400

1,4(10

1,520

Gage 

height.

Feet.

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.00

2.70

2.80

Discharge.

Scc.-ft.

1,570

1,630

1,700

1,760

1,830

1,900

1,960

2,040

2,110

2,190

Gage 

height.

Feet.

2.90

3.00

1 3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Sec.-ft.

2,260

2,340

2,410

2,490

2, 570

2.650

2,730

2,810

2,890

2, 970

Gage 

height.

Feet.

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

Discharge.

Sec.-ft.

3,050

3,130

3,300

3,480

3,650

3,840

4,020

4,220

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measure nents made in 1992-1908, and is well defined below gage height 3.5 leet.

Monthly discharge of Au Sable River at Bamfield, Mich.,for 1907 and 1908. 

[Drainage area, 1,420 square miles.]

Month.

1907.

March 20-31 ...............................

May.................. ...................

July......................................

1908.

July.................................... .

Discharge in second-feet.

Maximum.

2,260 

4,220 

3,930 

2, 690 

2,970 

1,960 

1,240 

1,400 

1,520 

1,370 

1,300

1,340 

1,900 

3,090 

2,370 

2.080 

1, 460 

1,400 

1,240 

1,270 

1,430 

1,630

Minimum.

1,960 

3,560 

1,570 

1,800 

1,700 

1,140 

1,070 

1,050 

1,140 

1,100 

1,100

1,100 

1,140 

1,960 

1,570 

1.300 

1,170 

1,050 

1,000 

1,050 

1.050 

1,100

Mean.

2,090 

3,980 

2,550 

2,280 

2,450 

1,370 

1,140 

1,210 

1,260 

1,200 

1,170

1,180 

1,320 

2,4^0 

1,950 

1,C60 

1,300 

1,150 

1.060 

1,120 

1,150 

1,260

Per

square 

mile.

1.47

2.80 

1.80 

 1. 61 

1.73 

.965 

.803 

.852 

.887 

.845 

.824

.831 

.930 

1.72 

1.37 

1.17 

.915 

.810 

746 

789 

.810 

.887

Run-off 

(depth in 

inches on 

drainage 

area).

1.04 

1.25 

2.01 

1.86 

1.93 

1.11 

. 93 

.95 

1.02 

.94 

.95

.83 

.55 

1.92 

1.58 

1.30 

. 1.05 

.93 

.83 

.91 

.90 

1.02

Accuracy.

B. 

B. 

A. 

A. 

A. 

A. 

A. - 

A. 

A. 

A. 

A.

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

RIFLE RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage of Rifle River lies in the northeastern part of Michigan, its headwaters draining the southeastern slopes of the plateau 

region. The river rises in the northern part of Ogemaw County, 

flows southward to the vicinity of Sterling, in Arenac County, and 

thence southeastward, joining Lake Huron in Saginaw Bay. Its 

length, not following the bends in the river, is about 45 miles. It 

has but one important tributary the West Branch.

The drainage basin is comparatively long and narrow, being less 

than 20 miles across at its widest point, and is heavily overlain with 

glacial deposits sand, overwash gravel, and till. A considerable portion of the area is composed of so-called "jack pine" lands, which are 

covered with a light growth of scrub pine. The basin contains numerous small glacial lakes, but there is no controlled storage. The 

lower portion of the basin is flat, with shallow sand ridges; the upper
EIFLE EIVER DBAINAGE BASIN. 73

part is composed of sand and gravel plains with undrained hollows; 

the central portion is rolling and hilly, with a section along the river 

similar to that of the upper part. The sources of the river are about 

1,000 feet above sea level; at the mouth the elevation is 581 feet.

Much of the timber has been cut off from this basin and extensive 

fires have occurred. A considerable area is being cultivated, but 

some section of the stream are still wild and undeveloped and are 

still covered with trees.

The mean annual rainfall is about 30 to 35 inches. The winters 

are severe, the snowfall is heavy and ice forms from 1 to 2 feet in 

thickness.

Storage possibilities have not been investigated, but it is thought 

that some of the lakes near the sources of the river might be utilized.

The stream offers good opportunities for water-power developments. In some sections the river flows for miles between high 

clay bluffs, and at one place in Ogemaw County sandstone ledges 

appear in the river bottom for over a mile. The Flint Land Company, 

of Flint, Mich., control most of the power sites along the river.

The river is still used to some extent for logging. As much of the 

soil of the area is composed of sand and gravel, the rainfall is quickly 

absorbed, and where the river has cut its bed down to rock numerous 

springs occur. These springs keep the river from freezing during the 

winter months, and also help maintain the flow during dry periods.

The following gaging stations have been maintained in this river 

basin:

Rifle River at Sterling, Mich., 1905-1908. 

Rifle River at Omer, Mich., 1902-3.

EIFLE EIVEE NEAE STEELING, MICH.

This station is located in sec. 5, T. 19 N., R. 5 E., at the highway 

bridge known as Meeker's bridge, near Sterling, Mich. It was established November 14, 1905, to obtain data for use in studying waterpower problems, and was discontinued December 31, 1908.

The winter conditions are somewhat severe, the fall of snow is 

considerable, and ice at times modifies the relations between discharge and gage heights.

The datum of the gage has remained unchanged and the records 

have been accurately kept. The stream bed at the measuring 

section is composed of sand and shifts considerably, especially during 

floods. Sufficient discharge measurements have not been made to 

determine the discharge curve or to establish definitely the changes 

in the section. The gage heights should therefore be used with 

caution, if at all.

The salary of the gage reader at this station has been paid by the 

Flint Land Company, of Flint, Mich.

The following discharge measurement was made April 22, 1907: 

Width, 48 feet; area, 165 square feet; gage height, 1.21 feet; discharge, 

412 second-feet.
74 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Rijle River near Sterling, Mich.,for 1907 and 1908. 

[Observer, Myron Meeker.]

Day.

1907.

2

5...............

6...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...........

23...............

24...............

25...............

27...............

28...............

29...............

30...............

31...............

1908. 

1............... 

2...............

3...............

4. ..............

5...............

6............... 

7...............

8............... 

9............... 

10...............

12............... 

13...............

14............... 

15. ..............

16...............

17...............

18...............

19............... 

20. ..............

21...............

22..... ......... 

23...............

24...............

25...............

26............... 

27............... 

28. .............. 

29. .............. 

30. .............. 

31...............

Jan.

4.12

4.05

3.77

3.66

3.50

3.68

3.45

2.91

2.92

2.76

2.70

2 AX

2.60

2.68

2.98

7.25

7.00

4.85

3.62

3.60

3.46

3.25

3.16

3.20

1.25 

1.22

1.12

1.00

.96 

.95 

.92

.85 

.84

1 19

1.25 

1.00

1.11 

1.26

1.24

1.12

1.17

1.29 

1.29

1.28

1.32 

1.26

1.12

1.08

1.35 

1.05 

1.30 

1.32 

1.18 

1.16

Feb.

3.08

3.21

3.36

3.02

3.15

3.16

3.08

3.04

2.98

3.00

2.95

2.90

2.90

2.78

2.66

2.65

2 72

2.64

2.70

2.60

1.24 

1.34

1.32

1.42

1.52

1.58 

1.65 1.66- 

1.61 

1.62

1.66

1.82 

1.98

2.19 

2.19

2.16

2.06

2.02

1.95 

1.85

1 91

1.85 

1.88

1.80

1.83

1.92 

1.85 

1.90 

1.85

Mar.

2.62

3.12

3.02

2.92

2.88

2.88

2.88

2.88

3

OE

3.82

6.30

6.00

5.91

5.68

5.15

5.08

4.50

4.72

1.94

1.88

1 91

1.88

2.12 

2.43 

2.64 

2.40 

2.35

2 25

2.50

3.27

2.92

2.84

2.60

2

04

2.40

2.60

5

0 C

4.89

4.40 

4.81 

4.62 

4.28 

3.50 

3.75

Apr.

2.98

2.65

2.45

2.30

2 22

2 12

2.00

2.25

2.70

2 58

2 or

9 95

2.26

2.15

1.85

1.69

1.35

1.32

1.25

1.32

1.28

1.72

1.88

1.75

2.55

3.85

3.60

2.55

2.70

2.30

2.35 

2.68 

3.12 

3.22 

3.05

2.98

2.50 

2.18

2.08 

1.90

1.72

1.33

1.29

1.19 

1.08

1.02

.97

.78

.82

.75

.85 

1.05 

2.31 

2.25 

1.95

May.

3.72

2.70

2.35

2 22

2.00

1.82

1.62

1.28

1.24

1 19

1.28

1.32

1 95

1 19

1.00

.92

.82

.88

.82

.82

1.25

2.25

2.50

2.20

1.88

1.41

1.55

1 95

1.20

1.00

.80

.65 

1.02 

2.08 

2.35 

1.95

1 50

2.50

3.20 

2.95

1.90

1.41 

1.12

QA

.75

.62

.48

.25

.30 

.45 

.15 

.20 

.13 

.35

June.

1.20

1 08

1.15

1.56

1.45

1.28

1.10

.90

.74

.76

1.00

.96

.77

.66

.64

.43

.42

.60

.55

.50

1.00

2.50

2.50

2.10

2.50

2.01

1.50

1.12

.95

.34 

.20

.10

.02

.00

.00 

.05 

.14 

.00

.......

July.

69

.60

.50

.37

.24

.18

.25

9Q

.21

.15

19

.30

.20

.15

.45

.32

.22

.15

.18

.15

.22

.05

.09

.00

.05

.io

.12 

.02

.......

.......

Aug.

.15

.08

.10

.08

-.02

-.01

-.05

-.09

 09

-.10

-.12

-.10

-.02

.18

.00

.18

.12

.00

.00

-.06

-.10

 08

-.05

.00

-.02

-.05

-.08

..::.:.

.......

.......

.......

.......

Sept.

-.01

.02

.05

.18

.10

.10

.08

.02

.00

.12

.41

.35

.00

.12

.08

.20

.40

.26

.10

.10

.15

.20

.12

.10

.10

.65

1.05

.......

...:.:.

.......

.......

.......

Oct.

.30

.22

.20

.12

.15

.14

.18

.18

.18

.12

.12

.08

08

.12

.10

.10

.08

.06

.02

.00

.02

.02

.04

.02

.02

.15

.15

.15

.10

.08

Nov.

.32

.65

AX

.50

.75

.55

AX

.40

.35

.20

1 5

12

.15

.15

.08

.08

.20

.84

1.25

.95

.65

.45

.50

.52

.50

.38

.48

.05 

.05

""."25"

Dec.

.30

.28

.95

1.65

1.45

1.40

1.80

9 45

2.30

2.48

2.25

1.82

1.82

1.75

1.72

1.52

1.35

1.38

1.42

1.50

1.38

1 22

1.50

1.25

.10 

.00

.25

.05

.42

.95 

1.95 

2.45 

2.20 

1.90

1.88

1.75 

1.60

1.68 

1.85

1.30

1.38

1.30

1.22 

1.10

1.05

.80 

.45

1.05

.85

.82 

.78 

.30 

.70 

.85 

.45

NOTE. Ice conditions probably prevailed from about January 1 to March 24 and December 5-31, 1907, 

and from about January 1 to March 28, and December 6 to 31, 1908. Water below gage and no readings 

taken for all missing days.
SURFACE WATER SUPPLY, 1907-8. 75 

SAGINAW RIVER DRAINAGE BASIN. 

DESCRIPTION.

The drainage basin of 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 Cass River, 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 of any size.

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 anywhere 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 

so small that fluctuations in the elevation of Saginaw Bay caused by 

strong winds sometimes reverse the current in the river.
SURFACE WATEK SUPPLY, 1907-8.

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.

Storage possibilities have not yet 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 value for agricultural purposes and swamp areas are being reclaimed to such an extent that 

there is little opportunity for storage on these two streams. 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 the flow of the Cass 

is so small in dry seasons 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. 

Cass River at Bridgeport, Mich., 1908. 

Tittabawassee River at Freeland, Mich., 1903-1908.

CASS EIVER 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.

Perrys Creek enters from the south about 5 miles above the section.

The low-water flow is controlled by a power plant above the station. The discharge is affected by ice during the winter periods.

Nearly all the discharge measurements at this station were made 

by employees of the 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.

Discharge measurements of Cass River at Frankenmuth, Mich., in 1908.

Date.

March 28....... 

June 20........

October 23 a. ...

October 27.....

Hydrographer.

G. A. Gray . . .......................................

.....do..............................................

Wm. M. O'Neill. ...................................

Width.

feet. 

244 

115

111

112

9.5

114

Area of

section.

Sq.ft. 

2,590 

330

437

267

2.4

318

Gago 

height.

Feet. 

19.45 

5.50

6.30

4.60

3.88

5.01

Discharge.

Sec. -ft. 

7,710 

103

206

37

3.3

70

Float measurement.
SAGINAW KIVER DRAINAGE BASIN. 77

Daily gage height, in feet, of Cass River at Frankenmuth, Mich.,for 1908. 

[Observer, Conrad Schriener.J

Day.

1..............

3.---.........-. 

4...............

5...............

10............... 

11...............

12...............

13...............

14.. .............

16. ..............

17...............

18............... 

19...............

20

21...............

22...............

23...............

24...............

25...............

26...............

27............... 

28............... 

29

30...............

31...............

Jan. Feb.

12.88

12.88

12.88

12.88

12. 73

12.58

12.43

12.48

12.48 

12.48 

12.48

Mar.

12.28

11. C8

11.73

11.88

13.88 

15.03

14.58 

15.58

16.88

18.08

19.38

19.58

20.98

19 88

19.18 

18.45

16. 18

16.38 

19.18 

20.08

17.68

Apr.

16. 48

15.08

13.98

12.48 

12.78

14.18 

12 68

11.98

10.18

9.28

8.60

8.10 

8.70

8.60

8.20

7.50

7.20

7.30 

7.40

May.

7.10

7.00

6.80 

6.80

6.50 

6.40

6.60 

12 60

14.00

13.90 

12.40

10.70

10.90

13.00

17.98

17.48

16.58

14.48 

11.18

9.58

9.20

8.80

8.10

7.60

7.00

6.40

6.20 

6.50 

6.50

6.60

6.70

June.

6.80

6.70

6.50 

6.40

6.00

5.50

6.10 

5.80

5.70

5.70

6.10

5.90

5.80

5.70

5.60 

5.60

5.50

5.40

5.50

5.50

5 40

5.40 

5.40

5.40

July.

5.30

5.30

5.20 

5.30

5.30

5.30

5.00

4.90 

4.90

4.80

4.90

4.90

4.90

4.90

5.00

5.80 

7.00

7.00

6.50

5.90

5.80

5.60

5.50 

5.40 

5.30

5.30

5.20

Aug.

5.20

5.00

4.80 

5.00

5.10 

5.20

5.30 

5.30

5.40

5.40 

5.50

5.20

5.10

5.20

5.10

5.00

5.10

5.30 

5.40

5.50

5.50

5.30

5.20

5.40

5.60

5.40

5.10 

5.00

Sept.

-------

3.85

4.15

4.85

4.60

4.60 

4.40

4.40

4 50

4 60

4.60

4.50

4.50

4 60

3.90 

3.80 

4.50

4.60

Oct.

4.60

4.40

4.40 

4.50

4.60

4.60

4.60

4.60 

4.00

4.70

4.70

4.60

4.70

4.60

4.20

3.90 

4.60

4.20

3.90

4 80

4.00

4.90

5.10 

4.92 

4 65

4.80

Nov.

4.06

3.86

4.92 

5.06

4.85

4. fo

4.76 

5.00

4.85

4.96

4.65

4.15

5.25

5.15

4.95

4.85

4.80

5.00

4.15

4.26

4.96

5.05 

5.16 

4 65

5.00

Dec.

5.00

4.96

5.30 

5.45

5.15 

4.20

4.45

5.45

6.35 

6.30

4.85

4.45

5.25

4.65

6.20

5.35

5.50 

5.40

4.35

5.15

5.40

5.40

5.05

4.55

4.20 

5.20 

5.25

5.05

5.45

NOTE. No gage from August 29 to September 13. Discharge probably not materially affected by ice 

conditions except about February 18 to March 7, when the effect of ice conditions increased the apparent 

discharge several hundred per cent.

Rating table for Cass River at Frankenmuth, Mich., for 1908.

Gage 

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

Discharge.

Sec.-ft.

2

4

6

9

14

19

25

31

37

44

51

58

65

73

81

Gage 

height.

Feet.

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

6.70

Discharge.

Sec.-ft.

90

99

108

118

129

141

153

165

178

192

206

221

236

252

268

Gage 

height.

Feet.

6.80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.20

9.40

Discharge.

Sec.-ft.

285

302

320

356

394

434

476

520

566

614

663

713

765

818

873

Gage 

height.

Feet.

9.60

9.80

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

Discharge.

Sec.-ft.

932

995

1,060

1,420

1,850

2,350

2,910

3,570

4,320

5,190

6,150

7,220

8,360

9,550

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 12 discharge measurements made during 1908-9 and is fairly well defined.
78 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Cass River at Frankenmuth, Mich.,for 1908. 

[Drainage area, 863 square miles.l

Month.

March 8-31. ...............................

April.....................................

July......................................

Discharge in second-feet.

Maximum.

9,530 

4,720 

6,130 

285 

320 

118 

81 

73 

86 

214

Minimum.

2,810 

268 

192 

99 

51 

51 

2 

4 

3 

14

Mean.

5,910 

1,500 

1,400 

140 

109 

81.9 

40.1 

33.4 

47.2 

78.8

Per 

square 

mile.

6.85 

1.74 

1.62 

.162 

.126 

.095 

.046 

.039 

.055 

.091

Run-ofl 

(depth in 

inches on 

drainage 

area).

6.11 

1.94 

1.87 

.18 

.15 

.11 

.05 

.04 

.06 

.10

Accuracy.

B. 

B. 

B. 

A. 

A. 

A. 

B. 

B. 

A. 

B.

NOTE. Discharge assumed unaffected by ice and open channel rating applied March 8 to Decemb°r 31. 

Discharge August 29 to September 13 estimated on the basis of gage-height comparisons with Cass River 

at Bridgeport.

CASS EIVEE AT BRIDGEPORT, MICH.

This station is located at the highway bridge at Bridgeport, Mich., 

a short distance above the Pere Marquette Railroad crossing. It was 

established January 31, 1908, to obtain data for studying watersupply problems, and was discontinued October 1, 1908.

Winters are comparatively severe at this point and ice forms to 

considerable thickness, modifying the relation between discharge and 

gage heights.

The datum of the gage has remained unchanged; the records may 

be affected by backwater from Saginaw River.

The Bridgeport station was replaced February 18, 1908, by the 

Frankenmuth station, which is farther up the river, and less liable 

to be affected by backwater.

Discharge measurements of Cass River at Bridgeport, Mich., in 1908.

Date. Hydrographer.

G. A. Gray . . .......................................

.....do.............................................

Width.

Feet. 

312

763

Area of 

section.

Sq.ft. 

2,760

3,440

Gage 

height.

Feet. 

7.65

9.05

Discharge.

Sec.-ft. 

4,520

8,530

Water running over road measured.
SAGINAW EIVER DRAINAGE BASIN. 79

Daily gage height, in feet, of Cass River at Bridgeport, Midi., for 1908.

Day.

2...........................

3...........................

4...........................

5...........................

6...........................

7...........................

8...... ...................

9..........................

10...........................

11...........................

12...........................

13 ...........................

14...........................

15...........................

16 ...........................

17...........................

18...........................

19...........................

20...........................

21 ...........................

22...... .. . .

23 ..........................

24..................... ...

25..........................

26..........................

27..........................

28..........................

29........................ .

30..........................

31 ....................... .

Jan. Feb.

0.5

.6

.4

.1

.1

.2

.2

.2

.2

2

.3

.9

3.0

4.0

4.0

3.6

3.6

3.4

3.4

3.3

3.3

3.3

3.9

4.0

4.0

3.9

3.8

Mar.

3.8

3.8

3.6

3.0

2.5

3.0

5.0

6.8

7.3

7.3

7.4

7.8

8.3

8.8

10.0

10.9

10.8

10.0

9.7

9.0

8.6

8.0

8.0

8.8

8.0

7.8

8.S

9.5

8.9

Apr.

8.0

8.0

7.7

6.6

6.4

6.3

6.1

6.6

6.8

6.8

6.6

5.8

5.4

4.8

4.0

3.4

2.8

3.0

2.7

2.5

2.0

1.6

1.2

1.0

1.6

1.6

1.8

1.6

May.

1.6

1.4

1.2

1.0

1.0

.8

1.9

5.0

6.2

6.5

6.0

5.2

4.7

5.0

7.6

8.3

8.0

7.6

7.0

6.6

6.0

5.4

4.7

3.8

3.2

2.8

1.7

1.3

1.0

1.0

1.6

June.

1.8

1.6

1.4

1.0

.6

.4

- .2

- .1

.0

.1

.0

- .1

- .1

.4

- .1

- .2

.0

__ O

- .3

_ 2

- .4

- .6

- .6

- .3

- .9

o

- .6

July.

-0.7

- .2

- .2

- .45

- .6

- .3

- .4

- .6

- .6

- .7

- .4

- .45

- .4

- .3

.5

.6

.2

.1

.0

- .05

- .1

- .25

- .5

- .5

 9

Aug.

-0.2

- .4

- .8

- .75

- .6

_ 7

- .2

.0

_ 1

- .8

0

- .6

_ 2

.0

- .4

- .4

 .4

- .6

- .5

- .3

_ 2

.0

_ 1

___ -T

- .9

-1.0

-1.0

Sept.

 0 9

-1.1

- .9

-1.1

-1.4

- .6

- .7

- .7

-1.0

-1.0

- .9

- .7

- .9

-1.2

-1.4

-1.3

- .9

-1.3

-1.3

-1.4

-1.5

-1.9

-1.5

NOTE. Ice conditions probably prevailed from about February 1 to March 13.

TITTABAWASSEE RIVER AT FREELAND, MICH.

This station, which is located at the highway bridge at Freeland, 

Midi., 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. The datum of the gage has 

remained unchanged. The gage reader at this station was paid by 

Gardner S. Williams during 1907 and part of 1908.

Discharge measurements of Tittabawassee River at Freeland, Mich., in 1907 and 1908.

Date.

1907.

1908. 

October 24..... 

October 28.....

Hydrographer.

A. II. Horton ......................................

O'Neill and Chapman. ............................. 

Wm. M. O'Neill ....................................

Width.

Feet. 

233

216 

216

Area of 

section.

Sq.ft. 

1,580

886 

919

Gage 

height.

Feet. 

4.51

1.63

1.78

Discharge.

Sec.-ft. 

3,000

606 

679
80 SUEFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Tittabawassee River at Freeland, Mich.,for 1907 and 1908.

[Observer, W. E. Denison.]

Day.

1907. 

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

1908. 

1

2.

3...............

4.

5.

C...............

7...............

8...............

9

10...............

11...............

12

13. ..............

14...............

15............... 

16...............

17. 

18...............

19...............

20.

21

22...............

23...............

24...............

25

26...............

27.

28...............

29

30... ............ 

31...............

Jan.

9.2

9.0

8.85

8.4

7.65

7.1

7.0

8.2

8.0

7.7

6.2

5.0

5.0

5.0

5.1

5.1

5.15

5. 1

5.1

9.7

12.7

14.7

13.6

12.1

10.0

8.5

7.7

6.8

6.55

0 C£

3.5

3.45

0 AX.

o r

0 A

3.4

0 0 =

3.35

3 OK

3.3

0 OK

o OK

3.3

3

0

3.3

3.25

o 9

3 9

0 1 C

3.1 

3.05

Feb.

6.2

6.0

5.9

5.85

5.8

5.7

5.65

5.6

5.55

5. 5

5.5

5.45

5.4

5.4

5.35

5. 35

5.3

5.3

5.3

5.4

5.45

5.5

5.7

5.9

5.9

5.8

3.0

3.0

0 1

3.0

3.0

3.0

0 fl

3.1

3.55

3.7

3.8 

3.9

4.0

4.15

4 2

4.2

4 2

4.25

4.3

A O

4.25

4 3

A O

Mar.

5.65

5.6

5.5

5.45

5.4

5.35

5.35

5.3

5.3

5.3

6.0

7.25

8.1

9.35

10.2

11.1

11.3

11.0

10.8

10.5

10.25

10.0

10.2

10.5

10.7

10 9

11.2

11.5

11.3

A 0

4.7

4.8

A QC

5.2

5.3

6.7

8.0

9.3

in c

11.0

14.5 

14 1

13.7

11 9

10.75

9.5

9 9

10.2

10.4

10.1

10.0

10.9

11.2

11.0

10.75

Apr.

11.3

11.0

10.25

9.1

7.65

5.3

5.3

5.25

5.2

5.15

5. 1

5.0

5.0

4.9

4.75

4.65

4.5

4.15

3.9

3.6

3.5

3.5

3.55

3.8

4.0

4.1

10.5

9.35

Q fi

8.6

8.4

9 1

Q ft^

9 0

0 0

8.0

7.75

7.5

7.0 

6.2

5.45

4.75

4.0

3.65

o 7

3.95

4 3

4.75

c n

5.8

6.0

May.

8.5

10.1

9.0

8.1

7.4

6.0

5.75

5.4

5.15

4. 7

4.35

4.0

4.0

3.9

3.85

3.8

3.75

3.7

3.7

3.65

3.6

3.5

3.45

3.4

3.3

3.3

0 7

4.2

6.0

5.4

5.15

5.0

6.25

6 9

6.65

7.0

7.55

9.2

in Q

11.0 

11.0

10.1 

9 0

7.75

6.55

4.8

3.8

3.65

A cc

5.6

5.2 

5.0

June.

4.0

3.7

3.6

3.45

3.3

3.15

3.05

3.0

2.95

2.8

2.6

2.6

2.6

2.6

2.6

2.5

2.5

2.35

2.3

2.3

2.2

2.25

2.7

3.3

3.6

3.6

3.0

2.7

2.1

4.8

4.0

0 EC

2.45

2.4

2.3

9 3

2.25

2.2

2.1 

2.05

2.0 

2.0

I QC

1 Q^

1 9

1 9

1.8

1.8

1.75

1.7

1.65

1.65

July.

2.15

2.2

2.15

2.1

2.0

2.0

1.95

1.9

1.9

1.85

1.85

1.8

1.8

1.8

1.8

1.75

1.7

1.7

1.65

1.6

1.6

1.65

1.65

1.7

1.7

1.7

1.75

1.75

1.7

1.7

1.7

1.7

1.8

1.8

1.8

1 9

1 9

1 9

1.8

1.7

1.6

1.6

1.5 

1.5

1.7 

2.1

2.4

2.2

2.0

1.9

1.8

1.5

1 K

1.5

1.4

Aug.

1.65

1.65

1.6

1.6

1.55

1.55

1.55

1.6

1.6

1.6

1.65

1.65

1.6

1. 55

1.5

1.4

1.35

1.35

1.35

1.4

1.4

1.35

1.35

1.3

1.3

1.35

1.36

1.4

1.4

1.4

1.4

1.35

1 °.

1 3

i °.

1.4

1.4

1 ^

1.5

1.5 

1.6

1.6 

1.6

1.6

1.6

1.6

1.5

1.4

1.4 

1.4

Sept.

1.4

1.4

1.45

1.45

1.5

1.55

1.6

1.65

1.66

1.7

1.75

1.75

1.8

1.8

1.85

1.85

1.85

1.9

2.0

2.0

1.95

1.9

1.9

1.9

1 95

1.95

1.95

2.0

2.0

2.0

1.4

1.4

1.4

1.4

1.3

1.25

1 °.

1.3

i <?

1.35

1.35

1 °.

1.4 

1.4

1.4

1.4

1.4

1.4

1.5

1.5

1.4

-I c

1.5

1.5

Oct.

2.0

2.0

1.95

1.95

1.95

1.9

1.9

1.85

1.85

1.8

1.8

1.8

1.8

1.85

1.85

1.9

1.95

1.95

2.0

2.0

2.0

1.95

1.9

1.9

1.85

1.9

1.9

1.95

2.0

2.0

2.1

1.6

1.65

1.65

1.6

1.55

1.55

1.55

1.6

1.55 

1.55

1.5 

1.5

1 ^

1.6

1 CC

1.6

1.6

1.65

1.85

1.83 

1.8

Nov.

2.2

2.25

2.3

2.3

2.2

2.15

2.1

2.15

2.0

2.0

2.1

2.25

2.35

2.5

2.6

2.7

2.8

2 9

3.0

3.0

2.9

2.75

2.6

2.45

2.35

2.3

2.25

2.2

2.2

2.15

1.78

1.70

1.65

1.61

1 60

1.60

1.61

1.63

1.63

1.62

1 63

1.64

1.63

1.63

1.63 

1.65

-I CA

1.65

1.65

1.63

1.64

1.64

1.60

1 69

2.00

Dec.

2.1

2.15 2 ' >

2.3

2.3

2.25

2.25

2.2

2 2

2.25

2.25

2.3

2.3

2.35

2.4

2.55

2.65

2.7

2.85

3.0

3.1

3.0

3.0

3.1

3.2

3.3

3.45

3.55

3.7

3.8

3.9

2.0

2.1

2.15

2.2

2.2

2.25

2.35

NOTE. Ice conditions probably prevailed until about the middle of March and from a 

to 31,1907, and prevailed from about January 1 to March 23 and December 4 to 31,1908,

about December 14
SURFACE WATER SUPPLY, 1907-8. 81

LAKE ERIE DRAINAGE BASIN.

GENERAL FEATURES.

The drainage basin of Lake Erie within the United States 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 

watershed above Lake Erie is 500 feet, but the head of the Maumee 

at Fort Wa}rne, 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 Pontiac, in 

Oakland Count}T , flows southwest ward 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 irregularly shaped, 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 entire basin is largely composed of lakes and surrounding marshes. In the vicinity of Ann Arbor the topography is 

very rolling. Below Ypsilanti the drainage basin is flat.

The sources of the river have an elevation of about 900 feet above 

sea; at Portage Lake, where the river turns and flows southeastward, 

the elevation is 850 feet; at Ypsilanti the elevation is 690 feet; at 

the mouth of the river the elevation is 573 feet. 

21635 IRR 244 10 6
82 SUEFACE WATER SUPPLY, 1907-8.

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 possibilities have not been investigated, but as lakes and 

swamps abound there must be excellent sites for reservoirs.

The conditions for water power on this stream are nearly ideal, as 

nearly the entire catchment area is situated above the portion of the 

river that is most suited for the location of dams, and the numerous 

lakes and swamps afford a natural storage and produce a steady flow. 

There are a few developed sites below Ann Arbor, and there are opportunities for others in this stretch of the river.

The following gaging stations have been maintained in this 

drainage basin:

Huron River at Dover, Mich., 1904. 

Huron River at Dexter, Mich., 1904-1908. 

Huron River at Geddes, Mich., 1904-1908. 

Huron River at French Landing, Mich., 1904-5. 

Huron River at Flat Rock, Mich., 1904-1908.

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, 3908, 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.

Discharge measurements of Huron River at Dexter, Mich., in 1907 and 1908.

Date.

1907.

1908. 

October 17.....

Ilydrographer. Width.

Feet. 

175

oo

Area of 

section.

Sq.ft.

285

142

Gage 

height.

Feet. 

1.51

- .19

Discharge.

Sec.-ft. 

939

138
HURON EIVEE DRAINAGE BASIN. 83

Daily gage height, in feet, of Huron River at Dexter, Mich.,for 1907 and 1908. 

[Observer, Elisha White.]

Day.

1907. 

1...............

2...............

3...............

5...............

6............... 

7...............

9

10...............

11... ........... . 

12...............

13...............

16...............

17...............

18...............

19

20. ..............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28. ..............

29...............

30...............

31...............

1908. 

1.. .............

2............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

17...............

18...............

19

20.... ...........

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28. ..............

30...............

Jan.

2.20

2.20

2.70

2.58 

2.65

3.30

Q flfi

2.78

2.60

2.52

2.18

2.12

2.10

3.30

2.90

2.80

2.70

2.68

2.60

2.40

2.35

2.35

2.55

2.50

2.38

2.20

1.75

1.68

1.52

1.38

1.30

1.28

1.20

1.20

1.20

1.25

1.68

1.45

1.28

1.20

1.20

1.28

1.50

1.48

Feb.

2.28

2.05

2.00 

2.00

1.85

1.55 

1.35

1.18

1.15

1.15

1.10

1.10

1.10

1.12

1.20

1.20

1.20

1.20

1.18

1.12

1.10

1.42

1.65

1.70

1.80

2 no

2.00

1.88

1.80

1.72

3.20

4 90

4.55

4.40

4.35

4.25

4.15

4.00

3.70

3.25

2.95

2.60

2.30

2.15

1.85

1.70

Mar.

1.12

1.40

1.38

.25 

.20

.20

.20

.15 

.50

.80

.80

.80

1.90

2.00

2.00

2.00

2.00

2.00

2.05

2.40

2.35

2.28

1.30

1.18

1.15

1.10

1.00

5.00

4.60

4.10

3.60

4.00

2.72

2.72

2.67

2.46

2.32

2.70

3.00

2.95

2.78

Apr.

2.00

1.92

.78 

.68

.50

.50

.50 

.55

.60

.60

1.50

1.48

1.45

1.35

1.25

1.20

1.20

1.20

1.12

1.10

1.10

1.65

2.65

2.52

2.40

2.25

2.15

2.00

2.02

1.95

1.58

1.48

1.38

1.30

1.28

1.18

1.10

1.08

.98

.88

.78

.72

.68

.65

.62

.58

.52

.60

.52

May.

2.10

2.08

2.00

2.00

1.98

1.90 

1.88

1.70

1.52 

1.48

1.38

1.30

1.40

1.35

1.35

1.35

1.30

1.25

1.20

1.30

1.30

1.30

1.40

1.50

1.50

1.45

1.40

.45

.40

.40

.38

.30

30

.55

.90

.88

.80

80

.75

.75

1.30

1.55

1.60

1.48

1.40

1.60

1.88

1.75

1.50

1.25

1.08

.95

.82

.70

.68

.60

1.10

1.10

June.

1.35

1.40

1.38

1.35

1.35

1.32 

1.30

1.25

1.20

1.20 

1.20

1.20

1.20

1.15

1.10

1.05

1.02

1.00

.95

.90

90

.90

.82

.80

.78

98

90

.82

.80

.80

.68

.58

.48

.38

.20

.15

.12

.10

.10

.05

.05

.02

fWl .00

.15

.15

.15

.10

.02

- .10

- .15

- .15

- .10

.00

July.

0.75

.70

.65

.65

.65

.65 

.60

.60

.60

.60

.70 

1.00

.98

.90

.90

1.00

92

.85

.80

.80

.80

.80

.80

.80

1.00

1.10

1.05

.90

.85

.80

.75

.00

- .05

- .10

- .10

- .10

- .10

- .10

- .15

- .15

- .15

- .15

- .15

- .15

- .15

- .18

- .20

- .20

- .10

- .10

- .18

- .20

- .20

- .20

- .20

- .20

- .20

 .25

- .25

- .25

- .25

- .25

Aug.

0.75

.75

.75

.75

.72

.70 

.70

.70

.68

.60

.58

.55

.52

.50

.50

.50

.50

.45

.40

.40

.40

.35

.28

.25

.25

.25

.25

.25

.25

- .25

- .30

- .30

- .10

.00

- .05

- .08

- .18

- .20

- .05

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

Sept.

0.38

.50

.55

.60

.60 

.60

60

.62

.65

.65 

.62

.62

.60

.60

.95

1.00

.95

.90

.85

.80

.82

80

1.50

1.48

.00

.00

.00

.00

- .10

- .10

- .15

- .18

- .18

- .20

- .20

- .20

- .20

- .20

- .20

- .20

- .20

- .20

- .20

- .20

- .22

- .25

- .25

- .25

- .25

- .25

 28

- .30

- .30

Oct.

1.38

1.30

1.30

1.30

1.25

1.25 

1.25

1.22

1.18

1.05 

1.00

1.00

.95

.90

.90

90

.90

.85

.85

1.00

.95

.92

.90

.90

90

.98

.95

95

- .30

_ 30

- .30

- 30

- .30

- .30

- .20

- .20

- .20

- .10

- .12

- . 15

- .15

- .20

- ,25

 .25

- .30

- .30

- .30

- .30

- .05

.00

- .02

- .08

- .10

- .10

- .10

- .10

Nov.

1.10

1.15

1.15

1.10 

1.10

1.02

1 00

1.00 

98

.95

.95

95

.95

95

.95

.95

1.20

1.18

1.15

1.15

1.10

1.05

- .15

- .15

- .20

OA

- .20

 20

- .20

- .22

_ <>5

_ 95

 .25

- .25

- .25

- .22

.00

.00

.00

rtfi

Dec.

1.00

98

95

.92

.90 

.90

90

.90

1.10 

1.10

1.08

1.05

1 fi9

1.00

1.00

1.00

.95

.95

1.00

1.05

1.05

1.05

1.35

2.15

2.60

2.60

.10

.10

.05

.05

.00

.00

.00

.00

.00

- .05

.05

- . 05

- .05

- .05

.05

.10

.10

.10

.10

.10

.10

.05

.00

.00

.00

.00

.05

.10

NOTE. Gage out March 13 to 22, 1908.
84 SURFACE WATER SUPPLY, 1907-8.

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 

I, 1904, to obtain data for studying water-power, water-supply, and 

pollution problems.

Fleming Creek is tributary 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 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.

Daily discharge, in second-feet, of Huron River at Geddes, Mich., for 1906, 1907, and 1908.

Day.

1906. 

1.. .............

9

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

13...............

14...............

15. ..............

17...............

IS...............

19.--....-.......

20...............

21...............

22

93

24...............

25---...-........

26...............

97

28...... .........

1907. 

1...............

3...............

4...............

5...............

Jan.

310

379

374

408

372

a 298

350

321

356

399

363

a 206

428

579

457

464

770

al,330

1,500

1,320

1,320

1,210

1,120

al,180

962

952

813

1,470

1.070

Feb.

699

Kf\7

384

482

431

418

412

364

357

294

340

297

353

382

410

394

404

o521

574

536

471

652

°507

570

507

Mar.

428

7 in

619

602

551

559

552

498

483

434

413

407

414

997

419

352

328

o300

502

759

810

654

738

651

581

Apr.

618

713

571

578

574

o526

614

709

709

o862

739

653

608

OA9A

530

550

494

,508

459

1.160

1,110

1.020

May.

416

454

4.^4.

400

410

o376

368

342

363

374

364

o325

891

584

469

444

o407

400

359

328

385

37 T

366

o387

626

514

1,370

1,340

1,130

1,150

ol.HO

June.

372

352

289

29 7

236

223

316

593

«642

523

538

478

368

376

399

o365

328

324

266

215

220

o200

246

224

142

170

222

168

611

a 571

534

545

July.

a 56

170

184

132

166

152

132

a 82

143

178

163

134

o73

132

130

134

122

120

136

o 95

135

145

163

144

92

111

364

285

252

157

194

Aug.

225

197

182

198

a200

164

190

192

176

198

214

a 143

172

129

140

133

o!04

145

128

134

196

160

159

a 117

115

118

116

98

97

236

210

Sept.

97

086

89

98

93

92

95

93

100

95

95

81

98

a 40

100

80

68

66

84

a 44

58

98

94

74

122

088

124

148

152

Oct.

151

90

97

112

102

155

o!33

134

115

124

135

137

131

a 102

117

147

127

93

112

120

o!05

117

107

119

139

135

188

a 196

241

288

451

407

473

Nov.

250

265

o230

190

221

211

204

194

205

o!86

170

184

183

147

220

o211

230

292

418

478

442

a343

389

374

335

266

386

Dec.

321

a 256

97f\

263

276

700

718

658

«618

516

524

559

598

460

422

404

420

444

402

a 208

322

298

272

285

OQA

a 289

288

9Q4.

9A1

256

a Sunday.
HURON RIVER DRAINAGE BASIN. 85

Daily discharge, in second-feet, of Huron River at Geddes, Mich., for 1906, 1907, and

1908 Continued.

Day.

1907. 

6.........---...

8..........----.

9...............

10...............

11...............

12...............

13....... -. ------

14.........--.-..

IS.......--.---..

16...............

17. --------------

IS...............

19

20....... ........

21...............

22...............

23...............

24...............

25........-.---..

26.......----....

27...............

28...............

29........ .......

30...............

31...............

1908. 

1...............

2. ...........

3...............

4...............

6...............

8...............

9. ........... .

11...............

12...............

13...............

14...............

15..............

16..............

17...............

18...............

19...............

20...............

21...............

92

23...............

24...............

25. ..............

20............... ''7

28...............

'2i...............

31...............

Jan.

«1,040

1,050

1,540

1,570

1,200

1,160

1,060

a 950

936

931

737

738

696

1,170

al.970

1,140

964

733

628

623

613

a 777

681

740

649

579

2,010

1 '00

1,070

1.040

a 1.030

784

843

783

661

641

586

a 840

725

534

569

420

a 479

453

496

651

520

494

411

356

292

Feb.

377

347

333

365

a 343

285

281

276

346

329

383

a 400

405

429

505

369

348

342

o302

332

321

299

295

282

366

268

300

258

273

329

a 339

271

1,940

2,830

2,060

1,720

1,590

1,400

1,280

1.270

1,140

1,140

793

755

Mar.

498

518

472

461

a 488

520

771

1,010

912

852

810

a 802

808

760

782

716

705

719

a 760

756

725

755

970

927

a 629

716

559

619

1,860

3,400

a2, 940

2,700

2,630

3,030

3,160

3,250

a3,100

3,180

2,970

2,390

2,330

2 030

a2, 040

1,720

1,380

1 950

1,770

Apr.

961

«967

925

952

921

863

893

890

«873

858

883

828

826

782

762

0721

695

635

623

583

614

754

«532

585

1,160

1,280

1,320

1,370

1 '30

1,160

1,180

1,150

1,120

1,100

a958

834

847

788

791

695

635

609

566

524

498

498

May.

1,100

1,140

1,070

1,010

915

870

a 862

814

542

588

628

532

620

o642

501

503

454

587

580

530

a07

739

691

683

566

o408

345

349

. 412

508

558

423

409

840

962

986

a 941

846

946

842

689

o691

638

481

484

425

June.

515

500

o506

420

482

475

456

433

461

a 425

381

382

358

360

342

325

o279

289

322

280

232

258

o487

574

454

324

370

209

204

a 277

1 ni

179

CQ

113

146

July.

221

o89

220

140

126

211

310

331

o216

294

327

273

191

250

236

a 232

262

222

236

272

358

422

o!86

241

245

224

138

146

99

71

85

76

84

79

82

91

140

90

124

1 37

a 82

134

92

79

84

99

60

93

38

Aug.

171

204

150

158

129

a 152

139

154

157

139

128

125

«150

105

123

136

111

107

78

a 57

56

44

98

82

93

113

109

399

'58

222

182

al'O

424

313

493

438

317

317

250

190

265

o'50

Sept.

173

174

o!42

211

181

181

156

151

130

ol36

155

148

300

286

285

269

a 358

245

209

228

254

223

285

a544

,588

254

232

178

09'

101

208

151

167

148

142

101

122

a 91

117

inc

107

138

o 144

76

Oct.

o46S

415

374

362

336

355

290

o365

250

253

240

257

254

248

a 278

306

253

256

257

242

270

o!99

328

289

268

78

94

84

a 104

98

94

80

19Q

96

o!23

236

144

156

147

a 146

135

121

119

'00

198

192

170

170

Nov.

394

444

402

386

o407

368

329

329

340

326

302

o258

207

280

287

428

414

o- 340

418

400

413

354

345

345

182

179

162

149

a 125

158

154

146

i f^n

141

80

186

123

244

Dee.

248

254

o230

327

408

402

348

357

348

a 333

322

316

336

323

301

352

321

379

385

518

1,300

1,340

298

270

378

a 144

317

187

210

180

261

183

225

207

220

229

o239

314

210

187

226

a 178

a Sunday.
86 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Huron River at Geddes, Mich., for 190G, 1907, and 1908. 

[Drainage area, 757 square miles.]

Month.

1900.

May.............................................

July.............................................

1907.

May.............................................

July.............................................

1908.

July.............................................

Discharge in second-feet.

Maximum.

1.500 

699 

810 

862 

891 

642 

364 

225 

122 

288 

478 

1,120

1,500

1,970 

652 

1,030 

1,240 

1,370 

611 

422 

236 

588 

541 

520 

1,340

1,970

2,010 

2,830 

3,400 

1,370 

1,090 

574 

146 

493 

254 

236 

244 

378

Minimum.

206 

294 

227 

417 

325 

142 

56 

97 

40 

9Q 

147 

208

40

579 

276 

305 

532 

454 

232 

88.8 

44 

58.8 

199 

258 

230

44

292 

257 

559 

498 

345 

59 

38 

36 

76 

78 

77 

144

3,400 36

Mean.

686 

426 

515 

620 

454 

322 

148 

156 

83.6 

139 

272 

447

356

980 

386 

720 

859 

804 

410 

240 

138 

221 

316 

362 

452

491

673 

965 

2,060 

877 

627 

266 

96 

269 

143 

141 

153 

237

542

Per 

square 

mile.

0.906 

.563 

.680 

.819 

.600 

.425 

.196 

.206 

.110 

.184 

.359 

.590

.470

1.29 

.510 

.951 

1.13 

1.06 

.542 

.317 

.182 

.292 

.417 

.478 

.597

.647

.889 

1.27 

2.72 

1.16 

.828 

.351 

.127 

.355 

.189 

.186 

.202 

.313

.716

Run-off 

(depth in 

inches on 

drainage 

area).

1.04 

.59 

.78 

.91 

.69 

.47 

.23 

.24 

.12 

.21 

.40 

.68

6.36

1.49 

.53 

1.10 

1.26 

1.22 

.60 

.37 

.21 

.33 

.48 

.53 

.69

8.81

1.02 

1.37 

3.14 

1.29 

.95 

.39 

.15 

.41 

.21 

.21 

.23 

.36

9.73

HURON RIVER AT FLAT ROCK, MICH.

This station, which is located at the highway bridge at Flat Eock, 

Mich., about one-half mile below the crossing of the Detroit, Toledo 

and Ironton Railroad, was established August 6, 1904, to obtain 

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 to the section prevents the formation of ice in winter at the
HURON RIVER DRAINAGE BASIN. 87

gaging section, but jams frequently form below the station, causing 

backwater.

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.

Discharge measurements of Huron River at Flat Rock, Mich., in 1907 and 1908.

Date.

1907.

April 17........

1908.

Hydrographer.

A.M. Horton ......................................

.....do..............................................

Width.

Feet. 

100

100

95

Area of 

section.

Sq.ft. 

412

401

116

Gage 

height.

Feet.

3.54

.58

Discharge.

Sec.-ft.

884

152

Daily gage height, in feet, of Huron River at Flat Rock, Mich., for 1907 and 1908

[Observer, C. L. Metier.]

Day.

1907.a 

^

o

4...............

(j.. .............

8...............

9..-...-..-.-.-.

10...............

11...............

12 ..............

13..--....-......

14...............

15...............

16...............

17...............

18...............

19...............

20....... ........

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

1908. « 

1. ..............

2...............

3...............

4.. .............

5. ..............

Jan.

7.1

6.45

6.6

6.0

6.6

0. 65

4.8

4 95

\ jc

5.1

7.25

8.0

0 g

6.8

6.65

6.55

6.1

5

\

4 9

4.6

Feb.

6.2

6.2

5.7

5.05

4.75

4.65

4.3

4.25

4.15

4.0

3 9

3.8

3.75

3 9

4.0

4.45

4.4

3.8

3.8

3.55

3.4

3

0

3.35

Mar.

4.05

5.15

4.8

4.6

4.4

4.45

4.2

4.0

4.1

4.75

6.1

6.75

5.2

4 95

4.75

4.8

4.8

4.8

4.9

C Q

5.65

7.1

6 9

6.85

6.5

6.5

Apr.

4.95

4.7

4.4

4.4

4.35

4.05

4.0

4.0

3.95

3.8

3.55

3.55

3.55

Q A

2.6

2 5

2.5

2 45

2 4

2.4

2 95

6 9

6.7

C nc

fi. 05

May.

4.3

5.5

5 2

4. 7

4.35

4 4

4.35

4.15

3.65

q jc

0 0

3.15

3.05

3.05

3 1

0 1 C

3.05

0 A

2.85

2.8

2.8

9 C r

O QK

0 1

2 6

o 7

0 C =

q o

0 A

9 nc;

2.9

2 95

June.

3.10

3.20

3.15

3 1

3.1

3.05

2.95

2.85

2.7

2.6

2.65

9 Q^

q o

9 qc

2 15

2 15

2 1

9 1

2.0

1 95

2.1

2.0

1 Q^

1 9

3

0

q cc:

3 or:

3 9K

July.

1.65

1.2

1.25

1.25

1.25

1.25

1 ST

1 7^

OIK

2 Q5

2.0

1 45

1.5

1 65

1 9

1.95

1 ft

1.35

1 35

1.25

1 9.

Aug.

1.65

1.5

1.45

1.6

1.2

1.2

1.15

95

9

C

1.05

.85

or

OK

7C

.70

.7

or

.65

fi

Sept.

.85

80

90

1.25

1 3

1.25

1.15

1.0

1 ft

1 fi

1 ^

1.55

1 S

9 ^

1 °.^

1.4

1.4

1 i *

Oct.

2.8

2.5

2 4

2.45

9 ^^

9 9^

2.4

2 15

2 05

2.0

1

Q

1.75

1.75

1 95

9 ft

1 SI

i ft

1 Q

1 ft^

1.75

9 fl^

1 95

e;

Nov.

1 9

2.0

2.1

2.6

2 45

2

qc

2 25

9 9

2 1

9 9^

2.15

2 25

2.1

1 C

1 ft

1 9

2.75

2 5

9 ^

2 25

2 1 ^

1 1 ^

I 1 z.

Dec.

2.1

2.15

2.0

2.0

1 SS

2 o

2.4

1.65

2 0

9 9^1

9 *}

9 9"i

2 25

L85

1 9

9 95

9 ft

7 3

1.4

1 /i^

t See note at end of table, next page.
88 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Huron Hirer at Flat Rock. Mich., for ]90; and 1908 

Continued.

Day.

1908. 

(!........ .... .

8... ............

10. ..............

11: ..............

12........ .... .

13... ............

14...............

15............... 

16...............

19

20.......... ....

21...............

22. ..............

23.... ...........

24. ..............

2(i..... ..........

27.-.-..--..---..

28............. .

29

30. ..............

31...............

Jan.

4. 85

4.0

4.2

5.4

0.5

8. 05 

.35

. 35

.0

4.3

4.9

4.1

Feb.

3.4 

3.45

3. (35

3.8

4.2

li. 2

8.0

Mar.

..::!5 .

7. 85

7. 35

0. (i

7. 25

Apr.

0.1

0.05

r. 4

5.0

4. 85

4.75

4.35

4.1

3.8

3.05

0 A

3.3

3.4

3

9

3.25

May.

2

rr

2.85 

3.25

3.8

3.5

3.35

3.85

4 95

4.0

5.1

5.25

4.85

4.1

3

0

3.45

3.25

3.15

3.2

June.

3

1 ^

3.05 

3.0

2.6

2.5

2.2

2.3

2.15

2 05

1.75

1.95

2.25

2.1

i ft

1.6

1.4

1.05

July.

1.15

1.45 

1.2

11C

1.2

1.35

.8

.8

1.05

1.05

1.0

.95

1.1

1.1

t'.z

.5

.55

.8

.8

.8

Aug.

1.25

1.45 

1.05

1.15

.8

1.05

1.3

1.65

2.0

1.8

J-s

2. 05

1.7

1.05

1.05

1.45

1.55

1.45

1.45

1.35

1 9f%

9

Sept.

.65 

.4

.8

.75

.9

9

.85

. 75 

1.05

.95

.9

.9

.85

.85

. 05

.75

.8

Oct.

QC

.8

.8

.95

.85

1.1

1.15

1.05 

.95

1.0

.85

.85

.8

.8

.9

.8

.95

1.1

1.7

1.3

2.0

1. 05

1.1

Nov.

1.25

1.2

1.05

1.2

1.25

1.15

1.1

1. 15

1.05 

1.15

1.3

1. 15

1. 15

1. 15

1.1

1. 05

1.1

1.15

1.45

1.2

1.1

Dec.

1.45 

1.5

1.7

1.5

1.45

1.4

1.1

1.55 

1.25

1.55

1.7

1.45

1.3

1.05

1.5

1.35

1.65

1.2

1.85

1.0

1.0

NOTE. Ice conditions below the gaging section causing backwater at the gage probably prevailed from 

about January 23 to March 11, 1907, and from about January 11 to Februarv 13 and from about February 

20 to March 5. 1908. Water above the gage February 10 to 27 and March 7 to 20, 1908.

Rating table for Huron Rircr at Flat Rock, Mich., for 1907 and 1908.

Gage

height.

Feet.

0.30

0.40

0.50

0.00

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

Discharge.

Scc.-ft.

109

124

140

157

174

192

211

230

250

270

291

312

334

356

Gage

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2,00

2.70

2.80

2.90

3. 00

Discharge.

Sec.-ft.

379

403

427

452

477

503

529

550

583

(ill

639

668

697

727

 height.

Feet.

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

Discharge.

Sec.-ft.

757

787

818 ,

849

880

911

943

975

1,007

1.040

1,106

1,173

1,241

1,310

Gage

height.

Feet.

5.00

5.20

5.40

5. GO

5.80

6.00

6.20

6.40

0.60

6.80

7.00

8.00

Discharge.

Sec.-ft.

1.380

1.450

1,520

1,590

1 , 600

1,730

1,800

1,870

1,940

2,010

2,080

2, 480

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on five 

discharge measurements made during 1900-1908 and the form of the 1900 curve. It is well defined between

§

age heights 0.5 foot and 4 feet. This curve is probably also better for 1900 in place of the one used in Waterupply 1'aper No. 206.
LAKE ONTARIO DRAINAGE BASIN. 89

Monthly discharge of Huron River at Flat Rock, Mich.,for 1907 and 1908. 

[Drainage area, 1,000 square miles.]

Month.

1907.

Discharge in second-feet.

Maximum.

2 ISO

February

April.....................................

June . . ...........

July... ............ . .......

The year......................

190S.

1 990

1,360 

1,500 

943 

490 

403 

583 

742 

6.54 

2,300

2,300

2,060

April .....................................

May......................................

July......................................

The year ....... . . .......

2,040 

1,570 

1,040 

345 

503 

312 

452 

323 

440

Minimum.

556 

611 

334 

220 

148 

166 

368 

403 

270

148

802 

654 

240 

140 

132 

110 

140 

220 

250

Mean.

1,490 

700 

1,290 

903 

909 

610 

357 

253 

306 

475 

517 

689

708

1,030 

1,490 

2,860 

1,340 

1,000 

550 

231 

309 

207 

227 

258 

336

820

Per 

square 

mile.

1.49 

.700 

1.29 

.903 

.909 

.610 

. 357 

.253 

.306 

.475 

.517 

.689

.708

1.03 

1.49 

2.8(> 

1.34 

1.00 

.550 

.231 

.309 

.207 

.227 

.258 

.330

Run-off 

(depth in 

inches on 

drainage 

area).

1.72 

.73 

1.49 

1.01 

1.05 

.68 

.41 

.29 

.34 

.55 

.58 

.79

9 64

1.19 

1.61 

3.30 

1. 50 

1. 15 

.(il

!so

.23

.26 

.29 

.39

.820 11.16

Accuracy.

0. 

D. 

C. 

A. 

A. 

A 

B. 

15. 

15. 

A. 

A. 

B.

B:

A. 

A.

A. 

B. 

B. 

B. 

B. 

B. 

B.

NOTE. Discharge during the periods of ice conditions 1907-8, and during the period when the water \vas 

over the gage, were estimated on the basis of comparison with the discharge at Geddes and climatological 

reports. Discharge January 23 to 31, 1907, 1,020 second-feet; March 1 to 11, 1907, 950 second-feet; January 

11 to 31, 1908, 860 second-feet; February 1 to 13, 1908, 6CO second-feet; February 16 to 29, 1908, 2,230 

second-feet; March 1 to 5, 1908, 1,100 second-feet; March 7 to 20, 1908, 4,100 second-feet.

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 River, 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, the abrupt slopes of 

which attain altitudes of from 2,000 to 2,500 feet about the headwaters of the Genesee.
90 SURFACE WATER SUPPLY, 1907-8.

The easterly or Black River 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, Salmon, and Black rivers.

GENESEE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Genesee River 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 Rochester. 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; the summits of 

which attain elevations of from 2,000 to 2,500 feet above the tide.

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 

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, and Honeoye. These lakes form 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 rich and extensively cultivated. 

The areas and elevations of these lakes are shown in the following

table:

Areas and 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

a These lake basins are shown on the Honeoye, Canandaigua, Naples, and 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.
GENESEE RIVER DRAINAGE BASIN. 91

There are other excellent possibilities for storage in the Genesee 

basin and extensive surveys and studies have been made by the 

state water supply commission, which has suggested a dam at 

Portage, furnishing a storage capacity of 11,000,000,000 cubic feet, 

this to be utilized also for power development affording some 

30,000 horsepower. Such a reservoir would do much 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. 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.

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.

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.

Genesee River at Mount Morris, N. Y., 1903-1908.

Genesee River at Jones Bridge, Mount Morris, N. Y., 1903-1906, 3908.

Genesee River at Rochester, N. Y., 1904-1908.

Hemlock Lake at Hemlock, N. Y., 1894-1902.

Canadice Lake Outlet at Hemlock, N. Y., 1903-1908.

Honeoye Creek at East Rush, N. Y., 1903-1906.

GENESEE RIVEE AT ST. HELENA, N. Y.

This station is located at the steel highway bridge over the Genesee 

River at St. Helena, about 6 miles by river below Genesee Lower 

Falls, 4 miles from Castile, and 5J miles from Portageville. It was 

established August 14, 1908, primarily to determine the low-water 

discharge of Genesee River at this point. Conditions for obtaining
SURFACE WATER SUPPLY, 1907-8.

accurate records of discharge appear to be good, hence the station 

will be maintained to obtain general statistical and comparative data 

regarding the run-off conditions in the upper Genesee drainage basin. 

These data will be of value principally for power development.

The discharge is somewhat affected by ice during the winter period, 

but it is probable that fairlj71 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. The datum of the chain gage 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.

Discharge measurements of Genesee River at St. Helena, X. Y., in 1908.

Date. Ilydrographer.

..- ..do... .... ....... ..... . .... .. ..........

Width.

Feet. 

142

120

104

Area of 

section.

Sq.ft. 

260

193

164

Gage 

height.

Feet.

2.42

1.90

Discharge.

Sec.-ft. 

311

132

89.2

Daily gage height, in feet, of Genesee River at St. Helena, N. Y., for 1908. 

[Observer, Herman Piper.]

Day.

1.......

2.......

3.......

9.......

10.......

11.......

12.......

15.......

Aug. Sept.

........ 2.00

........ 2.00

1 90

........ 1.90

........ 1.80

........ 1.65

........ 1.90

........ 1.90

2.40 1.80

2.55 1.85

Oct.

2.00

1.90

1 90

1.90

1 90

1 90

1.85

1.80

1.90

1.85

1.92

Nov.

1.90

1.88

1.92

1.82

1.90

1.82

1.92

1.65

2.15

2.12

2.18

2.02

Dec.

1.95

1.92

2.02

1.98

2.12

1 90

1.95

2.00

2.15

2.12

2.02

1.98

2.05

Day.

16.......

18.......

19.......

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

OO

29.......

30.......

31.......

Aug.

2.45

3.05

2.75

2.45

2.35

2.25

2.25

2.15

2.15

2.15

2.15

2.05

2.05

Sept.

1.80

1.80

1.8

1.8

1.8

1.75

1.7

1.9

1.9

Oct.

1.90

1.92

1.88

1.82

1.82

1.82

1.82

1.80

1.82

1.80

1.82

1 90

1.82

1.90

Nov.

2.02

2.25

2.12

2.18

2.22

2.15

2.12

2.15

2.08

2.00

2.02

2.02

2.02

Dec.

2 08

2.15

2.45

2.35

2.25

2.28

2.30

2.28

2.25

NOTE. It is probable that ice conditions prevailed from December 4-31.

Rating table for Genesee River at St. Helena, N. Y.,for 1908.

Gage 

height.

Fed. 

1.60

1.70

1.80

1.90

Discharge.

Sec.-ft. 

53

71

95

122

Gage 

height.

Feet. 

2.00

2.10

2.20

2.30

Discharge.

Sec.-ft. 

152

185

221

261

Gage 

height.

Feet. 

2.40

2.50

2.60

2.70

Discharge.

Sec.-ft. 

303

347

394

444

Gage 

height.

Feet. 

2.80

2.90

3.00

Discharge.

Sec.-ft. 

495

550

610

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on th 

discharge measurements made during 1908 and high-water measurements made during 1909, and is fai 

well defined.

n three 

fairly
GENESEE RIVER DRAINAGE BASIN. 93

Monthly discharge of Genesee River at St. Helena, N. Y.,for 1908. 

[Drainage area, 1,030 square miles.]

Month .

Discharge in second-feet.

Maximum.

640 

152 

152 

241

Minimum.

152

62 

95 

62

Mean.

289 

109 

114 

160 

160

Per

square 

mile.

0.281 

.106 

.111

.155 

.155

Run-off 

(depth in 

inches 

on 

drainage 

area).

0.19 

.12 

.13 

.17 

.18

Accuracy.

A. 

B. 

B. 

B. 

C.

NOTE Discharge for December estimated on the basis of comparisons with the discharge at High Dam 

and Jones Bridge.

GENESEE RIVER AT MOUNT MORRIS, N. Y.

This station is located at the dam of the Mount Morris Power 

Company, Mount Morris, N. Y., and is about 2 miles above Canaseraga Creek. It was established May 22, 1903, to obtain data regarding the flow of the Genesee River. The discharge is divided into 

two parts that which runs over the dam and wasteways and that 

which is used at the mills. The station for obtaining 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.

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.

There is some leakage from a wasteway at the head of the canal and 

seepage through the canal banks which is not included in the estimates 

of discharge given below. This loss varies from about 6 second-feet 

at low stages to about 40 second-feet at medium and high stages.
94 SURFACE WATER SUPPLY, 1907-8.

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 plant at Mount Morris, N. Y.,

in 1905-1908.

Date.

1905.

Do. ........

1906. 

April 23-.....-.

1907.

1908.

July 22. ........

Hydrographer.

.... .do. .............................................

-....do..............................................

C. C. Covert. .......................................

.....do..............................................

C. C. Covert. .......................................

D. M. Wood. . ......................................

C. R. Adams.....................................

Width.

Feet. 

34

34

33 '36

34

36

34

36

30

30

29

29

Area of 

section.

Sq. ft. 

106

102

95

85

82.3

90.1

97 6

100

67

58.1

63.6

Gage 

height.

Feet. 

2.62

2.35

2.11

2.15

2.15

2.23

2.04

1.91

1.81

Discharge.

Sec.-ft. 

245

221

189

158

130

123

243

196

144

150

121

130

a. Measured from downstream side of bridge. The channel below was considerably obstructed by brush 

causing more or less backwater. 

6 No flow over the dam. Leakage about 2 second-feet. Waste from canal about 4 second-feet.

Daily discharge, in second-feet, of Genesee River at Mount Morris, N. Y.,for 1905-1908.

Day.

1905.a

2..............

5..............

6..............

9

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

Jan. Feb. Mar.

1,340

1,590

623, 500

16.400

Apr.

4,840

62,140

2,050

1,640

1,970

2,050

1,880

1,480

61,410

1,270

1,340

2,050

1,720

1,340

1,270

61,560

1,410

1,340

May. June.

.......

July. Aug. Sept.

274

274

245

231

274

274

245

216

6274

274

274

703

417

417

417

6703

545

460

375

Oct.

6187

216

245

289

274

216

6260

216

216

202

216

245

375

6417

318

318

318

289

809

Nov.

417

545

C79

6545

598

1,640

1,120

1,060

872

809

6809

783

651

598

598

598

598

6598

502

Dec.

1,500

1,140

3,320

1,990

1,660

1,430

1,430

1,660

61,660

1,220

955

955

776

437

352

6437

395

437

544

a See note at end of table, next page. 6 Sunday.
GENESEE EIVER DRAINAGE BASIN. 95

Daily discharge, in second-feet, of Genesee River at Mount Morris, N. Y., for 1905-

1908 Continued.

Day.

1905. 

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30

31 ..............

1906. 

1... .........

2..............

3... ...........

4.............

5..............

6..............

7.. ............

8... ...........

9..............

10..............

11..............

12.............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21 ..............

22..............

23..............

24. . ... ....

25..............

26..............

27..............

28..............

29..............

30..............

31..............

1907.& 

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

18..............

19..............

20..............

Jan. Feb.

1,770 

1,390 

1,110 

1,460 

2,640

1,610 

"1,050 

806 

648 

573

753 

859 

753 

a 701 

806

1,050 

1,460 

922 

1,110 

1,110

o5,460 

7,070 

6,920 

6,070 

3,040

1,850 

1,530 

ol,390 

1,110 

985 

985

4,280 

2,270 

1,850 

6,210 

4,520

o2, 550 

3,040 

9,410 

7,800 

3,690

2,640 

2,190 

o2,190 

1,770 

3,460

1,850 

1,110 

1,050 

1,530 

o~, 070 

o Su

985 

806 

552 

o467 

467

510 

595 

648 

806 

859

a985 

859 

552 

552 

467

467 

467 

o467 

467 

382

510 

806 

806 

701 

o859

859 

648 

467

922 

985 

o985 

859 

859

753 

648 

753 

753 

o859

753 

648 

648 

648 

753

753 

o753 

648 

648 

648

nday.

Mar,

9,850 

8,290 

8,450 

13,100 

14, 400

oll,100

9,930

7,460

5,810 

4,420

324 

386 

579 

al,320 

1,740

836 

833 

789 

693 

675

0530 

640 

550 

503 

510

517 

425 

o347 

372 

306

380 

432 

455 

497 

«432

519 

2,820 

10, 900 

4,290 

5,000 

8,400

467 

552 

0552 

510 

552

552 

467 

467 

467 

0467

467 

467 

753 

1,850 

6,070

5,130

06, 780 

6,920 

4,890 

5,660

Apr. May.

o3, 890 

3,020 

2,610 

3,100 

5,480

4,250 

3,540 

o2,490 

2,200 

5,530

5,250 

3,560 

2,790 

2,140 

o3,310

3,330 

2,500 

2,080 

1,590 

1,370

1,200 

ol,090 

1,220 

1,090 

1, 050

926 

823 

753 

0539 

726

1,930 

1,460 

1,390 

1,170 

1,110

1,250 

ol, 050 

922 

985 

1,050

1,110 

1,460 

1,850 

al,690 

1,460

1,390 

1,460 

1,390 

1,250 

1,110

841 

779 

3,420 

3,900 

1,990

ol,610 

1, 250 

918 

832 

1,360

1,150 

1,100 

o733 

918 

1,080

895 

886 

1,290 

1,010 

"697

630 

577 

529 

550 

1,080

761 

o644 

2,760 

1,650 

1,280 

994

2,120 

1,950 

1,560 

2,210 

o2, 620

1,720 

1,490 

2,300 

2,060 

1,640

1,420

al,270 

1,200 

1,070

877

1,080 

1,200 

956 

«694 

893 

ft See

June.

814 

814 

0722 

656 

568

1,680

2,270 

985 

710 

0548

629 

559 

456 

422 

422

392 

o433 

692 

674 

577

486 

462 

440 

o390 

498

419 

364 

355 

362 

306

735 

ol,420 

2,660 

1,550 

1,350

3,070 

2,050 

1,340 

o936 

893

787 

682 

682 

674 

674

0477 

578 

493 

485 

832 

note at

July. Aug.

n2l4 

306 

315 

363

489

419 

326 

o227 

317 

315

306 

288 

247 

263 

oll6

248 

431 

286 

277 

306

315

ol81 

274 

221 

207

234 

221

377 

o267 

265 

279

3,470 

1,940 

1,550 

1,120 

868

657 

o595 

570 

1,060 

771

666 

3,160 

3,070 

ol,280

877

657 

570 

519 

476 

476 

end of t

o245 

216 

216 

216

274

259 

227 

279 

444 

a 445

319 

308 

630

577 

465

380 

o772 

541 

444 

328

299 

279 

288 

a 199 

940

1,840 

958 

682 

895 

691

o398 

474 

612 

504 

398 

308

313 

313 

313

o!77 

246

255 

255 

248 

216 

209

o97 

224 

226 

226 

218

218 

209 

o82 

209 

226 

able, n(

Sept.

332 

303 

274 

« 303

245

245 

216 

216 

216 

202

274

a289 

274 

245 

274

274 

260 

231 

o231 

187

180 

180 

231 

245 

260

o274 

216 

216 

180 

180

216 

303 

0460 

396 

318

274 

245 

216 

216 

o303

0190 

190 

190 

190 

190

190 

190 

o!90 

227 

256

314 

415 

314

256 

0285

205 

190 

190 

205 

256 

;xt pag

Oct.

809 

0783 

783 

756 

703

677 

545 

572 

0502 

481 

439

545 

545 

439 

332 

354

625 

a4,110 

2,050 

1,410 

1,840

1,560 

1,340 

1,160 

al, 030

783

651 

598 

524 

502 

1,480

o2, 180 

1,310 

1,270 

998 

2,220

2,050 

1,380 

ol,060 

1,480 

1,270 

1,720

542 

415 

314 

457 

1,600

o796 

585 

1,040 

2,540 

1,100

743

743 

o849 

638 

585

585 

457 

415 

415 

o372

Nov.

502 

417 

417 

375 

375

o460 

502 

417 

2,590 

4,110

1,950 

1,790 

1,960 

ol,550 

1,390

1,120 

1,030

877 

806 

780

o877 

909 

1,100 

1,140 

1,110

1,050 

931

«2,500 

4,280 

2,550

7,010 

4,640 

2,550 

1,870 

ol,470

1,330 

1,270 

1,550 

1,400 

1,050

267 

414 

0468 

838 

827

710 

1,470 

3,260 

2,200 

al, 620

1,190 

1,070 

885

775 

719

566 

o604 

525 

531 

578

Dec.

671 

6,750 

3, 110 

o2,070 

1,360

1,080 

1,020 

829 

4,010 

4,980 

o2,070

859 

ol,050

868 

552 

648

2,950 

8,450 

2,220 

ol,640 

1,800

3,590 

1,700 

1,390 

1,460 

4,640

o4,990 

2,550 

1,880 

922 

868

1,130 

985 

o713 

510 

552

561 

648 

868 

753 

o665 

1,340

0745 

613 

294 

443

477

510 

516 

o607 

571 

1,360

4,350 

2,180 

1,420 

849 

o902

1,220 

1,030 

914

867 

565

NOTE. March 17-31, 1905, tailrace discharge assumed 220 second-feet; April 1-18, 1905, 150 second-feet; 

August 27-November 30, 1905, 150 second-feet; December 1-31, 1905, 170 second-feet.

January and February, 1906, tailrace discharge assumed 200 second-feet; September and October, 1906, 

150 second-feet. During the remainder of 1906 discharge through the tailrace based on daily gage heights 

and discharge measurements.
96 SUKFACE WATER SUPPLY, 1907-8.

Daily discharge, in second feet, of Genesee River at Mount Morris, N. Y., for 1905-

1908 Continued.

Day.

1907. 

21.............

22............. 9"?

24.............

25.............

26.............

28.............

31.............

1908. 

1.............

2.............

3. ............

4.............

5.............

6. ............

7. ............

8. ............

9.............

10.............

11.............

13.............

14.............

1 r

16.............

17.----....---.

18.............

19............

20.............

22. ............

23.............

25.............

26.............

27..--.....---.

28.............

29....--....--.

30.............

Jan.

4,400

1,250

985

859

1, 250

985

859

2, 520

1,990

1,660

1,510

al,080

723

829

829

829

678

678

"1, 020

3,110

2, 160

1,360

823

829

a 829

618

723

955

1,660

829

565

a 618

829

723

671

565

Feb.

648

552

467

a 552

510

467

510

618

a 522

437

522

522

829

776

723

a 829

829

892

1,220

1,500

"13,600

5, 760

3,110

2,520

2,330

1,220

1,360

a 1,220

1,080

1,220

1,080

723

Mar.

3,460

3,690

7, 360

"4,890

3, 460

2, 640

4,760

7, 360

3,460

«829

1,500

2,900

2,330

1,990

1,990

2, 520

o2, 710

1,990

1,990

2,160

5,230

9,710

12, 500

11, 100

4,730

3, 550

4,730

3,110

2,160

a 2, 330

3,110

4,250

4,010

3,320

5, 760

o7,770

4,490

3,110

Apr.

"1,050

859

859

8,270

4,760

6, 350

i3, 690

9 550

2,100

2,710

3,320

2,800

1 , 820

ol,820

2, 330

1,820

1,580

4,490

2,330

2,160

ol,660

1,360

1,220

2,160

2, 160

1, 220

a5, 230

4,490

3,110

2,240

1,580

1,430

1,360

«1,360

1,140

1,020

829

892

May. '

885

779

779

674

674

«993

931

815

] , 660

3,550

o4,980

3,320

2,520

1 , 820

2, 520

6, 320

6,0-10

06. 890

3,550

2,520

1,820

2,520

3,780

o2, 900

1,500

1,500

2,710

2,160

1,660

"1,080

1, 080

955

4,490

1,360

3,780

June.

528

570

"1,350

2. 050

1,720

1,880

948

3,110

1,990

1,360

1,080

955

829

"723

723

618

618

671

522

437

«522

6,890

1,820

1,220

723

618

723

« 723

618

522

5,230

1,660

1,220

723

"829

437

437

July.

«349

362

443

443

443

371

«398

4'-! 7

437

352

1,660

ol,080

618

522

437

352

294

352

"352

236

294

qco

294

294

"1,990

829

1,080

4,370

1,500

6,320

"1 990

1,080

829

618

522

480

Aug.

218

218

218

a 82

218

209

9AQ

209

a 474

346

288 >S8

431

431

346

o516

431

288

266

344

308

330

a 209

437

715

529

425

323

294

o281

350

257

236

214

192

215

0259

248

Sept.

227

"227

205

190

190

190

190

190

193

209

193

193

193

<>09

201

193

185

909

o!35

177

193

162

alll

162

162

162

148

148

142

«99

193

193

Oct.

372

372

415

415

415

343

a 415

343

500

193

177

193

"111

226

177

162

162

162

o99

142

148

148

148

148

135

ol29

177

193

148

162

162

alll

155

142

185

185

170

185

Nov.

581

584

587

508

510

763

780

"111

185

170

185

201

185

170

alll

185

185

201

215

185

185

267

231

231

251

"305

251

251

267

267

200

201

alll

201

Dec.

750

1,220

5,450

3,310

3,620

185

20!

1X5

1X5

201

185

201

a 99

201

001

23~)

251

267

303

«317

296

284

201

94

32f)

o317

325

279

296

367

t Sunday.

NOTE. January to April, 1907, tailrace discharge assumed 200 second-feel; September to October, 1907, 

190 second-feet. During the remainder of 1907 daily discharge through the tailrace based on daily gage 

heights and discharge measurements.

January to July, 1908, tailrace discharge assumed 170 second-feet; August 1 to 11, 1908, 164 second-feet. 

After August 11, 1908, discharge through the tailrace determined from daily gage heights and discharge

measurements.
GENESEE RIVER DRAINAGE BASIN. 97

Monthly discharge o/Genesee River at Mount Morris, N. Y.,for 1905-1908. 

[Drainage area, 1,070 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Per

square 

mile.

Run-off 

(depth in 

inches on 

drainage

1905.

March 17-31..................................... 23,500

April 1-18....................................... 4,840

August 27-31.................................... 274

September....................................... 703

October......................................... 809

November....................................... 4,110

December....................................... 6,750

1906. ]

January......................................... i 7,070

February....................................... J 985

March........................................... 10,900

April..........:................................., 5,530

May............................................. 3,900

June............................................ I 2,270

July............................................. 489

August.......................................... 1,840

September....................................... 460

October......................................... 4,110

November....................................... 7,010

December....................................... 8,450

The year.................................. 10,900

1907.

January......................................... 9,410

February........................................ 985

March........................................... 7,360

April............................................ 8,270

May............................................. 2,750

June............................................ 3,070

July............................................. 3,470

August.......................................... 313

September...................................... 585

October......................................... 2,540

November....................................... 3,260

December....................................... 13,200

The year.................................. 13,200

1908.

January......................................... 3,110

February........................................ 23,000

March........................................... 14,400

April............................................ 5,230

May............................................. 6,890

June............................................ 6,890

July............................................. 6,320

August.......................................... 715

September...................................... 209

October................................. ....... 226

November....................................... 325

December....................................... 367

The year.................................. 23,000

1,340

1,270

216

202

187

375

352

10,100

1,820

233

324

416

818

1,690

573

382

306

539

529

306

116

199

180

332

780

510

1,900

643

1,520

2,450

1,230

637

287

522

255

1,250

1,790

1,730

116 1,180

859

467

467

859

674

477

313

82

190

314

267

294

2,770

696

2,990

2,130

1,400

1,140

922

216

234

642

848

2,370

82 1,360

565

437

829

829

955

437

236

192

111

94

1,110

2,450

4,520

2,090

2,950

1,280

1,030

342

173

161

209

230

94 1,380

9.44

1.70

.218

.303

1.78

.601

1.42

2.29

1.15

.595

.268

.488

.238

1.17

1.67

1.62

1.11

2.59

.650

2.79

1.99

1.31

1.07

.862

.202

.219

.600

.793

2.21

1.27

1.04

2.29

4.22

1.95

2.76

1.20

.963

.319

.162

.150

.195

.215

1.29

5.27

1.14

.04

.34

.45

.85

1.82

2.05

.63

1.64

2.56

1.33

.66

.31

.56

.27

1.35

1.86

1.87

15.09

3.22

2.22

1.51

1.19

.99

.23

.24

.69

.88

2.55

17.39

1.20

2.47

4.86

2.18

3.18

1.34

1.11

.37

.18

.17

.22

.25

17.53

NOTE. Discharge 1905-1908 determined by adding the flow over the dam to the flow through the tailrace. Discharge through the waterway near the head of the canal has been disregarded.

Results 1905-1908 are considered to be fairly good for medium and high stages; at low stages estimates may be affected by insufficient gage readings to take account of pondage. At very low stages, where 

practically all the water flows through the tailrace, estimates are good where based upon gage heights 

and occasional discharge measurements.

For 1908. where available, the estimates at the Jones Bridge and St. Helena stations are considered to 

be more reliable than those at this station.

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 of 

Canaseraga Creek, and is about 5 miles below Mount Morris. It was

21635 IRR 244 10 7
98 SURFACE WATER SUPPLY, 1907-8.

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 has not been changed since its establishment.

Information in regard to 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 Genesee River at Jones Bridge, near Mount Morris, N. Y.,

in 1908.

Date. Hydrographer.

C. R. Adams. . .....................................

.....do..............................................

Width.

Feet.

84

71

67

Area of 

section.

Sq.ft. 

251

184

164

Gage 

height.

Feet. 

4.68

3.80

Discharge.

Sec.-ft. 

563

232

156

Daily gage height, in feet, of Genesee River at Jones Bridge, near Mount Morris, N. Y.,

for 1908.

[Observer, lOlizabeth B. Trewer.l

Day.

2. ......

3.......

5. ......

7.......

9

10.......

11.......

12.......

13.......

15.......

Aug.

4.55

4.65

4.6

4.45

Sept.

3.8

3.85

3.6

3.7

3.8

3.6

3.55

3.6

3.65

3.25

3.7

3.7

Oct.

3.65

3.65

3.6

2.95

3.6

3.6

3.5

3.45

3.55

3.6

3.2

3.65

3.6

3.6

3.5

Nov.

3.1

3.45

3.5

3.45

3.6

3.55

3.5

3.65

3.75

4.0

4.0

3.75

Dec.

3.8

3.9

3.75

3.5

3.55

3.3

3.55

3.65

3.7

3.8

3.6

3.55

3.35

3.7

Day.

16.......

17. ......

18.......

19

20.......

21.......

22.......

23.......

24.......

25.......

26. ......

27.......

28.......

30.......

31.......

Aug.

4.35

4.75

5.6

4.75

4.25

4,2

d s

4.3

4.1

4.0

3

QC

3.85

Sept.

3.65

3.4

3.75

3.1

3.5

3.55

3.5

3.45

3

f)C

3

RK

Oct.

3.55

3.55

3.15

3.6

3.4

3.45

3.5

3.5

3.6

3.5

3.55

3.55

Nov.

3.75

3.85

3.85

0 Q

3 Q

3.9

3 OK

3

0

3 6

Dec.

3 9

3.9

4 05

4 1 ^

4.1

4 1

4.1

4

7K

4.75

4

K

4 25

4.05

4.1

4.1

4.0

4.2

NOTE. The discharge was probably more or less affected by ice conditions December 15 to 31. 

Rating table for Genesee River at Jones Bridge, near Mount Morris, N. Y.,for 1908.

Gage 

height.

Feet.

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

35

45

60

80

100

125

150

Gage 

height.

Feet.

3.60

3.70

Discharge.

Sec.-ft.

175

205

3. 80 ! 235

3.90 i 265

4.00

4.10

4.20

300

335 <

370

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Sec.-ft.

410

450

490

530

575

620

665

Gage 

height.

Feet.

5.00

5.10

5.20

5.30

5.40

5.50

5.60

Discharge.

Sec.-ft.

710

760

810

860

910

960

1,010

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on three 

discharge measurements made during 1908 and is well- denned between gage heights 3.5 feet and 4.7 feet.
GENESEE EIVER DRAINAGE BASIN. 99

Monthly discharge of Genesee River at Jones Bridge, near Mount Morris, N. Y., for 1908. 

[Drainage area, 1,410 square miles.]

Month.

Discharge in second-feet.

Maximum.

1,010 

250 

190 

352

Minimum.

220 

52 

40 

60

Mean.

467 

171 

151 

216 

230

Per 

square 

mile.

0.331 

.121 

.107 

.153 

.163

Run-off 

(depth in 

inches on 

drainage 

area).

0.26 

.14 

.12 

.17 

.19

Accuracy.

A. 

A. 

A. 

A. 

B.

NOTE. Discharge December 15 to31, estimated, 270 second-feet on the basis of the discharge at High Dam 

and St. Helena. Discharge September 4-6, interpolated.

GENESEE RIVER AT ROCHESTER, N. Y.

This station is on the Elmwood avenue steel highway bridge in the 

city of Rochester, N. Y. It was established February 9, 1904, to 

determine the total flow of Genesee River. The record up to October 

4, 1908, was furnished by the city engineer and board of park commissioners of the city of Rochester, N. Y. Discharge measurements 

were made and rating curve developed by the United States Geological 

Survey.

The elevation of zero of gage is 506.848 Barge Canal datum, and 

245.591 feet Rochester City datum. The gage datum has remained 

the same since starting of 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 1907 and 1908.

Date.

1907. 

March 18.......

1908.

Hydrographer. Width.

Feet. 

383

341

Area of 

section.

Sq.ft. 

2,820

1.130

Gage 

height.

Feet. 

6.02

1.30

Discharge.

Sec.-ft. 

11,100
100 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, ofGenesee River at Rochester, N. Y.,for 1907 and 1908.

[Observer, W. Moran.]

Day.

1907. 

1... ............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17.. .......... ...

18...............

19...............

20...............

21...............

22. ..............

OO

26...............

27. ..............

28...............

29...............

30

31...............

1908.

2...............

4...............

5...............

6...............

7...............

8. ..............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16l ..............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24...............

25...............

26. ..............

27. ..............

28. ....... .......

29...............

30...............

31...............

Jan.

4.6

5.0

3.9

4.9

6.7

5.4

4.4

5.1

7.0

6.5

4.8

3.9

3.5

3.3

3.7

3.8

2.8

2.7

2.7

4.4

4.8

4.3

3.2

2.8

2.6

3.1

3.8

3.5

3.4

3.1

3.0

5.3

5.0

3.4

3.0

2.8

2.6

2.6

2.4

2.3

2.1

2.3

2.1

2.4

3.7

3.8

3.0

3.0

2.8

2.9

3.0

2.1

2.3

2.8

3.1

4.1

3.8

3.6

3.3

3.7

3.5

2.6

Feb.

3.0

2.7

4.7

4.8

4.5

4.3

4.1

3.9

3.7

3.5

3.3

3.1

3.1

2.9

2.7

2.7

2.6

2.4

2.4

2.3

2.4

2.4

2.4

2.3

1 9

1.8

1.8

2.9

2.6

2.6

2.5

2.5

2.4

2.5

2.6

2.6

2.6

2.6

2.6

2.7

5.6

5.4

7.4

8.5

8.9

7.8

5.3

4.5

3.9

3.4

2.9

2.8

2.5

2.7

2.5

2.8

Mar.

1.8

2.0

2.9

2.8

2.5

2.1

2.2

2.0

1.8

1.7

1.6

1.5

1.8

3.0

6.8

5.7

6.0

6.0

5.1

5.2

4.8

4.7

5.8

5.1

4.3

3.9

5.3

6.1

5.2

4.0

2.4

2.3

2.9

3.7

3.9

3.4

4.6

5.0

4.5

4.0

3.4

4.7

5.9

8.2

8.7

9.1

8.6

7.5

5.1

4.5

3.7

3.7

4.1

4.6

4.5

4.1

5.3

6.1

6.0

5.0

Apr.

3.5

3.1

2.8

2.6

2.5

2.5

2.4

2.3

2.3

2.3

2.4

2.7

3.1

3.3

3.1

3.0

2.9

2.8

2.7

2.5

2.3

2.7

6.55

5.1

5.9

4.5

3.8

3.7

3.7

3.5

3.1

3.0

3.1

3.0

3.0

3.7

3.3

3.0

3.0

2.9

2.7

2.4

2.7

2.8

2.6

4.3

5.5

4.5

3.6

3.1

2.9

2.7

2.7

2.5

2.3

2.1

May.

3.6

3.5

3.2

3.0

4.2

4.0

3.2

3.0

3.5

3.1

2.9

2.7

2.6

2.4

2.1

2.2

2.4

2.3

2.1

2.2

2.0

1 9

1.9

1.8

1.8

1.8

2.6

2.8

2.2

2.3

4.0

5.2

5.3

4.6

3.8

3.3

4.6

6.2

6.5

6.5

5.4

4.2

3.6

4.0

5.1

4.7

4.2

3.6

3.1

3.0

3.4

3.0

3.0

2.8

2.2

3.6

3.2

3.5

3.5

June.

2.0

1.9

2.0

3.1

2.5

2.3

3.5

2.9

2.3

2.0

1.9

1.8

1.7

1.6

1.5

1.5

1.5

1.5

1.5

1.5

2.0

1.8

2.0

2.7

2.7

2.2

2.0

1 9

3.6

3.4

2 9

2.4

2.1

2.0

1 9

1.9

1.8

1.6

1.4

1.6

6.6

2.9

2.1

2.0

1.9

1.8

2.0

3.6

2.3

2.1

2.0

1.9

1.8

1.6

July.

2.5

3.6

2.7

2.4

1.9

1.8

1.7

1.5

1.4

1.3

1.2

1.1

3.1

3.0

2.2

1.6

1.4

1.3

1.5

1.6

2.0

1.6

1.4

1.6

1.5

1.3

1.2

1.2

1.6

1.6

1.5

1.6

1.9

2.2

2.0

1.8

1.8

1.5

1.4

1.3

1.3

1.3

1.4

1.8

2.4

2.8

2.1

2.5

4.0

3.0

2.3

3.0

3.1

2.7

2.4

2.1

1.8

Aug.

1.2

1.2

1.3

1.2

1.1

1.1

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

.95

.95

.9

.9

.9

.9

.9

9

9

95

9

9

9

.9

9

.9

1.5

1.4

1.3

1.3

1.3

1.3

1.2

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.4

1.4

1.8

1.8

1.6

1.5

1.4

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

Sept.

0.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

1.0

1.1

1.1

1.15

1.1

1.0

1.0

1.0

1.0

.95

.95

.95

.95

1.0

1.0

1.0

.9

.9

.9

1.0

1.2

1.2

1.2

1.2

1.3

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.1

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

Oct.

1.1

1.3

1.3

1.3

2.3

1.9

1.7

2.3

2.9

2.2

1.9

1.9

1.8

1.8

1.5

1.4

1.3

1.2

1.2

i q

1.2

1.1

i ^

1.0

1.0

1.0

1.0

Nov.

1.3

1.2

1.2

1.2

1.7

1.7

1 Q

2.5

4.0

3

0

3.0

2.6

2.0

2.0

1 S

1.6

1.6

1.6

1.6

1.6

1.6

1.4

1.6

1.6

1.6

1.6

1 Q

2.0

Dec.

1.9

1 9

1.8

1.7

1.7

1.6

1.6

1.6

1.5

1.5

2.6

3.8

2.9

2.5

9 A.

2.3

2.5

3 fl

2.7

2

O

2.2

2.3

O A

5.5

7 9

7.3

S

O

5.6

7.2

7.0

5.7

NOTE. The discharge was probably not materially affected by ice conditions during January to March,
GENESEE RIVER DRAINAGE BASIN. 101

Rating table for Genesee River at Rochester, N. Y., 1903 to 1908.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Sec.-ft.

310

400

490

580

670

760

850

1,000

1,150

1,300

1,450

1,600

1,780

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

2.20

3.30

3.40

Discharge.

Sec.-ft.

1,960

2,140

2,320

2,500

2,700

2,900

3,100

3,300

3,500

3,720

3,940

4,160

4,380

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

Discharge.

Sec.-ft.

4,600

4,840

5,080

5,320

5,560

5,800

6,320

6,840

7,380

7,940

8,500

9,060

Gage 

1 height.

Feet.

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

Discharge.

Sec.-ft.

9,620

10,200

10,800

11,400

12,000

12,600

13,220

13,860

14,500

17,800

21,400

25, 100

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measurements made during 1904-1908, and is well denned.

Monthly discharge of Genesee River at Rochester, N. Y., for 1907 and 1908. 

[Drainage area, 2,360 square miles.]

Month.

1907.

July......................................

August.. .............. . ................

1908.

July......................................

Discharge in second-feet.

Maximum.

15,000

12,900 

13,100 

6,320 

4,600 

4,840 

670 

535 

3,300 

5,800 

17,500

17,500

9,340 

21,000 

21,800 

9,910 

12,900 

13,200 

5,800 

1,300

October

21,800

Minimum.

2,700

i,780 

1,300 

850 

490 

310 

310 

490 

580 

850

310

1,780 

2,320 

2,140 

1,780 

1,960 

760 

670 

580

Mean.

6,350 

1,500 

5,400 

4,210 

2,870 

1,850 

1,420 

393 

368 

1,020 

1,540 

4,930

2,650

3,790 

5,940 

9,080 

4,000 

6,020 

2,420 

1,780 

733 

280 

260 

350 

380

2,920

Per 

square 

mile.

2.69 

.636 

2.29 

1.78 

1.22 

.784 

.602 

.167 

.156 

.432 

.653 

2.09

1.12

1.61 

2.52 

3.85 

1.69 

2.55 

1.03 

.754 

.311 

.119 

.110 

.148 

.161

1.24

Run-off 

(depth in 

inches on 

drainage 

area).

3.10 

.66 

2.64 

1.99 

1.41 

.87 

.69 

.19 

.17 

.50 

.73 

2.41

15.36

1.86 

2.72 

4.44 

1.89 

2.94 

1.15 

.87 

.36 

.13 

.13 

.17 

.19

16.85

Accuracy.

A. 

C. 

B. 

B. 

B. 

B. 

B. 

C. 

C. 

B. 

B. 

B.

B. 

A. 

A. 

B. 

A. 

B. 

B. 

B. 

C. 

C. 

C.

c.

NOTE. Discharge February 1 to March 15,1907, estimated by the United States Geological Survey by 

comparison with the discharge at High Dam.

Discharge September to December, 1908, based on a study and intercomparison of the discharge at the 

three upper stations on this river. These results agree closely with discharge obtained for Genesee River 

at St. Helena and Jones Bridge. These latter records are considered much more reliable than those at 

High Dam. The discharge at Rochester as obtained by the rating table for September to December, 

1908, was believed to be too high and hence was reduced in accordance with the above.

OANADICE LAKE OUTLET AT 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
102 SURFACE WATER SUPPLY, 1907-8.

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 

for 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.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York, and the city 

engineer of Rochester.

Monthly discharge of Canadice Lake Outlet, Hemlock, N. Y., for 1907 and 1908. 

[Drainage area, 12.6 square miles.]

Month.

1907.

April...........

May............

July............

September .....

November. ..... 

December. .....

The year .

Discharge in 

second-feet.

Mean.

27.56 

13.06 

17.26 

21.37 

11.18 

7.66 

7.63 

5.90 

4.40 

3.44 

6.20 

17.02

11.89

Per 

square 

mile.

2.19 

1.04 

1.37 

1.70 

.888 

.608 

.606 

.468 

.349 

.273 

.492 

1.35

.944

Itun-off 

(depth 

in 

inches 

on 

drainage 

area).

2.52 

1.08 

1.58 

1.90 

1.02 

.681 

.697 

.538 

.391 

.314 

.551 

1.55

12.82

Mean 

elevation 

of lake 

above 

low 

water, 

in feet.

Month.

1908.

February. .....

July...........

September. . . .

The year.

Discharge in 

second-feet.

Mean.

26.4 

23.2 

33.6 

16.5 

32.0 

10.2 

11.2 

8.6 

4.3 

2.9 

4.0 

3.7

14.7

Per 

square 

mile.

2.10 

1.84 

2.67 

1.31 

2.54 

.810 

.889 

.683 

.341 

.230 

.317 

.294

1.17

Run-off 

(depth 

in 

inches 

on 

drainage 

area).

2.42 

1.98 

3.08 

1.46 

2.93 

.90 

1.02 

.79 

.38 

.27 

.35 

.34

15.92

Mean 

elevation 

of lake 

above 

low 

water, 

in feet.

2.042 

1.658 

2.143 

2.146 

1.893 

2.479 

2.213 

1.448 

.718 

.155 

-.345 

-.841

1.309

OSWEGO RIVER DRAINAGE BASIN. 

DESCRIPTION.

Oswego River is formed by the union of Seneca and Oneida rivers 

about 25 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
OSWEGO EIVEE DRAINAGE BASIN. 103

and north and south of about 80 miles. The total drainage area is 

about 5,000 square miles.

There is on the whole a gradual rise from the low, level lands, which 

border Lake Ontario, to the north-south ridges which separate the 

various lakes south of Seneca Kiver 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 (PL VII, A). 

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 of importance 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.

The following gaging stations have been maintained in this river 

basin:

Seneca Lake at Geneva, N. Y., 1905-6. 

Seneca River at Baldwinsville, N. Y., 1898-1908. 

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. 

Fall Creek near Ithaca, N. Y., 1908. 

Cayuga Lake at Ithaca, N. Y., 1905-1908. 

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 of Fish Creek at Point Rock, N. Y., 1898-99.
104 SUEPACE WATER SUPPLY, 1907-8.

West Branch of Fish Creek at McConnellsville, N. Y., 1898-1901. 

Oneida River at Brewerton, N. Y., 1899. 

Oneida River at Euclid, N. Y., 1902-1908. 

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 GREEK NEAK ITHACA, N. Y.

This station is located at the steel highway bridge about 1£ miles 

north of the city of Ithaca and about one-half mile below the Cornell 

University hydraulic laborator}^. It was established July 7, 1908, to 

obtain general statistical and comparative data regarding the total 

flow of Fall Creek.

The gage heights are somewhat affected by ice during the winter 

and may at times be slightly affected by backwater from Cayuga 

Lake, about 800 feet downstream and 4 or 5 feet lower in elevation.

The following wading measurement was made October 23, 1908: 

Width, 26.5 feet; area, 13.4 square feet; gage height, 0.34 foot; discharge, 22 second-feet.

Daily gage height, in feet, of Fall Creek near Ithaca, N. Y.,for 1908. 

[Observer, John J. Nolan.]

Day.

1. .........

3... .......

4..........

K

6..........

7..........

g

10. .........

11..........

12..........

13..........

14..........

15..........

July.

0.52

.82

.64

Aug.

0.42

.42

.42

.41

.42

.50

.52

.45

.40

.35

.38 

.39

.38

.78

Sept.

0.26

.20

.21

.26

.28

.25

.25

.25

.25

.28

.25

.25 

.25

00

.25

Oct.

0.35

.30

.26

.12

.28

.25

.28

QO

.25

.28

.28 

30

.28

Nov.

0.35

.26

.30

.38

.32

.36

30

.28

.45

.50

.51

.50 

.41

.42

.35

Dec.

0.40

.40

.42

.45

.36

.72

.58

.43

.45

.70

.11

.25

.40

.32

.40

Day.

16..........

18..........

19

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27.... ...... 

28..........

29

30..........

31.... ......

July.

0.68

.61

.58

60

.58

.60

1.52

.95

.90

.80

.75

.68

.54

Aug.

0.40

.34

.38

.32

.32

.32

.42

.38

.32

.32

.28

.30

.28

.28

.26

.28

Sept.

0.25

.20

.15

.10

.12

.14

.18

.10

.00

.02

.00

.11

.20

IK

.28

Oct.

0.31

.30

.28

OF:

.28

.28

.28

.15

.12

.12

.22

.25 

.35

.35

.35

.35

Nov.

0.48

.51

.48

RI

.46

.52

.38

.40

.41

.42

.40

.42 

.34

.30

.32

Dec.

0.32

.32

.42

.52

4.00

5.55

6.75

9.25

12.00

10.75

9.90

10.00 

10.00

5.05

4.15

NOTE. Ice conditions prevailed during December.

CAYUGA LAKE AT ITHACA, N. Y.

This station is located at the breakwater about 150 feet from the 

light-house at the south end of Cayuga Lake, near Ithaca, N. Y. It 

was established August 6, 1905. The station has been maintained 

to obtain records of fluctuations in the level of Cayuga Lake.

The datum of the staff gage has remained the same during the 

maintenance of the station. 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.
U. S. GEOLOGICAL SURVEY

A. STATE DAM ON OSWEGO RIVER AT OSWEGO, N.Y.

£. FALL ON MOOSE RIVER ABOVE LYONSDALE, N. Y.
OSWEGO RIVER DRAINAGE BASIN. 105

Daily gage height, in feet, of Cayuga Lake at Ithaca, N. Y'., for 1907 and 1908. 

[Observer, Fred Thomas.]

Day.

1907. 

1...............

2...............

3.. .............

4...............

c

6...............

7...............

8...........V...

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17. ..... .........

18...............

19...............

20...............

21...............

22. ..............

23...............

24...............

25...............

27...............

28...............

29...............

30...............

31...............

1908. 

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

18...............

19...............

20...............

O1

22...............

23. ..............

')T

26...............

27...............

28...............

29

30...............

01

Jan.

2.8

o -;

1.6

.......

1 4^

Feb.

2.35

1.8

.85

Mar.

1 0*

.75

1.05

1.75

0.75

3

1

3.05

Apr.

1.5

1.45

1.25

0 1

2.6

2.4

9 °.

May.

.......

i.95

2.0

1.7

1.5

2.5

2.7

3.0

2.65

June.

1.4

.95

.8

.9

2.4

2.3

2.5

1 QC

July.

1.15

1.2

1.1

1.15

1.8

1.75

i.95

Aug.

1.1

1.5

1.0

.95

.95

1.85

1.9

1.9

1.75

1.7

Sept.

i.5

1.0

1.0

1.65

1.5

1.55

1.3

Oct.

0.95

.9

.85

.65

1.2

1.1 '

.95

.8

.9

Nov.

0.55

.9

.85

0.45

.15

.00

-.25

Dec.

......

0.35

.7

.75

1.7

1.8

-.4

-.45

_ 4

-.6

NOTE. Lake frozen about the gage from about January 19 to about March 20, 1907; also from the early 

part of December to December 23, 1907, when the ice went out.

Lake frozen about the gage from about January 11 to March 14,1908, when the ice went out; also probably frozen during part of December, 1908, although no note is available to that eflect.
106 SURFACE WATER SUPPLY, 1907-8.

. SENECA RIVER AT BALDWINSVILLE, 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, 

which has furnished the accompanying records.

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 

during 1905, as in previous years, and allowance for this leakage has 

been made. The record has also been checked by current-meter 

measurements made during 1901, 1903, 1904, and 1905 at Belgium.

Owing to the complicated conditions of flow at this station and the 

uncertainty regarding leakage the results are considered to be only 

fair in accuracy.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Daily discharge, in second-feet, of Seneca River at Baldwinsville, N. Y.,for 1907 and 1908.

Day.

1907. 

1.... ...........

2...............

4 ..............

5 .............

6...............

7.. .......

8...............

9...............

10...............

11...............

12...............

13...............

14...............

IS...............

16. .......

17..............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

Jan.

5,341

5,775

6,579

6,511

06, 346

6,820

7,115

7,143

7,143

7,041

7,038

06, 282

6.864

6, 717

6,623

6,358

6,488

5,417

"5, 337

5,565

3,944

3,523

3,164

2,920

Feb.

4,242

4,226

»3, 731

4,285

4,242

4,105

4,105

4,057

3,982

o3, 526

3,924

3,378

3,296

3,107

3,097

a3, 038

3,352

3,351

3,402

3,398

3,302

3,007

o2,599

2,801

Mar.

2,712

2,829

o2, 814

3,301

3,320

3,166

3,129

3,033

3,006

o2,633

3,071

3,013

3,146

3,461

3,855

4,381

«4, 403

5,423

5, 570 . 5,817

5,817

5,942

05, 423

6,051

Apr.

5,630

5,423

5,127

5,261

4,736

04,087

4,775

4,667

4,591

4,514

4,446

4,388

«3, 729

4,499

4,454

4,454

4,275

4,319

4,010

o3,393

3,934

3,657

3,840

4,375

May.

5,426

5,476

5,326

5,171

o4,623

5,150

5,070

4,996

4,980

4,779

4,942

<z4,241

4,912

4,964

4,704

4,952

4,775

4,742

o4,045

4,754

4,486

4,463

4,255

4,143

4,076

June.

3,842

"3, 039

3,829

3,884

3,950

3,861

4,132

4,003

03, 160

3,773

3,738

3,525

3,519

3,432

3,365

<*2, 695

3,123

3,245

3,214

2,995

2,850

2,913

o2, 392

2,865

2,801

July.

2,918

2,846

2,767

1,989

1,597

2,634

o2,068

2,829

2,782

2,711

2,424

2,643

2,628

ol,883

2,737

2,578

2,578

2,532

2,418

2,284

<Jl,843

2,319

2,353

2,121

2,659

Aug.

2,057

2,063

2,054

ol,311

1,892

2,151

2,205

1,998

1,903

1,893

ol,311

2,213

1,923

1,714

1,663

1,663

1,511

<il,038

1,679

1,448

1,247

1.114

978

1,000

0823

Sept.

o625

1,245

1,267

1,277

1,405

1,497

1,322

<*S39

1,426

1,375

1,137

1,801

1,690

1,415

a 898

1,671

1,587

1,671

1,671

1,640

1,735

ol,119

1,990

1,879

1,784

Oct.

1,959

2,048

2,048

2,121

2,127

ol,253

2,138

2,128

2,135

2,397

2,595

2,675

al.806

2,454

2,458

2,409

2,409

2,377

2,376

ol, 742

2,510

2,510

2,527

2,247

2,239

Nov.

2,477

2,583

"2, 249

2,850

2,924

2,885

2,164

3,539

4,012

03, 619

4,525

4,587

4,513

4,267

4,136

4,201

03, 140

3,541

3,405

3,349

3,294

3,251

3,388

o2, 771

3,174

Dec.

o3, 114

3,610

3,386

3,284

3,217

3,163

3,083

o2,404

2,976

2,893

3,366

3,588

3,588

3,332

o2, 712

3,291

3,476

3,596

3,729

3,690

3,645

o3,081

3,746

4,395

4,597

o Sunday.
OSWEGO EIVEE DRAINAGE BASIN. 107

Daily discharge, in second-feet, of Seneca River at Baldwinsville, N. Y.,for 1907 and

1908 -Continued.

Day.

1907. 

26. ..............

27...............

28...............

29. ..............

30. ..............

31...............

1903.

2...............

3...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13. ..............

14...............

15...............

16...............

17...............

18...............

19

20...............

21...............

22...............

23...............

24...............

25. ..............

26...............

27...............

28. ..............

29. ..............

30. ..............

31...............

Jan.

4,110 

04, 292 

4,187 

4,187 

4,144

4,177

6,017 

6,162 

6,001

5,873 

o5,219

5,286

4,783

4,455 

4,455 

4,332

5,175 

a3, 756 

4,470 

4,583 

4,603

4,541 

5, 732 

4,161 

o3, 573 

4,800

3,445 

3,588 

3,293 

3,109 

2,965

o2, 193 

2,948 

2, 654 

2,470 

2,353

2,145

Feb.

2,588 

2,530 

2,626

2,511 

ol,804 

2,303

2,420 

2,848

2,915

2,777

2,791 

«2,434 

2,709

2,891 

2,921 

2,951 

3,105 

4,474

o5, 117 

5,586 

5,372 

5,649 

5,632

5,497 

5,369 

o5,007 

5,305 

5,055

5,089 

5,029 

4,812 

4,694

Mar.

5,915 

5,825 

5,825 

5,826 

5,725 

05, 134

04, 196 

4,687 

4,692

4,684 

4,687

4,684 

5,046

04, 672 

5,177 

5,229.

5,427 

5,937 

6,192 

6,172 

o5,788

6,873 

7,072 

7,188 

7,269 

7,269

7,217 

o6,550 

7,032 

6,892 

6,612

6,612 

6,482 

6,188 

o5, 740 

6,168 

6,042

Apr.

4,667 

4,824 

04, 432 

5,332 

5,355

5,835 

5,835 

5,828

5,789 

o4,822 

5,310 

5,052 

4,803

4,797 

5,055 

4,913 

o3, 944

4,838

5,059 

5,459 

5,315 

5,356 

5,325

o4, 314 

5,247 

5,340 

5,090 

5,090

May.

o3, 416 

4,199 

4,170 

4,005 

3,694 

3,998

5,222 

5,449 

o4,424 

5,575 

5,561

5,695 

5,441 

5,678 

5,949 

05, 184

6,078 

6,338 

6,518 6,262* 

6,258

6,239 

o5, 184 

6,128 

6,002

5,872

5,742 

5,738 

5,460 

o4, 414 

5,330

5,090 

5,037 

4,645 

4,536 

4,485 

o3,971

June

2,768 

2,671 

2,616 

2,673 

o3, 203

4,461 

4,288 

4,250 

4,174 

3,852

4,003 

o2, 958 

3,962 

3,943 

3,756

3,758 

3,568 

3,237 

o2,385 

3,876

4,296 

4,494 

4,472 

4,344 

4,348

o3, 772 

3,407 

3,202 

3,212

2,824

2,738 

2,611 

o2, 291 

2,460 

2,684 

.......

July.

2,604 

2,509 

ol, 794 

2,344 

2,212 

2,164

2,412 

2,234 

2,240 

1,846 

ol,507

2,741 

2,669 

2,814 

2,648 

2,585

2,398 

ol,583 

2,333 

2,384 

2,327

2,182 

2,266 

2,335 

ol,933 

2,536

2,771 

3,001 

3,093 

3,007 

3,061

o2,333 

3,031 

3,031 

2,875 

2,719 

1,950

Aug.

1,196 

1,119 

1,076 

983 

1,115 

1,065

2,254 

ol, 737 

2,273 

2,004 

2,036

2,042 

2,044 

1,881 

ol,280 

1,951

1,851

1,814 

1,790 

1,793 

1,760

ol,187 

1,837 

1,910 

1,861 

1,748

1,884 

1,306 

ol,109 

1,671 

1,453

1,535 

1,537 

1,601 

1,112 

0526 

1,103

Sept.

1,732 

1,610 

1,770 

ol, 151 

1,855

1,116 

1,058 

1,150 

1,052 

987

o653 

967 

1,205 

1,179 

1,110

1,597 

1,648 

ol,400 

1,591 

1,501

1,323 

1,403 

1,390 

1,338 

ol,001

1,312 

1,277 

1,307 

1,380 

1,386

1,396 

ol, 053 

1,473 

1,461 

1,018

Oct.

2,101 

ol,279 

2,596 

2,546 

2,585 

2,550

1,605 

1,705 

1,718 

ol,346 

1,773

1,579 

1,582 

1,552 

1,712

1,787

ol,288 

1.773 

1J659 

1,609 

1,662

1,678 

1,646 

ol,346 

1,799 

1,771

1,771 

1,741

1,771 

1,826 

ol,374

1,934 

1,934 

1,934 

2,035 

1,299 

1,284

Nov.

3,184 

3,168 

2,050 

3,519 

3,339

ol,300 

1,908 

1,801 

1,801 

1,798

1,801 

1,798 

ol,502 

2,003 

2,003

1,978 

1,833 

1,779 

1,779 

ol,300

1,586 

1,509 

1,509 

1,636 

1,580

1,578 

ol,274 

1,638 

1,688 

1,562

1,353 

1,608 

1,606 

ol,121 

1,407

Dec.

5,596 

5,880 

6,037 

05, 595 

6,113 

6,192

1,850 

1,761 

1,789 

1,740 

1,741

ol,450 

1,871 

1,701 

1,693 

1,592

1,581 

1,554 

ol,363

1,778 

1,637

1,572 

1,517 

1,339 

1,634 

ol,684

1,925 

1,780 

1,660 

1,381 

633

1,698 

ol,242 

1,772 

1,512 

1,491 

1,474

"Sunday.
108 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Seneca River at Baldmnsville, N. Y.,for 1907 and 1908. 

[Drainage area, 3,100 square miles.]

Month.

1907.

July.......... ....... ............. . ....... .

1908.

July.............................................

December

Discharge in second-feet.

Maximum.

7,140 

4,280 

6,050 

5,630 

5,480 

4,130 

, 2,920 

2,210 

1,990 

2,680 

4.590 

0, 190

7,140

6,160 

5,650 

7,270

6,520 

4,490 

3,090 

2,270 

1,650 

2,040 

2,000 

1,920

7,270

Minimum.

2,920 

2,530 

2,630 

3,390 

3,420 

2,390 

1,600 

823 

625 

1,250 

2,050 

2,400

625

2,140 

1,800 

4,200 

3,940 

3,970 

2,290 

1,510 

526 

653 

1,280 

1,120 

633

526

Mean.

5,580 

3, 460 

4,370 

4,5QO 

4,610 

3,270 

2,410 

1,530 

1,470 

2,240 

3,340 

3,880

3,390

4,170 

3,970 

5,950 

5,140 

5,470 

3,590 

2,480 

1,670 

1,260 

1,600 

1,630 

1,590

3,220

Per 

square 

mile.

1.80 

1.12 

1.41

1.47 

1.49 

1.05 

.777 

.494 

.474 

.723 

1.08 

1.25

1.09

1.35 

1.28 

1.92 

1.66 

1.76 

1.16 

.800 

.539 

.406 

.535 

.526 

.513

1.04

Run-off 

(depth in 

inches on 

drainage 

area).

2.08 

1.17 

1.63 

1.64 

1.72 

1.17 

.90 

.57 

.53 

.83 

1.20 

1.44

14.88

1.56 

1.38 

2.21 

1.42 

2.03 

1.29 

.92 

.62 

.45 

.62 

.59 

.59

13.68

NOTE. Discharge April 1 to 7, 1908, estimated 5,850 second-feet.

SKANEATELES LAKE OUTLET AT WILLOW GLEN, N. Y.

This station is located in the village of Willow Glen, 1.5 miles below 

the foot of Skaneateles Lake, and was established March 10, 1895. 

It 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.
OSWEGO KIVER DRAINAGE BASIN. 109

There are several small water-power developments 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 

the presence of ice. Conditions are good for obtaining accurate 

discharge, and a very good rating table has been developed.

Information in regard to this station is contained in the reports 

of the state engineer and surveyor, State of New York.

Discharge measurements of Skaneateles Lake outlet at Willow Glen, N. Y., in 1908.

Date.

Do.........

llydrographer.

D. M. Wood. .......................................

.....do...............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

24

24

27.5

27.5

28.5

Area of 

section.

Sq.ft.

53.1

51.2

37.6

Gage 

height.

Feet. 

0.86

.86

1.17

1.17

1.00

Discharge.

Sec.-ft. 

72.5

74.6

138

131

o Measurement made at second bridge above weir

Daily discharge, in second-feet, of Skaneateles Lake outlet at Willow Glen, N. Y., for

1907 and 1908.

[Observer, Edward Cotiran.]

Day.

1907. 

1...............

2

3. .......... ----

4...............

6. ........... ---

7...............

8...............

9

10...........--,. 

11...............

1 9

13. ..............

15...............

16..... ......... - 

17...............

18.. ............. 

19............... 

20...............

21...............

23...............

24............... 

25...............

26............... 

27...............

28............... 

29...............

on

01

1908. 

1. ..............

S. ..............

4. .........

5...............

Jan.

41 7

44.1

48.9

48.9 

39.4

58.9

58.9

58.9

48.9

48.9 

48.9

48 9

58 9

58.9

58.9

53.8 

53.8

53.8 

53.8 

53.8

53.8

53.8

48.9

48.9 

48.9

48.9 

48.9

48.9 

48.9 

48.9

48.9

61.5

56.5

56.5

56.5

56.5

Feb.

48.9

48.9

44.1

41.7

41.7

41.7

39.4

39.4

39.4

39.4 

39.4

39.4

39.4

39.4

39.4

39.4 

39.4

39.4 

39.4 

39.4

39.4

39.4

39.4

39.4 

39.4

39.4 

39.4

39.4

56.5

56.5

56.5

56.5

Mar.

39.4

39.4

39.4

39.4 

39.4

39.4

39.4

39.4

39.4

39.4 

39.4

39.4

39.4

39.4

41.7

41.7 

39.4

39.4 

39.4 

41.7

41.7

41.7

41.7

44.1

46.4

48.9 

51.4

53.8 

53.8 

53.8

53.8

56.5

58 9

61.5

58.9

61.5

Apr.

53.8

53.8

53.8

16.3 

16.3

16.3

16.3

16.3

16.3

10.4 

10.4

7.8

7.8

7.8

7.8

7.8

7.8

7.8 

7.8 

7.8

7.8

5.4

5.4

13.3 

19.6

16.3 

16.3

7. 8 

5.4 

3.1

122

122

122

82.4

91.0

May.

25.0

25.0

25.0

25.0 

25.0

25.0

23.2

23.2

23.2

25.0 

25.0

23.2

23.2

23.2

23.2

23.2 

23.2

23.2 

27.0 

27.0

27.0

27.0

27.0

27.0 

28.9

30.9 

30.9

28.9 

28.9 

28.9

27.0

119

119

106

119

119

June.

27.0

27.0

27.0

27.0 

27.0

28.9

35.0

30.9

27.0

27.0 

27.0

27.0

27.0

27.0

27.0

27.0 

27.0

27.0 

48.9 

48.9

48.9

48.9

37.2

35.0 

35.0

35. 0 

35.0

35.0 

35.0 

35.0

133

106

106

106

106

July.

39.4

39.4

39.4

37.2 

35.0

35.0

35.0

35.0

35.0

35.0 

35.0

35.0

35.0

35.0

35.0

35.0 

35.0

35.0 

35.0 

35.0

35.0

35.0

58.9

64.0 

64.0

58.9 

53.8

53.8 

53.8 

53.8

53.8

91.0

91 0

91.0

91.0

88.0

Aug.

39.4

41.7

39.4

39.4 

39.4

39.4

39.4

39.4

39.4

39.4 

39.4

39.4

39.4

39.4

39.4

39.4 

39.4

39.4 

39.4 

39.4

39.4

39 4

39.4

39.4 

37.2

37.2

35.0 

35.0

35.0

85.3

85.3

106

106

106

Sept.

35.0

58.9

44.1

35.0 

35.0

35.0

35.0

35.0

35.0

35.0 

35.0

35.0

64.0

64.0

61.5

61.5 

58.9

56.5 

35.0 

97.0

97.0

97.0

53.8

53.8 

53.8

53.8 

53.8

53.8 

56.5 

53.8

85.3

85.3

85.3

85.3

85.3

Oct.

53.8

53.8

53.8

56.5 

58.9

58.9

56.5

66.5

58.9

53.8 

56.5

56.5

53.8

53.8

53.8

53.8 

53.8

53.8 

53.8 

53.8

53.8

53.8

53.8

53.8 

53.8

53.8 

58.9

58.9 

53.8 

53.8

82.4

82.4

82.4

82.4

82.4

Nov.

53.8

53.8

53.8

53.8 

53.8

53.8

64.0

58.9

58.9

56.5 

56.5

56.5

53.8

53.8

53.8

53.8 

64.0

64.0 

61.5 

56.5

56.5

56.5

56.5

56.5 

56.5

56.5 

56.5

56.5 

51.4 

53.8

82.4

82.4

82.4

82.4

82.4

Dec.

53.8

51.4

51.4

53. 8 

53.8

53.8

53.8

53.8

56.5

58.9 

61.5

58.9

58.9

61.5

61.5

58.9 

58.9

53.8 

53.8 

53.8

53.8

53.8

53.8

64.0 

64.0

61.5 

61.5

64.0 

10.4 

64.0

58.9

82.4

82.4

82.4

82.4

82.4
110 SUEFACE WATEE SUPPLY, 1907-8.

Daily discharge, in second-feet, of Skaneateles Lake outlet at Willow Glen, N. Y., for

1907 and 1908 Continued.

Day.

1908. 

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.

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

Feb.

56.5

56.5

56.5

53.8

53.8

51.4

51.4

51.4

56.5

66.5

61.5

56.5

50.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

56.5

Mar.

82.4

82.4

77.0

77.0

77.0

77.0

82.4

85.3

85.3

91.0

85.3

82.4

82.4

82.4

82.4

82.4

91.0

91.0

91.0

91.0

94.0

106

113

113

113

122

Apr.

91.0

94.0

94.0

94.0

94.0

97.0

94.0

94.0

106

106

100

97.0

110

106

100

94.0

113

113

113

113

113

113

113

113

May.

127

127

127

133

130

140

140

140

140

140

133

140

140

140

140

140

136

136

133

133

133

133

133

133

133

133

June.

106

100

100

94.0

88.0

88.0

88.0

88.0

94.0

94.0

94.0

85.3

85.3

85.3

85.3

85.3

85.3

88.0

88.0

85.3

85.3

85.3

85.3

85.3

85.3

July.

88.0

88.0

88.0

88.0

88.0

88.0

88. C

88.0

85.3

85.3

85.3

88.0

91.0

94.0

100

106

94.0

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

Aug.

106

106

106

106

94.0

94.0

85.3

85.3

88.0

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

85.3

Sept.

85.3

85.3

85.3

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

CO A

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

Oct.

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

85.3

82.4

82.4

82.4

Nov.

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

82.4

Dec.

82.4

82.4

82.4

37.2

37.2

37.2

37.2

37.2

37.2

37.2

37.2

37.2

37.2

37.2

37.2

37.2

37.2

37.2

53.8

53.8

53.8

53.8

53.8

46.4

48.9

o48.9

a Estimated.

Monthly discharge of Skaneateles Lake outlet at Willow Glen, N. Y., for 1906, 1907,

and 1908.

[Drainage area, 74.2 square miles.]

Month.

January 6... 

February &. 

March &....

April......

May.......

June......

July.......

August....

September. 

October... 

November. 

December..

1906.

The year.

January....

February c. 

March c....

April.......

May........

June........

July........

August.....

September. 

October....

November.. 

December..

1907.

The year.

Discharge in second-feet.

^outlet. 23SJ? Total.

30.9

30.7

31.2

35.1

69.7

67.8

67.1

77.2

68.4

57.8

58.1

55.6

54.1

51.2

40.5

42.8

15.0

25.8

32.6

41.9

38.6

52.6

55.4

56.4

55.9

42.4

18.1

19.7

19.7

19.4

19.2

19.2

19.2

18.9

18.6

18.6

18.6

18.5

19.0

18.6

18.7

18.8

18.9

19.0

19.0

19.0

19.0

18.7

18.4

18.4

18.4

18.7

49.0

50.4

50.9

54.5

88.9

87.0

86.3

96.1

87.0

76.4

76.7

74.1

73.1

69.8

59.2

61.6

33.9

44.8

51.6

60.9

57.6

71.3

73.8

74.8

74.3

61.1

Per 

square 

mile.o

0.660

.679

.686

.735

1.20

1.17

1.16

1.30

1.17

1.03

1.03

1.00

.985

0.941

.798

.830

.457

.604

.695

.821

.776

.961

.995

1.01

1.00

.824

Run-off

(depth in 

inches on 

drainage 

area). a

0.76

.71

.79

.82

1.38

1.30

1.34

1.50

1.30

1.19

1.15

1.15

13.39

1.08

.83

.96

.51

.70

.78

.95

.89

1.07

1.15

1.13

1.15

11.20

a Including diversion for water supply of Syracuse.

6 The discharge during January, February, and March, 1906, was slightly affected by ice.

c The discharge during February and March, 1907, was probably slightly affected by lee.
OSWEGO KIVEK DRAINAGE BASIN. Ill

Monthly discharge of Skaneateles Lake outlet at Willow Glen, N. Y., for 1906, 1901,

and 1908 Continued.

Month.

1908.

July..... ....... . ............................

Discharge in second-feet.

Maximum.

56.7 

56.3 

85.0 

104 

132 

93.0 

88.8 

92.0 

83.2 

82.5 

82.4 

52.6

Minimum.

18.4 

18.6 

19.0 

19.0 

19.0 

19.0 

19.0 

19.0 

19.0 

19.0 

19.0 

19.0

84. 0 18. 9

Mean.

75.1 

74.9 

104 

123 

151 

112 

108 

111 

102 

102 

101 

71.6

103

Per 

square 

mile.

1.01 

1.01 

1.40 

1.66 

2.04 

1.51 

1.46 

1.50 

L37 

1.37 

1.36 

.965

1.39

Run-off 

(depth in 

inches on 

drainage 

area).

1.16 

1.09 

1.61 

1.85 

2.35 

1.68 

1.68 

1.73 

1.53 

1.58 

1.52 

1.11

18.89

NOTE. Discharge measurements made during 1908 indicate that the above values for 1906 should be 

"rated as fair (e) instead of approximate, as given in Water Supply Paper No. 206. 

Values for 1907 and 1908 rated as fair (c).

ONEIDA RIVER NEAR EUCLID, N. Y.

This station is located at Schroeppel's bridge, about 7 miles 

upstream from Three River Point, and was established August 30, 

1902, to obtain general information regarding the flow of Oneida 

River, which is of importance both for water-power development and 

canal purposes.

Gage-height observations are made by measuring down to the 

water surface from a reference point on the bulkhead coping of the 

lock at Oak Orchard state dam, 0.4 mile above Schroeppel's bridge. 

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.

The reference datum has remained the same during the maintenance of the station. 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 opening of lock paddles in winter and for flashboards 

when used.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York, and this station 

has been maintained by the state engineer's department since May 

1, 1907,
112 SUEFACE WATEK SUPPLY, 1907-8. 

Daily discharge, in second-feet, of Oneida Ri^er near Euclid, N. Y.,for 1907 and 1908.

Day*

1907. 

I. ..............

2. ..............

3. ..............

5...............

6...............

7...............

8...............

9. ..............

10. ..............

11...............

12. ..............

13. ..............

14.... . ........

15...............

16...............

17...............

18. ..............

19...............

20. ..............

21...............

22...............

23. ..............

24...............

25...............

26. ..............

27. ..............

28. ..............

29. ..............

30...............

31...............

1908. 

1...............

2.. ... ........

3...............

5...............

6..............

8..............

9. .............

10..............

11..............

12. .............

13..............

14. .............

15..............

16. .............

17..............

18..............

20..............

21..............

22. .............

23. .............

24. .............

25..............

26. .............

27. ..............

28. ..............

29. ..............

30. ..............

31...............

Jan.

3,220 

4,900 

6,090 

6,580 

6,580

07,100 

7,100 

7,880 

7,660 

7,360

7,360 

7,100 

07,100 

6,840 

6,580

6,580 

7,360 

7,880 

5,840 

o5,600

5,600 

5,840 

5,600 

5,130

4,680

4,450

a4,450 

4,450 

4,450 

4,450

3,620

5,679 

5,802 

5,556 

4,846 

a4,846

6,797 

6,171 

4,846 

4,730 

4,620

5,310 

a.4,5W 

3,972 

4,180 

4,076

3,764 

3,764 

3,566 

n3, 472 

3,378

3,378 

3,284 

3,100 

3,190

3,100

o2, 920 

2,830 

2,920 

3,100 

3,190 

3,284

Feb.

3,420 

3,420 

a3,830 

3,620 

3,620

3,220 

3,050 

3,050

2,880 

a2, 880

2,880 

2,880 

2,710 

2,370 

2,370

2,230 

a.2, 230 

2,080 

1,940 

1,800

1,800 

1,940 

1,940

a2, 080

1,940

1,800 

1,660 

1,560

3,378 

a4,400 

4,846 

4,962 

5,310

5,310 

4,730 

4,510 

o4,290 

3,660

3,378 

3,190 

3,566 

3,660 

4,180

04, 620 

5,679 

6,294 

6,171 

5,802

5,194 

5,078 

a4,962 

4,846

4,730

4,400 

4,400 

4,180 

4,180

Mar.

1,660 

1,660 

ol,660 

1,660 

1,660

1,660 

1,560 

1,560 

1,560 

ol,560

1,560 

1,560 

1,560 

1,560 

1,660

2,230 

o2, 370 

2,370 

2,540 

2,370

2,540 

3,050 

4.030 

04,230

4,680

5,600 

5,840 

6,090 

6,330 

6,330 

a6,580

o3, 972 

4,076 

3,972 

3,972 

3,972

3,868 

3,764 

"3, 764 

3,764 

3,764

3.868 

4,076 

4,510 

5,310 

06, 171

6,797 

6,925 

7,053 

7,053 

7,053

6,797 

06, 797 

6,540 

6,540

| 6,668

6,797 

6,797 

6,797 

o7, 438 

7,566 

7,566

Apr.

6,580 

7,360 

7,100 

7,100 

6,580

6,330 

06, 330 

6,090 

5,350 

5,600

5,840 

5,130 

3,420 

ol,560 

1,150

1,150 

1,150 

1,350 

1,560 

2,230

ol,940 

1,940 

2,080 

2,230

2,370

3,050 

3,620 

04,680 

4,450 

5,130

7,566 

7,566 

7,566 

7,181 

07, 181

7,053 

7,181 

7,438 

7,053 

7,053

6,797 

a6,540 

6,171 

5,802 

6,048

6,171 

6,294 

6.417 

a6,048 

6.048

6,048 

5,925 

5,802

(0)

May.

4,900 

4,740 

4,740 

4,520 

04,290

4,520 

4,740 

4,740 

4,290 

4,520

4,520 

04, 740 

4,520 

4,520 

4,740

4,520 

4,290 

4,290

6,048 

6,294 

a6, 294 

6,417 

6,540

6,668 

7,053 

6.797 

6,417 

a6,294

6,171 

5,925 

6.048 

6,048 

5,925

5,679 

05,433 

5,310 

5,078 

4,730

4,400 

4,400 

4,180 

04. 180 

4,180

4,076 

3,764 

3,764 

3, 566 

3, 472 

a3, 378

June.

1,350 

1,570 

1,57> 

ol,710 

1,710

1,850 

1,710 - 1,570 1,450 ' 

1,450

al,450 

1,350 

1,350 

1,350 

1,450

1,350 

1,240 

al.240 

1,240 

1,240

1,240 

1,240 

1,240 

1,240 

al, 240

3,284 

3,190 

3,190 

3,100 

2,920

2,920 

al, 740 

2,660 

2,500 

2,500

2.500 

2,340 

2,266 

a2, 420 

3,378

3,100 

3,010 

2,830 

2,740 

2,580

a2,580 

2,660 

2,660 

2,580 

2,500

2,500 

2,340 

a2, 192 

2,118 

1,970

July.

1,450 

1,570 

1,710 

1,570 

1,570

1,450 

sl,450 

1,350 

1,400 

1,400

1,240 

1,240 

1,190 

al,140 

1,090

1,040 

949 

907 

990 

1,140

al, 140 

1,190 

1,040 

990 

1,040

949 

949 

a949 

1,240 

1,240 

1,140

1,904 

1,706 

1,772 

1,772 

al, 706

1,640 

1,584 

1,528 

1,528 

1,584

1,584 

al,528 

1,360 

1,360 

1,264

1,216 

1,264 

1,472 

al,706 

1,772

1,904 

1,970 

2,118 

2,118 

2,118

al,970 

1,904 

1,838 

1,838 

1,772 

1,772

Aug.

1,240 

1,300 

1,140 

sl,140 

1,240

1,350 

1,350 

1,350 

1,190 

1,140

al,140 

1,090 

949 

949 

949

949 

866 

a949 

949 

866

866 

700 

700 

700 

a616

574 

530 

446 

530 

530 

530

1,640 

al,584 

1,528 

1,584 

1,584

1,528 

1,360 

1,216 

«1,360 

1,312

1,216 

1,216 

1,216 

1,216 

1,216

ol,216 

1,216 

1,264 

1.120 

1,168

1,168 

1,080 

al,040 

1,040 

1,000

960 

960 

960 

960 

al,000 

920

Sept.

a574 

700 

574 

530 

530

530 

530

a 488 

530 

616

700 

700 

700 

700 

a700

700 

616 

742

783 

658

616 

a616 

616 

574 

446

262 

616 

700 

0742 

616

852 

750 

784 

750 

750

a750 

784 

750 

750 

750

724 

724 

o698 

698 

672

672 

646 

646 

698 

, a 750

724 

698 

698 

698 

724

698 

0750 

750 

750 

750

i

Oct.

574 

616 

616 

616 

616

a658 

700 

700 

742 

949

1,040

1,040 

al,040 

1,090 

1,140

1,090 

1,040 

949 

824 

o783

783 

783 

783 

742 

700

700 

a949 

1,090 

1,240 

1,240 

1,240

784 

818 

886 

a852 

886

886 

886 

886 

886 

886

a920 

886 

920 

886 

886

852 

818 

a852 

886 

852

886 

886 

920 

960 

al,000

1,000 

920 

886 

920 

1,000 

1,000

Nov.

1,350 

1,350 

ol,190 

1,400 

1,570

1,780 

2,070 

2,470 

2,800 

a2,890

2,980 

2,890 

2,800 

2,800 

2,720

2,630 

a2,470 

2,470 

2,290 

2,290

2,290 

2,210 

2,140 

a2,000 

2,000

2,000 

1,920 

1,920 

2,000 

2,070

a960 

1,000 

1,040 

1,040 

1,080

1,168 

1,120 

a 1,204 

1,216 

1,168

1,120 

1,000 

1,080 

1,120 

ol,168

1,168 

1,080 

1,168 

1,216 

1,216

1,264 

ol,312 

1,416 

1,472 

1,472

1,528 

1,416 

1,416 

al,584 

1,528

Dec.

a2, 140 

2,070 

2,000 

2,000 

1,780

1,640 

1,570 

ol,710 

2,070 

2,470

2,630 

2,140 

1,500 

1,300 

al,350

1,410 

1,560 

1,730 

1,730 

1,730

1,610 

ol,660 

2,160 

2,710 

3,220

3,720 

4,030 

4,340 

a4,450 

4,680 

4,130

1,584 

1,838 

1,904 

1,706 

1,472

ol,360 

1,416 

1,416 

1,360 

1,264

1,216 

1,120 

01,060 

960 

920

784 

698 

672 

606 

a 606

578 

578 

592 

646 

724

784 

o852 

852 

784 

750 

784

a Sunday.

NOTE. No record May 19 to June 5, 1907.
SALMON RIVER DRAINAGE BASIN.

Monthly discharge of Oneida River near Euclid, N. Y.,for 1907 and 1908. 

[Drainage area, 1,400 square miles.]

113

Month.

1907.

May 1-18 ........................................

July.............................................

1908.

April 1 2.3.. .....................................

July.............................................

Discharge in second-feet.

Maximum.

7,880 

3,830 

6,580 

7,360 

4,900 

1,850 

1,710 

1.350 

783 

1,240 

2,980 

4,680

6,800 

6,290 

7,570 

7,570 

7,050 

3,380 

2,120 

1,640 

852 

1,000 

1,580 

1,900

Minimum.

3,220 

1,560 

1,560 

1,150 

4,290 

1,240 

907 

446 

262 

574 

1,190 

1,300

2,830 

3,190 

3,760 

5,800 

3,380 

1,970 

1,220 

920 

646 

784 

960 

578

Mean.

5,980 

2,540 

2,940 

4,020 

4,560 

1,420 

1,220 

930 

614 

873 

2,190 

2,360

4,130 

4.620 

5, 610 

6,650 

5.310 

2,680 

1,700 

1,220 

728 

897 

1,230 

1,030

Per 

square 

mile.

4.27 

1.81 

2.10 

2.87 

3.26 

1.01 

.871 

.664 

.439 

.624 

1.56 

1.69

2.95 

3.30 

4.01 

4.75 

3.79 

1.91 

1.21 

.871 

.520 

.641 

.879 

.736

Run-off 

(depth in 

inches on 

drainage 

area.)

4.92 

1.88 

2 42 

3.20 

2.18 

.94 

1,00 

.77 

.49 

.72 

1.74 

1.95

3.40 

3.56 

4.62 

4.06 

4.37 

2.13 

1.40 

1.00 

.58 

.74 

'.8598 

SALMON RIVER DRAINAGE BASIN. 

DESCRIPTION.

Salmon River rises in the southwestern part of Lewis County, 

N. Y., flows southward and then northwestward, and enters Lake 

Ontario near Port Ontario. Its drainage area comprises about 285 

square miles. The topography is generally rolling in character, and 

the soil is sandy, rock lying near the surface in the upper part of the 

basin, where there are also extensive tracts of original forest.

The mean annual precipitation is about 35 inches, and during the 

winter there is usually a heavy fall of snow, which often accumulates 

in the forest areas to a depth of several feet and whose slow melting 

in the spring operates to prevent extremely high freshets.

The basin affords several opportunities for storage. At High Falls 

there is an undeveloped fall of 110 feet in a very short distance, and 

the river is rather important in its power possibilities for a stream of 

its size.

The following gaging station has been maintained in this river basin: 

Salmon River near Pulaski, N. Y., 1900-1908. 

21635 IRR 244 10 8
114 SURFACE WATER SUPPLY, 1907-8.

SALMON RIVER NEAR PULASKI, N. Y.

This station is located on the first highway bridge above the village of Pulaski, and was established September 5, 1900. The gage 

was taken out by ice during the winter of 1901-2, which caused a 

temporary break in the record. The gage was replaced and readings 

resumed July 23, 1902. The station was again discontinued June 30,

1907. reestablished August 16, 1908, and discontinued December 6,

1908. The station can be reached by a short drive from either 

Pulaski or Richland. Conditions are poor for records during the 

winter, when the channel usually becomes clogged with ice. The 

open channel rating is fairly good. The gage datum has remained 

the same throughout the period of records.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

The following measurement was made October 17, 1908: Width, 

164 feet; area, 212 square feet; gage height, 2.52 feet; discharge, 

125 second-feet.

Daily gage height, in feet, of Salmon River near Pulaski, N. Y.,for 1907 and 1908. 

[Observer, Seymour J. Fox.]

Day.

1907."

2. ......

3. ..-.--

5

6. ..---.

Q

10....... 

11.......

12.......

13. ......

15.......

Day.

1908.

2. ......

3.......

6.......

7.......

8......

9

10.......

,1

12. ......

13.......

14.......

15.......

A

Jan.

4.55

4.18 

6.22

4 80

4.45

4 60

3.35 

3.70

3.45

3.42

3.42

3.38

ug.

Feb.

3.00

3.05

3.10 

3.12

3.12

3.18

3.05

3.08 

3.00

3.00

I

Sept.

2.45

2.52

2.60

2.60

2.45

2.45

2.45

2.45

2.45

2.45

Mar.

Oct

2.

2.(

2.

2.

2 '

2.'

2.

2. 2 F

2.(

2. (

A

4

4

4. 

4

3

3

X

3 

3

3

3

3

3

f,

>fl

18

iO

ifi

iOtf

c

(5

(5

.5

i? o

>5

>fl

pr.

78

48

40 

30

10

98

90

80

78

60

fin

75

62

6?

52

N

C

f\

Maj

4,4*

4 0,

3.75 

4 3f 5 0'

4 ?,(

3 9.

3. 5( 

3,5

3 6

3.4

3 3

3,2

ov.

7fi

> 7(1

,62

7H

7*

80

QC

90

52

.72

62

10

r

>

)

)

)

i

<

^

June.

3.55 '

3.38 i

3.28 ; 3.18

3.18

4.85

5.70 ,

3.90

3.52 

3.38

3.22

3.18

3.12

3.05

Dec.

3.22

3.15

3.05

3.00

3.00

Day.

1907. 

16. ......

17. ......

18....... 

19.......

20.......

21 .......

22.......

23.......

24. .... .

25....... 

26.......

27 .......

28.......

29.......

30.......

31.......

Day.

1908.

17.......

18.......

19

20. ......

21.......

22.......

23.......

25.......

26. ......

28.......

29.......

'30.......

31.......

A

Jan.

2.98

3 00

3.02 

3 15

3.75

3,65

3.70

3.10

3.10 

3.10

3.10

3.10

3.00

3.00

3.00

ug2

7c

2.80

9 7ft

2

7C

2 70

2 CO

9 ^C\

7, 45

2.50

2.50

Feb.

Sept.

2 45

9 40

2.40

2.35

3.02

Mar.

4.05

4.15

5.75 

5.60

5.38

6.82

6.60

6.42

5.75

Oct

2.,

A

3

3

3. 

3

3

3

3

3

4 

4

4

4

3

3

iO

id

pr.

45

45

55 

40

30

22

?8

35

92

30

22

25

05

90

90

N

 q

?

r

c

4

May

3 8(

4 0,

3.7* 

3 Of

3 4.

3 3

3 ?:

3 1

3.5

3 8

3 5

3 4

3.51

9V.

.00

00

05

08

05

,08*

.48

15

.70

3?

)

>

5 

1

*

*->,

1

5

?,

*

June.

2.95

2.90

2.88 

2.80

2.75

2.72

2.70

2.62

2.65

2.62 

2.68

2.68

2.72

2.80

2.95

Dec.

Ri^er frozen over February 13 to March 20,1907.
BLACK RIVEE DRAINAGE BASIN.

Rating table for Salmon River near Pulaski, N. Y.,for 1906-1908.

115

Gage 

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Sec.-ft.

67

93

124

161

204

253

307

364

422

480

550

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Sec.-ft.

620

697

781

865

965

1,060

1,170

1,300

1,420

1,550

1,680

Gage 

height.

Feet.

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

Discharge.

Sec.-ft.

1,830

1,980

2,140

2,300

2,470

2,640

2,840

3,020

3,240

3,460

3,700

Gage 

height.

Feet.

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

3,950

4,200

4,490

4,780

5,100

5,770

6,530

7,340

8,190

9,070

1 NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made 1902-1908 and is fairly well defined.

Monthly discharge of Salmon River near Pulaski, N. Y.,for 1907 and 1908. 

[Drainage area, 259 square miles.]

Month.

1907.

February 1-12. ...........................

1908. 

August 16-31 ..............................

Discharge in second-feet.

Maximum.

5,850 

468 

8,280 

2,270 

2,680 

4,200

253 

376 

214 

1,480 

494

Minimum.

353 

364 

1,240 

494 

468 

170

108 

80 

108 

170 

280

Mean.

1,160 

405 

4,240 

1,040 

894 

636

169 

121 

153 

507 

402

Per 

square 

mile.

4.48 

1.56 

16.40 

4.02 

3.45 

2.46

.653 

.467 

.591 

1.96 

1.55

Run-off 

(depth 

in inches 

on drainage area).

5.16 

.70 

6.71 

4.48 

3.98 

2.74

.39 

.52 

.68 

2. 19 

.40

Accuracy.

B. 

B. 

B. 

B. 

B. 

B.

B. 

B. 

B. 

B. 

B.

NOTE. Discharge interpolated September 20 to 26 and October 18 to 31, 1908. 

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 

Ontario. The winters are generally quite severe, and the stream flow 

is affected by ice for periods of several months.
116 SUKFACE WATER SUPPLY, 1907-8.

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. (PI. VII, B.)

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., 1902-1908.

Black River at Huntingtonville dam, near Watertown, N. Y., 1897-1901.

Moose River at Moose River, N. Y., 1900-1908.

Beaver River at Croghan, N. Y., 1901-1903.

BLACK RIVER NEAR FELTS MILLS, N. Y.

This station 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. 

It was established August 29, 1902, and since May 1, 1907, has been 

maintained by the state engineer's department.

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 headrace 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 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 gate opening of each wheel, as well as of the head 

under which they operate.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.
BLACK RIVER DRAINAGE BASIN. 117 

Daily discharge, in second-feet, of Black River near Felts Mills, N. Y'.,for 1907 and 1908.

Day.

1907. 

1......

2.......

3.......

4.......

5.......

6.......

7. ......

8.......

9.......

10......

11.......

12.......

13.......

14.......

15.......

16.......

17.......

18.......

19.......

20.......

21.......

22. ......

23.......

24.......

25.......

26.......

27.......

28.......

29.......

30.......

31.......

1908. 

1.......

2..... .

3.......

5.......

6.......

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. a Feb.a Mar.a

62,768

3,272

3,813

3,344

3,687

3,235

62,504

3,322

2,986

3,139

3,105

3,493

4,437

66,682

9,209

8,773

7,991

7,783

7,621

b 5, 751

5,861

7,060

8 981

15, 532

15, 494

Apr.

13, 795

7,499

7,143

6,160

6 5, 988

5,840

3,931

3,807

3,683

3,683

3,735

4,303

4,725

5.651

6 2, 168

4,948

5,581

68,144

8,235

12, 806

9,822

8

1 QQ

9,191

10, 921

11,243

611,280

11,620

9,678

8,981

8,189

7,890

66,682

7,805

7,060

66,682

8,585

9,822

n

qgi

May.

8,769

8,965

8,769

10,171

9,785

6,489

7,765

3,289

3,637

6 2, 676

2,808

2,707

2,710

6 2, 292

2,634

12, 335

12,589

12, 844

11,105

8,585

7 991

12,375

7,060

6,658

7,100

5,703

4 491

3 Q7Q

3,310

2 912

2^817

2,553

June.

2,531

6 2, 676

1 ft^Q

1,913

3,245

3,375

6 3, 368

2,687

2,441

2,116

1,685

61,360

986

1,248

1,535

61,472

1,618

1,383

1,171

522

61,123

3,310

3,310

61,887

2,111

2,041

1 999

1,657

1,417

1,385

6699

3, 253

2,817

2,413

2,094

1,855

2,509

2,606

2,461

1,776

61,287

2,674

July.

2,282

2,116

2,044

1,443

61,265

1,141

1,141

1,084

817

61,312

1 SA4.

Qf'O

868

6804

1 r\OQ

1 164

1,346

ono

6980

1,255

QCQ

1,263

1,268

OAn

502

6658

(Y\ 0

1,165

1 607

1,617

1,679

1,626

6741

1 266

1,058

QqC

1,017

Qft1

1,187

3,431

9 oq2,204

i 401

1 224

Aug.

790

882

761

6752

836

1,054

983

914

2,226

6723

896

1,103

S17

KQP609

71 ^

1,138

10

c^7

670

614

601

1,096

6683

1,097

1 054

964

997

6602

1,340

1,194

1,315

1 3fK»

1 194

1,103

1,054

1 fi7Q

887

668

610

655

1,005

Sept.

6298

442

7Qfi

731

1,373

1,987

6 2, 381

1 499

1,488

1 941

2,743

2,855

1,607

1 qft7

1,692

1 99ft

61,005

1,415

1,320

1 Q.11

884

QQQ

Qfie

791

916

6450

1 1 X,7

862

803

QH9

792

QKO

721

705

6353

716

814

700

7CT)

676

647

806

Q99

1 111 '

Oct.

2,294

2,022

010^

62,848

6,585

6 6. 200

4 599

9 71^

2 394

1 S73

2,075

1 QQ4.

1 ^QQ

6 2, 187

2,536

A £9Q

4,825

4,529

1 245

1 9flS

1 7^tQ

1 9f\S

1,158

1,060

1 EAC

1,367

1 089

1^024

b QQS

1,545

OOQ

942

QOQ

733

1,088

878

865

1,097

Nov.

6 2, 877

9,701

q rtnc

3,005

9 S^f^

3,423

0 QQO

Q 11Q

2,416

q 110

61,082

1 152

1 1 X,Q

1 158

1 1 9fi

1,695

1,060

6714

1 ^Qft

1,189

1,534

1 M 3

1,371

1 ^17

1,438

1

007

1,097

61,125

i qq7

1 JQO

1 ^Q7

2, 318

Dec.

2,116

1,673

1 7Srt

1,698

1,618

61,476

2,510

7 889

8,254

7 c^q

67,728

4,257

4,121

q 79 c

3

qcq

3 1 7^

b 2, 676

A C91

7,324

9 069

9,037

10,915

10 089

10 309

1,908

1 BSA

1,657

1 ^R9

1 1 95

61,180

2,011

1 932

1,663

1,733

1 SI 9

1,511

1,632

1 fiQ3

1,773

6871

1 qfj9

1,048

1,338

171

996

6890

1 004

1^442

1,981

 alee obstruction prevailed during portions of January, February, and March, 1907, and during January 

and February, 1908. There was some ice obstruction during December, 1908. 

i> Sunday.
118 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Black River near Felts Mills, N. Y.,for 1907 and 1908. 

[Drainage area, 1,850 square miles.]

Month.

1907. 

April . ...........................................

May.............................................

July.............................................

1908.

April............ ... ........ ... .. ... ... ..

July..... ... .... . ... ... ... ... ... ......

November. ... ... ... ... ... . . . . ... ...

Discharge in second-feet.

Maximum.

16,800 

12,600 

3,380 

2,860 

2,230 

3,060 

6,580 

9,730 

11,100

15,500 

12,800 

12,800 

3,410 

3,430 

1,500 

1,160 

1,740 

2,890 

2,210

Minimum.

2,170 

2,290 

522 

802 

10 

298 

1,270 

2,420 

1,260

2,500 

6,360 

2,000 

699 

502 

507 

323 

414 

714 

171

Mean.

6,270 

5,450 

1,950 

1,370 

782 

1,650 

3,480 

4,780 

5,220

6,280 

8,810 

6,900 

2,260 

1,460 

1,000 

760 

1,100 

1,470 

1,470

Per 

square 

mile.

3.39 

2.95 

1.05 

.741 

.423 

.892 

1.88 

2.58 

2.82

3.39 

4.76 

3.73 

1.22 

.789 

.541 

.411 

.595 

.795 

.795

Run-off 

(depth in 

inches on 

drainage 

area).

3.78 

3.40 

1.17 

.85 

.49 

1.00 

2.17 

2.88 

3.25

3.91 

5.31 

4.30 

1.36 

.91 

.62 

.46 

.69 

.89 

.92

MOOSE RIVER AT MOOSE RIVER, N. Y.

This station is located in Moose River village, and was established 

June 5, 1900, to obtain general statistical data regarding the flow of 

Moose River.

It is about 2 miles below the McKeever dam, which is maintained 

for logging. Just below the station a considerable fall occurs. Occasionally ice and log jams form at an island just above the station. 

During the winter months discharge is usually affected by ice, the 

gage being read but once a week during this period.

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 state engineer and surveyor, State of New York.

Discharge measurements of Moose River at Moose River, N. Y., in 1907 and 1908.

Date.

1907.

1908. 

May 11.........

Hydrographer.

D. M. Wood. ....................................... 

C. E. Alien .........................................

Width.

Feet. 

263

226 

214

212

Area of 

section.

St. ft.

487

1,090 

432

441

Gage 

height.

Feet. 

1.45

4.03 

1.04

1.00

Discharge.

Sec.-ft. 

405

1,970 

310

297
BLACK EIVEE DRAINAGE BASIN. 119

Daily gage height, in feet, of Moose River at Moose River, N. Y., for 1907 and 1908.

[Observer. Chris Hannon.]

Day.

1907. 

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...............

29. ..............

30...............

1908.

2...............

4.. .............

5...............

6...............

8

9...............

U. ..............

11...............

12............. .

14.. ...... ..

15...............

10........ ......

17....... ......

38....... .......

19

20. ..............

21...............

22. ..............

23...............

24. .............. 

25...............

26. ..............

27...............

28...............

29..............

30.............

Jan.

2.65

3.5

3 25

3.35

4.35

3.8

3.25

3.05

3.0

2.85

2.65

2.4

2.2

2.2

2.1

2.1

2.2

2.4

2.55

2.5

2.35

2.0

1.8

1.7

1.55

Q 7^

3.6

3.65

3.55

3.25 

3.1

2.9

2.75

2.5

2.35

2.25

2.1

2.15

2.05

2.05

2.05

2.05

1.95

1.95

1 95

1.85 

1.85

1.85

1.95

Feb.

1.35

1 d^

1.3

1.4

1.4

1.3

1 3

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.6

1.8

1.95

2.1

2.1

2.55

2.35

2.2

' 2.05 

2.15

2.15

2.15

2.15

2.05

Mar.

2.2

2 5

2.25

2.15

2.1

2.1

2.1

2.1

2.1

2.1

2.2

2.2

2.1

2.2

2.3

2.3

2.45

3.2

4.8

.......

5.15

Apr.

4.95

0 Q

3.7

3.6

3.4

3.2

3.1

3.0

3.15

2.75

9 ^

2.45

1.65

1.75

1.9

1.45

1.7

2.15

4.75

5.45

4.65

5.15

A q

4.1

3.8

3.6

3.6

3.4

3.55

4.15

5.35

5.3

5.25

5.2

4.95

4.4

4.55

4.85

4.75

4.45

4.2

4.2

4.3

5.15 

6.0

6.7

7.05

7.2

6.2

May.

6.15

4.2

4.6

5.55

4.2

4.15

3.85

3.6

3.7

3.35

0 1 C

3.0

2.8

2.6

2.45

2.55

2.75

2.7

2.55

2.45

2.35 

2.25

2.0

2.15

2.45

2.0

1 ft

6.2

5.7

5.3

4.85

4.3

4.5

4.0

4.2

4.3

4.0

3.85

3.75

3.45

3.2

3.0

2.95

3.15

2.9 

2.6

2.45

2.35

2.3

2.2

2.1

June.

2.15

2.0

1.9

1.8

1.9

2.35

2.5

2.25

2.0

1.8

1.6

1.55

1.5

1.45

1.3

1.15

.95

2.15

1.85

1.45 

1.35

1.25

1.3 

1.6

1.4

1.6

9 1

2.25 

2.1

2.0

1.9

1.75 

1.55

1.5

1.4

1.3

1.2

1.1

1.05

2.2

2.0

2.2

2.2

2.1

2.0

1.85

1.65

1.45

1.2

1.2 

1.35

1.55

1.6

1.4

1.25

.95

July.

2.4

2.6

2 7

2.4

1.95

1.75

2.0

1.35

.85

.85

.95

1.05

1.05

1.15

1.2

1.05

.95

.95

1 05

1.15

1.25

1.15

1.05

QC

.85

1.15

1.0

.95

QC

.8 

.95

9

1.1

1.4 

1.8

1.65

1.6

1.45

1.2

1.05

.9

9

. .9

.8

.9

1.0

1.1

1.1

1.0

1.0

1.0

.9 

.9

.9

1.0

1.1

1.1

1.05

1.0

Aug.

0.95

TC

.75

.65

.95

1.2

1.0

.7

.75

.9

.8

.65

.55

.55

.65

.65

.75

.75

.75

.7

.65

.6

.25

.65

.75

65

.65

.65

1.1

1.2 

1.2

1.3

1.2

1.2 

1.1

1.1

1.0

1.0

.9

1.0

1.1

1.2

1.1

1.1

1.0

1.0

.9

.9

.8

.9

.9

.95 

1.0

1.0

.9

.9

.8

.9

1.0

Sept.

0.65

1 ^

2.15

3.15

2.5

1.75

1.5

1.25

1.15

1.15

3.2

9 "^

2.25

1.85

1.4

1.25

1.4

1.2

1.0

1.15

1.15

1.7

1.85 

1 9

2.1

2.45

1.0 

9

.9

1.0

1.1 

1.1

1.1

1.0

1.0

1.0

1.0

1.0

1.0

.9

.85

.8

.8

.9

1.0

1.0

1.0

.9

.9 

.9

.8

.8

.8

1.1

1.35

Oct.

1.8

1 t

1.6

2.35

2.3

2.25

3.45

5.9

4.25

3.75

3.5

0 OC

3.25

3.0

2.75

2.5

2.0

1 ft

1.85

1.75

1.65

1.65

1.45

1.9

2.3

3.25

3.25

1.5

1.4 

1.3

1.2

1.1

1.0 

9

.45

.2

.45

.7

.8

9

.8

.9

.9

1.0

1.0

.9

.9

.8

.8

.7 

.7

.7

.7

.8

.8

.9

1.0

Nov.

2.4

2.45

4.35

4.1

3.45

4.85

4.4

q 7

^ d.

3.1

3 0

2.9

9 7K

2.6

2.4

2.15

2.05

2.05

2.05

2.3

2.25

2.15

1.95

1.65

1.65

.9 

9

.95

1.0

.9

.75

.7

.7

.2

.8

1.5

1.45

1.2

1.05

.8

.7

.7

.7

.6

.75

.8

.9

.9 

1.0

1.9

2.25

2.2

1.95

1.6

Dec.

1 55

1.65

1.65

1.55

1.45

3.65

2.75

6.1

5.15

4 15

3.35

2.65

9 xc

2.45

9 Qfi

2.25

2.35

3.2 

4.15

3.75

3.6

3.65

3 95

1.3 

1.4

1.5

1.6

1.5 

1.35

1.2

1.1

1.2

1.3

1.1

1.25

1.5

1.4

1.15

1.2

1.1

1.1

1.0

1.05

1.1

1.1

1.0 

.9

.8

1.05

1.25

1.1

1.0

.9

NOTE. Ice conditions prevailed from about February 5 to March 31, 1907. Discharge probably affected 

by ice conditions from January 30 to March 28 and December 4 to 31.
120 SUEFACE WATER SUPPLY, 1907-8.

Rating table for Moose River at Moose River, N. Y., for 1907 and 1908.

Gage 

height.

Feet.

0.20

.30

.40

.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

Discharge.

Sec.-ft.

140

155

170

190

210

230

250

275

300

325

350

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec.-ft.

Gage 

height.

Feet.

465 ! 3.00

500 !; 3.10

535 :' 3.20

570

610

650

700

750

800

855

910

375 2. 70 965

405 ' 2.80 1,025

435 2.90 1,085

3.30

3.40

3.50

3.bO

3.70

3.80

3.90

4.00

4.20

4.40

4.60

Discharge.

Sec.-ft.

1,150

1,220

1,290

1,360

1,430

1,510

1,590

1,670

1,760

1,850

1,940

2,140

2,340

2,560

Gage 

height.

Feet.

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.20

Discharge.

Sec.-ft.

2,780

3,020

3,260

3,520

3,790

4,070

4,360

4,6CO

4,960

5,260

5,580

5,900

6,220

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on four 

discharge measurements made during 1907 and 1908 and the form of the 1906 curve, and is well defined 

between gage heights 0.8 foot and 5.5 feet.

Monthly discharge of Moose River at Moose River, N. Y*.,for 1907 and 1908. 

[Drainage area, 346 square miles.]

Month.

1907.

February.

Discharge in second-feet.

Maximum.

2,290

March..... .

April......................................

July.......................................

November

1908.

April......................................

May..... ..............-....---......-.-..-

July.... ...................................

November

3,580 

4,580 

1,020 

965 

350 

1,290 

4,210 

2,840 

4,510

1,720

6,220 

4,880 

750 

535 

375 

390 

435 

725

6,220

Minimum.

450

390 

535 

288 

262 

148 

220 

375 

482 

420

148

552

1,430 

650 

288 

250 

250 

250 

140 

140

140

Mean.

988 

272 

755 

1,430 

1,450 

573 

406 

234 

525 

985 

1,070 

1,240

827

851 

834 

1,500 

- 2,990 

2,050 

499 

321 

305 

292 

271 

328 

303

879

Per

square 

mile.

2.86 

.786 

2.18 

4.13 

4.19 

1.66 

1.17 

.676 

1.52 

2.85 

3.09 

3.58

2.39

2.46 

2.41 

4.34 

8.64 

5.92 

1.44 

.928 

.882 

.844 

.783 

.948 

.876

2.54

Run-off 

(depth in 

inches on 

drainage 

area).

3.30 

.82 

2.51 

4.61 

4.83 

1.85 

1.35 

.78 

1.70 

3.29 

3.45 

4.13

32.62

2.84 

2.60 

5.00 

9.64 

6.82 

1.61 

1.07 

1.02 

.94 

.90 

1.06 

1.01

34.51

Accuracy.

B. 

D. 

D. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

B. 

D. 

D. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

D.

NOTE. Discharge during frozen periods 1907 and 1908 based mainly on the discharge of Oswegatchie 

River at Ogdensburg, where the flow is not affected by ice conditions. Discharge January 30-31,1908, 560 

second-feet; February 1-15, 400 second-feet; February 16-29, 1,300 second-feet; March 1-28, 1,350 secondfeet; December 4-31, 293 second-feet.
SURFACE WATER SUPPLY, 1907-8. 121

ST. LAWRENCE RIVER DRAINAGE BASIN. 

GENERAL FEATURES.

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 a northerly slope 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, lie 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 Richelieu River, the outlet of 

Lake Champlain. The following table 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 River tributaries in the United States.

Square Square 

miles. miles.

Oswegatchie River................ 1, 609

Grass River...................... 637

Raquette River.................. 1, 219

St. Regis River.................. 910

Little Salmon River a............. 103

Salmon River a................... 273

Trout River b.................... 129

Chateaugay River b................ 199

English Riverb................... 53

Lake Champlain &................ 8,187

The St. Lawrence drains, through Lake Champlain, an area of 4,560 

square miles in the State of Vermont. This drainage is practically 

all from Missisquoi, Lamoille, and Winooski rivers and Otter Creek.

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.

a Above junction near international boundary. 

b Above New York state line.
122 SUKFACE WATER SUPPLY, 1907-8.

The basin affords numerous 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., 1903-1908.

OSWEGATCHIE RIVER NEAR OGDENSBURG, N. Y.

This station is located at what is known as the Eel Weir highway 

bridge, about 6 miles upstream from Ogdensburg, N. Y., and onehalf mile below Black Lake outlet. It 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 state engineer and surveyor, state of New York.

Discharge measurement of Oswegatchie River near Ogdensburg, N. Y., in 1907 and 1908.

Date.

1907.

1908.

Hydrographer.

C. C. Covert. .......................................

C.E.Allen.. .......................................

Width.

Feet. 

222

213

Area of 

section.

Sq.ft. 

370

Gage 

height.

Feet.

Discharge.

Sec.-ft.

753

a Shore ice and ice around piers. River open belcw for 2 miles until backwater from dam at Ogdensburg 

Interferes. Discharge probably not reduced by the ice conditions. 

b Measurement poor on account of clogging of meter by eel grass.
OSWEGATCHIE RIVER DRAINAGE BASIN. 123

Daily gage height, in feet, ofOswegatchie River near Ogdensburg, N. Y.,for 1907 and 1908.

[Observer, Joseph H. La Rue.]

Day.

1907. 

1... ............

2. ..............

3...............

4...............

5...............

6. ..............

7. ..............

8. ..............

9...............

10...............

11...............

12..... ........

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23...............

24. ..............

25. ..............

26. ..............

27...............

28. ..............

29. ..............

30. ..............

31...............

1908. 

1...............

2...............

3...............

4...............

5.. .............

6...............

7...............

8...............

9...............

10...............

11..... . .. . 

12...............

13...............

14.........:.....

15. ..............

16. ..............

17...............

18...............

19..............

20. ..............

21...............

22. ..............

23...............

24...............

25. ..............

26. ..............

27. ..............

28...............

29...............

30...............

Jan.

5.3

5.6

6.4

6.4

6.7

7.4

7.4

7.5

7.5

7.5

7.3

7.0

6.8

6.5

6.6

6.5

6.4

6.4

6.2

6.2

6.6

7.1

7.5

7.1

6.9

6.9

6.6

6.4

6.2

5.9

5.7

8.3 8.3-

8.2

8.0

7.7

7.6

7.4

7.1

6.7

6.4

6.4 

6.2

6.0 

6.0

5.8

5.8

5.8

5.6

5.5

5.4

5.4

5.4

5.6

5.7

5.6

5.6

5.5

5.5

5.5

Feb.

5.6

5.4

5.4

5.4

5.3

5.1

5.0

4.9

4.9

4.9

4.9

4.8

4.9

4.7

4.7

4.6

4.6

4.6

4.6

4.6

4.7

4.7

4.7

4.6

4.6

4.6

4.6

4.6

5.4

5.4

5.4

5.3

5.2

5.2

5.1

5.1

5.0

5.0

4.9 

4.9

4.9 

5.0

5.2

5.7

5.9

7.1

7.2

7.6

7.5

7.4

7.3

7.2

7.0

6.8

6.6

6.4

6.2

Mar.

4.5

4.6

4.6

4.6

4.8

4.8

4.9

4.8

4.9

4.8

4.8

4.8

4.9

4.9

4.9

5.0

5.2

5.4

5.5

5.7

5.9

6.1

6.3

6.6

7.1

7.3

7.8

8.1

8.2

8.5

8.5

6.1

6.0

5.9

5.9

5.9

5.9

5.9

5.8

5.7

5.7

5.7 

5.6

5.6 

5.9

6.5

7.2

8.2

8.2

8.4

8.3

8.1

7.8

7.8

7.7

8.0

7.8

8.1

8.3

8.6

8.8

9.0

Apr.

8.5

8.5

8.2

8.1

7.7

7.3

7.1

7.0

6.8

6.7

6.7

6.7

6.5

6.4

6.2

6.1

6.1

6.0

5.9

5.8

5.7

5.6

5.5

5.3

5.3

5.3

5.3

5.5

5.5

5.6

9.1

9.2

8.9

8.7

8.4

8.1

7.9

7.6

7.5

7.3

7.6 

7.5

7.5 

7.4

7.3

7.1

7.0

7.0

6.8

6.8

6.6

6.5

6.3

6.1

6.1

6.5

6.0

6.0

6.3

6.1

May.

5.8

6.1

6.3

6.4

6.8

6.9

7.3

7.2

7.3

7.4

7.1

6.9

6.6

6.3

6.3

6.2

6.0

6.0

5.8

5.8

5.6

5.5

5.4

5.3

5.3

5.3

5.3

5.3

5.2

5.6

5.5

6.5

6.4

6.2

7.0

7.4

7.4

7.5

7.9

8.1

8.3

8.3 

8.4

8.3

8.2

8.2

8.1

7.9

7.5

7.4

7.1

6.8

6.8

6.8

6.7

6.7

6.5

6.4

6.1

6.0

5.9

5.8

June.

5.4

5.3

5.2

5.1

5.2

5.2

5.2

5.3

5.2

5.0

5.0

5.0

5.0

5.0

4.8

4.9

4.9

4.9

4.7

4.7

4.7

4.7

4.8

4.8

4.8

4.8

4.8

4.8

5.6

5.5

5.5

5.5

5.4

5.3

5.3

5.3

5.3

5.2

5.1 

5.1

5.0 

5.0

5.0

4.9

5.0

5.2

5.4

5.5

5.3

5.2

5.3

5.4

5.2

5.2

5.2

5.2

5.2

5.2

July.

4.9

4.9

4.9

4.8

4.8

4.8

4.8

4.9

4.9

4.9

4.9

4.9

4.8

4 8

4.7

4.8

4.7

4.6

4.6

4.5

4.6

4.6

4.5

4.5

4.5

4.5

4.5

4.5

5.1

5.1

5.0

5.0

5.1

5.0

5.0

5.1

4.9

4.9

4.9 

4.9

4.8 

4.8

4.8

4.8

4.8

4.8

4.8

4.9

4.9

5.1

5.2

5.2

5.3

5.4

5.4

5.4

5.4

5.3

5.2

Aug.

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

5.1

5.1

5.1

5.1

5.1

5.1

5.0

5.0

5.0

5.0

5.0 

4.9

5.0 

4.9

4.9

4.8

4.8

4.8

4.8

4.8

4.8

4.8

4.8

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

Sept.

4.4

4.5

4.5

4.5

4.6

4.6

4.6

4.8

4.8

4.8

4.8

A Q

A Q

A Q

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4 9

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7 

4.6

4.6 

4.6

4.6

4.6

4.6

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.6

4.6

Oct.

4

0

4

0

4 9

5.0

5.0

5.1

5.1

5.1

5.1

5.3

5.3

5.4

5.5

5.5

5.6

5.6

5 A

5 A

5

0

5

0

5.2

5

0

c O

5.2

5.1

5.1

5.1

5.1

4.6

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.6 

4.5

4.5 

4.5

4.5

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

Nov.

5.1

5.2

5.4

5.8

6.4

6

0

7.0

7.2

7.3

7.3

7.2

7.0

6.8

6.6

6.4

6.2

6.2

6.1

6.0

5

0

5.8

5.7

5.6

5.5

5.5

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4 

4.4

4.4 

4.5

4.4

4.4

4.4

4.5

4.6

4.6

4.6

4.6

4.6

4.6

4.7

4.8

4.7

4.7

4.7

Dec.

5.5

5 A

C A

C Q

C Q

5.3

5.2

5 9

5.2

5.4

5.6

6.1

5.9

6.0

6.1

5.8

5 7

5.8

5.8

5 Q

6.2

6.4

6.6

6 9

7.7

7 9

8.0

5.0

4.7

4.6

4.6

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

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

NOTE. Owing to swiftness of current this stream is not ordinarily affected by ice conditions at this 

station except occasionally, due to backwater from ice collecting below.
124 SURFACE WATER SUPPLY, 1907-8.

Rating table for Osu'egatehie Hirer near Ogdensburg, N. Y.,for 1903 to 1908.

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

Discharge.

Sec.-ft.

590

680

780

890

1,010

1,140

1,280

1,440

1,610

1,790

1,980

Gage Disheight. charge.

Feet. Sec.-ft.

5. 50 2, ISO

5. 60 , 2, 400

5.70 ; 2,640

5.80

5.90

6.00

6.10

0.20

6. 30

6.40

6.50

2,890

3,160

3,440

3,730

4,020

4,310

4,600

4,890

Gage 

height.

Feet.

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

Discharge.

Sec.-ft.

5,185

5,480

5,775

6,070

6,365

6,660

6,955

7,250

7,550

7,850

8,150

Gage 

height.

Feet.

7.70

7.80

7.90

8.00

8.20

8.40

8.60

8.80

9.00

9.20

Discharge.

Sec.-ft.

8,450

8,750

9,050

9,350

9,960

10, 570

11,180

11,790

12,400

13,020

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 20 

discharge measurements made during 1903-1907. Although the discharge measurements plot somewhat 

erratically, due to poor measuring conditions, the curve can be considered fairly well defined, owing to the 

tendency for errors of measurement to compensate and the permanency of conditions of flow at this point 

from year to year.

Monthly discharge of Oswcgatchie River near Ogdensburg, N. Y., for 1907 and 1908. 

[Drainage area, 1,580 square miles.]

Month.

1907.

July............................. .........

1908.

April......................................

July.......................................

The year. ...........................

Discharge in second-feet.

Maximum.

7,850 

2,400 

10,900 

10,900 

7, 550 

1,980 

1,140 

680 

1,010 

2,400 

7,2£0 

9,350

10,900

10,300 

8,150 

12, 400 

13,000 

10,600 

2,400 

1,980 

1,440 

890 

780 

1.010 

1,280

13,000

Minimum.

1,790 

780 

680 

1,790 

1,610 

890 

680 

590 

590 

1,010 

1,440 

1,610

590

1.980 

1,140 

2,400 

3,440 

2,890 

1,140 

1,010 

890 

680 

590 

590 

780

590

Mean.

5,390 

1,140 

3,380 

4,800 

3,910 

1,250 

909 

628 

847 

1,670 

3,940 

3,550

2.620

4.420 

3,650 

6,560 

7,100 

6,930 

1,710 

1,370 

1,130 

787 

643 

688 

807

2,980

Per

square 

mile.

3.41 

.722 

2.14 

3.04 

2.47 

.791 

.575 

.397 

.536 

1.06 

2.49 

2.25

1.66

2.80 

2.31 

4.15 

4.49 

4.39 

1.08 

.867 

.715 

.498 

.407 

.435 

.511

1.89

Run-off 

(depth 

in inches 

on drainage area).

3.93 

.75 

2.47 

3.39 

2.85 

.88 

.66 

.46 

.60 

1.22 

2.78 

2.59

22.58

3.23 

2.49 

4.78 

5.01 

5.06 

1.20 

1.00 

.82 

.56 

.47 

.49 

.59

25.70

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

NOTE. The river does not freeze over at this point, owing to the swiftness of the current. There may, 

however, be occasional backwater from ioe collecting below the station.

RAQUETTE 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 and 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.
EAQUETTE RIVER DRAINAGE BASIN. 125

Winter conditions are the usual ones occurring in the Adirondack 

region, and snow and ice prevail for several months.

Raquette River presents remarkable storage possibilities 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.

Raquette River is very important in its power possibilities, 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 of any stream in the State."

The following gaging stations have been maintained in this basin:

Raquette River at Raquette Falls, near Coreys, N. Y., 1908. 

Raquette River at Piercefield, N. Y., 1908. 

Raquette River at South Calton, N. Y., 1904. 

Raquette River at Massena Springs, N. Y., 1903-1908. 

Bog River at Tupper Lake, N. Y., 1908.

RAQUETTE RIVER AT RAQUETTE FALLS, N. Y.

This station is located near the center of Raquette Falls, about 8 

miles by river upstream from the settlement of Axton, which is 12 

miles by road from the village of Tupper Lake. It 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 the storage possibilities of Raquette River drainage under the 

direction of the state water supply commission of New York.

A good rating curve has not yet been developed for this station, 

although fair estimates of discharge are given. The gage readings 

are obtained by a self-recording gage, which is checked by hydrographers and others who periodically visit the station. The zero of the 

gage is at elevation 1,606.16 above mean tide as based on the levels 

of the state water supply commission. The datum of the gage has 

remained the same 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.

Discharge measurements of Raquette River at Raquette Falls, near Coreys, N. Y., in 1908.

Date.

October 12.....

Hydrographer.

C. E. Alien .........................................

.....do..............................................

.....do....................................... ......

.....do..............................................

C. R. Adams.. .....................................

Width.

Feet. 

58.0

55.0

50.0

49.0-

40.0

Area of 

section.

Sq.ft. 

95.5

93.4

80.7

79.0

98..1

Gage 

height.

Feet. 

1.25

1.21

.90

.85

1.40

Discharge.

Sec.-fi. 

99.2

92.0

59.8

53.9

15.4
126 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, infect, ofRaquette River at Raquette Falls, near Coreys, N. Y., for 1908.

Day.

1.. ..............

3................

4................

5................

9

13................

14................

15. ...............

Aug.

::::::::

Sept.

1.25

1.24

1 23

1.22

1.21

1 19

1.16

1.13

1.10

1.07

1.00

99

97

Oct.

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

Nov.

1.30

1.18

1 19

1.25

Day.

16...............

17...............

18...............

19

20...............

21 ...............

22...............

23...............

24......... ......

26...............

27...............

28...............

29.....--..-.....

30...............

31 ...............

Aug.

1.37

1.33

1.29

1.25

1.25

Sept.

0.96

94

.90

.85

.85

.85

.85

.84

.83

.82

.81

.88

.96

1.06

Oct.

1.32

1.31

1.29

1.26

1.22

1.13

1.10

1.11

1.12

1.18

1.23

1.33

1.36

Nov.

NOTE. Gage heights September 30 to October 10 and November 3 are based on comparison with 

readings of Bog River at Tupper Lake, N. Y.

Rating table for Raquette River at Raquette Falls, near Coreys, N. Y.,for 1908.

Gage

height.

Feet.

0.80

.90

1.00

1.10

Discharge.

Sec.-ft.

52.5

58.5

66.0

75.8

Gage

height.

Feet.

1.20

1.30

Discharge.

Sec.-ft.

90.0

113

1. 40 150

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on five 

discharge measurements made during 1908 and is fairly well defined between gage heights 0.8 foot and 

1.4 feet.

Monthly discharge of Raquette River at Raquette Falls, near Coreys, N. Y., for 1908. 

[Drainage area, 418 square miles.]

Month.

Discharge in second-feet.

Maximum.

138 

100 

150 

113

Minimum.

100 

53.1 

77.1 

86.9

Mean.

114 

69.3 

117 

97.1

Per 

square 

mile.

0.273 

.166 

.280 

.232

Run-off 

(depth in 

inches on 

drainage 

area).

0.05 

.19 

.32 

.03

Accuracy.

B. 

B. 

B. 

B.

RAQUETTE RIVER AT PIERCEFIELD, N. Y.

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 commence about 100 feet below the station. 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
RAQUETTE ElVEE DRAINAGE BASIN. 127

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 

permanent, and a good rating curve has been developed for low 

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 Raquelte River at Piercefield, N. Y., in 1908.

Date.

1908.

Hydrographer.

. C. E. Alien .........................................

. .....do..............................................

. .....do..............................................

....... do.................................... ..........

.| C. R.Adams.......................................

1

Width.

Feet. 

96

96

87

87

86

Area of 

section.

Sq.ft. 

521

463

352

349

309

Gage 

height.

Feet. 

2.46

1.89

.46

.45

.15

Discharge.

Sec.-ft. 

627

131

132

101

Daily gage height, in feet, of Raquette River at Piercefield, N. Y.,for 1908. 

[Observer, W. B. Graves.]

Day.

2........

3........

5........

6........

1. .......

8. .......

g

10........

12........

13........

14........

15........

Aug. Sept.

1.98

1.95

1.92

1 88

1.82

1 80

1.78

1.75

1.50

1.42

.82

.50

.50

.55

.48

Oct.

0.05

.05

.05

.02

.02

.02

.02

.02

.10

.12

.15

.08

.08

Nov.

0.12

.12

.12

.18

.20

.20

30

.22

.35

.35

.40

.40

.38

.40

.45

Dec.

1.15

1.20

1.20

1.20

1.20

1.20

1 80

2.45

2.65

2.35

1.90

1.60

1.30

1.10

1.10

Day.

16.......

17.......

18.......

19

20. ......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

28.......

29.......

30.......

31.......

Aug.

........

2.50

2.48

2.42

2.40

2.35

2.30

2.22

2.18

2.12

2.08

2.05

2.00

Sept.

0.50

.48

.48

.48

.45

.48

.48

.50

.45

.45

.45

.45

.45

.25

.00

Oct.

0.08

.08

.08

.10

.12

.12

.12

.08

.10

.12

.12

.12

.12

.12

Nov.

0.48

.50

.50

.50

.50

.50

.50

.50

.50

.65

80

.90

.88

1.08

Dec.

1 00

1.25

1.30

1.25

1.25

1.50

1 60

2.30

2.10

1.45

1 60

1.75

3.00

2.65

NOTE. Flow at this point is not natural, being affected by storage. River partly frozen over November 

17 to 26 and December 4 to 31.

Rating table for Raquette River at Piercefield, N. Y.,for 1908.

Gage 

height.

Feet.

0.00

.10

.20

.30

.40

.50

.60

.70

Discharge.

Sec.-ft.

90

97

106

115

125

136

148

162

Gage 

height.

Feet.

0.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

Discharge.

Sec.-ft.

176

192

210

228

249

270

293

318

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

Discharge.

Sec.-ft.

344

371

400

430

462

497

532

568

Gage 

height.

Feet.

2.40

2.50

2.60

2.70

2.80

2.90

3.00

Discharge.

Sec.-ft.

604

642

682

725

770

818

868

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It Is baaed on five 

discharge measurements made during 1908 and is well defined.
128 SUEFACE WATEE SUPPLY, 1907-8.

Monthly discharge of Raquette River at Piercefield, N. Y.,for 1908. 

[Drainage area, 723 square miles.]

Month.

August 20-31 .............................

Discharge in second-feet.

Maximum.

642

456 

101 

224

868

Minimum.

482 

90 

91 

98 

210

Mean.

554 

220 

95.9 

133

387

Per

square 

mile.

0.766 

.304 

.133 

.184 

.535

Run-off 

(depth in 

inches on 

drainage 

area).

0.34 

.34

.15 

.21 

.62

Accuracy.

A. 

A. 

A. 

A. 

A.

NOTE. Conditions of flow during November 17 to 26 and December 4 to 31 assumed unaffected by ice 

on the basis of a discharge measurement made January 5, 1909, which agreed well with the open-channel 

rating.

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.

All gage heights during 1906 and thereafter are referred to a 

datum which is 1 foot below that which was used previously, this 

change being made to obviate minus gage readings. Conditions for 

obtaining accurate discharge are good, and a good rating table has 

been developed. During the winter months the discharge is affected 

by ice.

Information in regard to 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 Raquette River at Massena Springs, N. Y., in 1907 and 1908.

Date.

1907.

1908. 

May 13. ........

Hydrographer.

C. C. Covert. .......................................

D. M. Wood. .......................................

C.E. Alien.........................................

.....do..............................................

Width.

Feet. 

171

176

150

141

Area of 

section.

Sq.ft. 

332

1,640

271

270

247

Gage 

height.

Feet. 

4.15

9.31

1.48

1.70

1.33

Discharge.

Sec.-ft. 

556

368

279

i Measurement made under ice conditions. Gage height to top of ice, 4.45 feet; average thickness of ice, 

2.59 feet.
KAQUETTE RIVER DRAINAGE BASIN. 129

Daily gage height, in feet, of Raquette River at Massena Springs, N. Y.,for 1907 and 1908. 

[Observers, C. A. Waitt and C. M. Lincoln.]

Day. Jan.

1907. i

2. .............. 7.1

3............... 0.9

5............... 7.1

6. .............. 7.9

8. ....... ... .. 6.9

9. .............. G.4

10. .............. 6.5

11.... . . ... 0.2

12............... 6.2

13............... 6.2

14............... 5.0

15............... 6.3

10... ..... . . .. 5.9

17...... .. ..... 5.6

18............... 5.5

19............... 5.5

20............... 7.6

21............... 9.1

22............... 6.6

23............... 6.4

24............... 6.2

25.... .. .... 6.1

27.............. . 5.5

28............... 4.8 

29............... 6.0

30. .............. 5.5

31............... 5.5

1908.6 

1............... 8.6 

2............... 8.6

3............... 7.9

4. .............. 7.9

5. .............. 7.9

6. .............. 0.9

7 g 9

8.... .......... 7.1

9............... 7.0

10............... 6.4

11............... 6.4

12............... 6.9

13............... 7.0 

14...... .. .. 7.0

15............... 6.8

16...............' 6.8

17............... 6.8

18. .............. 6.9

19. .............. 6. 9

20. .............. 6. 6

21............... 6.6 

22............... 5.4

23................ 5.9

24............... 5.9

25............... 5.9

26............... 6.0

27............... 6.0

28............... 6.1

29............... 0.0

30. .............. 6. 0

31............... 5.9

Feb.

5.4

5.4

5.6

4.4

5.0

5.1

5.0

4.9

4.9

3.8

5.0

4.9

4.7

4.5

4.6

3.9

4.7

4.7

4.1

3.9

4.6

4.0

5.9 

5.9

5.6

5.5

5.5

5.3

5.4

5.4

5.2

5.2

5.0

5.0

4.8 

5.0

5.0

.......

Mar.

4.0

4.1

4.5

5.2

5.0

4.0

4.5

4.0

5.2

7.2

7.0

6.8

8.0

9.2

8.0

8.0

7.4

8.7

11.0

11.4

Apr.

9.4

8.4

6.6

5.6

6.1

6.0

5.7

6.2

5.9

5.5

5.7

5.6

4.7

4.9

4.8

3.9

3.8

3.7

4.3

4.7

4.8

4.3

4.6

4.4

.......

8.6

7.5

7.1

6.8

7.6

6.2

7.1 

6.9

6.7

6.7

6.6

6.1

5.9

5.8 

5.6

5.6

5.6

5.8

6.0

6.3

6.8

7.3

7.3

May.

6.5

6.4

6.1

7.8

7. "2

6.7

6.7

6.7

6.2

6.4

6.5

6.5

6.1

5.8

5.9

5.8

5.6

6.5

6.0

5.8

5.6

5.5

5.2

4.9

5.3 

5.4

5.2

4.7

8.0 

8.6

8.6

8.6

8.7

8.9

8.9

9.0

9.1

9.1

9.2

9.3

9.3

8.9

8.5

8.4

8.4

8.1

8.0

7.5 

7.5

7.4

7.2

6.9

6.5

6.5

6.5

6.4

6.4

6.4

June.

4.8

4.0

A O

4.1

4.2

4.2

4.4

3.4

3.6

3.0

3.2

2.7

2 9

3.2

2.8

3.3

3.5

3.4 

3.3

2.9

6.4 

6.0

5.5

5.1

5.0

5.0

4 9

4.9

4.5

3.9

3.9 

4.0

3.9

3.0

2.9

2.9

2.9

2.8 

2.8

2.7

2.5

2.3

2.7

2.9

3.0

July.

3.9

4.1

3.9

2.7

3.4

3.0

3.5

3.0

3.3

3.3

2.6

3.7

3.4

3.5

3.5

2.7

3.1

3.5

3.2

3.1

3.3

2.5

2.8

2.9

2.9

3.0

2.7

2.1

2.0

4.0

2.5

2.0

1.6

2.2 

2.0

1.5

1.9

2.0

2.0

2.0

3.1

3.1 

3.8

3.5

3.1

3.1

2.0

2.1

2.3

2.4

2.1

2.1

Aug.

2.5

2.0

1.6

2.3

2.4

2.7

2.5

2.1

2.4

2.3

2.0

2.0

2.0

1.7

1.8

2.0

2.1

2.1

1.8

1.6

1.7

2.1

1.9

2.0 

2.0

1.8

1.6

2.1

1.5

1.7

1.8

2.0

2.0

2.0

1.8

1.4

1.9

2.0

1.7

1.7 

2.0

2.2

1.6

2.6

2.6

2.4

1.6

1.6 

1.5

1.5

1.9

2.0

2.0

1.8

1.8

1.8

1.6

1.8

Sept.

1.8

2.0

1.9

1 9

2.1

2.1

1 9

1.7

1.8

2.1

1.9

1.8

.8

.6

1.5

1.5

1.5

2.3

2.5

2.4

2.4

2.3

2.4

2.4

2.6

2.0 

2.2

1.6

1.4

1.4

1.4

1.5

1.8

1.9

1.8

1.8

1.8

1.9

1.9

1.4

1.3

1.3

1.2

1.0

.9

.7 

.7

.7

.7

1.5

1.5

1.4

1.1

1.1

1.0

Oct.

9 fi

2.7

2.8

9 ft

3.0

1 9

2.4

2.6

3.2

3.7

4.3

4.4

4.7

4.6

4.3

4.2

4.3

4.2

4.0

4.0

3.8

3.9

3.9 

3.7

3.7

3.9

1.0 

1.1

1.1

1.2

1.2

1.4

1.5 "1.5

1.5

1.4

1.2

1.1

1.1 

1.3

1.3

1.2

1.1

1.4

.9

1.2

1.1 

1.1

1.1

1.2

1.2

1.4

1.4

1.2

1.2

1.2

1.1

Nov.

3.9

3.9

3.9

0 Q

4.0

4.0

5.5

5.5

5.5

5.4

5.0

4.8

4.8

4.6

4.9

4.6

4.5

4.5

4.4

4.2

4.0

3.9

4.0 

4.0

4.0

1.3 

1.4

1.4

1.0

.8

.8

1.0

1.0

1.1

1.1

1.5

1.4

1.4 

1.6

1.6

1.4

1.4

1.6

1.8

1.8

1.8 

1.6

1.7

2.3

2.6

2.0

2.7

2.2

1.6

2.7

Dec.

4.3

7.4

7.4

7.5

7.5

6.6

6.4

5.6

5.6

5.4

5.4

5.1

4.9

5.0

5.6

6.5

7.6

7.7

7.7

7.7

7.4

7.4

7.5

7.7

7.7

7.8

7.8

10.1 

10.8

10.8

8.6

2.4 

2.0

2.0

1.7

1.5

2.0

2.2

2.2

2.5

2.8

2.8

3.1

3.0

2.8

2.8

2.7

2.2

2.4

2.4

2.7

3.0 

3.0

2.9

2.7

2.6

2.6

3.0

2.9

2.9

2 9

2.7

alee conditions prevailed from January 1 to March 30, and during December, 1907. During the 

frozen periods 1907 gage heights are to water surface in a hole in the ice, except during the first few days in 

January.

6 Discharge probably affected by ice conditions from about January 11 to April 5 and December 6-31,1908. 

Gage readings during the winter months, 1908, were taken to water surface.

21635 IRR 244 10 9
130 SURFACE WATER SUPPLY, 1907-8.

Rating table for Raquette River at Massena Springs, N. Y.,for 1907 and 1908.

Gage 

height.

Feet.

0.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Sec.-ft.

105

130

155

185

215

250

285

325

365

405

450

500

550

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60 '

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Scc.-ft.

605

660

720

780

845

910

980

1,050

1,120

1,195

1,270

1,345

1,420

Gage 

height.

Feet.

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

Discharge.

Sec.-ft.

1,500

1,580

1,660

1,740

1,825

1,910

1,995

2,080

2,260

2,440

2,620

2,800

3,000

Gage 

height.

Feet.

5.20

5.40

5.60

5.80

6.00

6.20

6.4C

6.60

6.80

7.00

8.00

9.00

10.00

Discharge.

Sec.-ft.

3,200

3,400

3,600

3,820

4,040

4,260

4,490

4,730

4,970

5,230

6,600

8, 050

9,600

NOTE. The above table is not applicable for ice or obstructed-channcl conditions. It is based on 23 

discharge measurements made during 1903-1908, and is well defined between gage heights 1.0 foot and lOfeet. 

This rating differs materially from that published in the Fourth Annual Report of the State Water Supply 

Commission of New York. Revision was made on the basis of new data available since the time of the 

publication of the earlier table.

Monthly discharge of Raquette River at Massena Springs, N. Y., for 1907 and 1908. 

[Drainage area, 1,170 square miles.]

Month.

1907.

July................-.---.-..-.-.-.---..-.

1908.

July.............------.....--.--.-.--.-.-

Discharge in second-feet.

Maximum.

9,920 

6,320 

2,800 

2,170 

1,050 

980 

2,710 

3,500

Minimum.

1,820 

2,710 

1,050 

845 

405 

365 

550 

2,000

9,920

7,450

365

8,500 

4,490 

2,080 

980 

720 

365 

1,050 

845

8,500

3,600 

4,490 

780 

365 

325 

105 

155 

130

105

Mean.

3,000 

650 

2,000 

3,790 

4,210 

1,770 

1,430 

616 

606 

1,850 

2,540 

2,000

2,040

3,000 

2,000 

4,000 

5,360 

6,670 

1,990 

902 

545 

343 

260 

434 

673

2,180

Per 

square 

mile.

2.56 

.556 

1.71 

3.24 

3.60 

1.51 

1.22 

.526 

.518 

1.58 

2.17 

1.71

1.74

2.56 

1.71 

3.42 

4.58 

5.70 

1.70 

.771 

.466 

.293 

222 

.371 

.575

Run-off 

(depth 

in inches on 

drainage 

area).

2.95 

.58 

1.97 

3.62 

4.15 

1.68 

1.41 

.61 

.58 

1.82 

2.42 

1.97

23.76

2.95 

1.84 

3.94 

5.11 

6.57 

1.90 

.89 

.54 

.33 

.26 

.41 

.66

1.86 ; 25.40

Accuracy.

D. 

D. 

D. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

D. 

D. 

D. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

D.

NOTE. Discharge January to March and December, 1907, estimated on the basis of the discharge of 

Oswegatchie River at Ogdehsburg, N. Y. The values given for these periods can only be considered as 

very rough estimates.

Discharge during the frozen periods, 1907-8, based mainly on the discharge of Oswegatchie River at 

Ogdensburg, where the flow is not affected by ice conditions. Discharge December 6-31,1908, also based 

on a field inspection made January 6, 1909.

Discharge January 11-31, 1908,1,590second-feet; April 1-5, 1908, 8,000 second-feet: December 6-31,1908, 

692 second-feet.

The values given for these periods can only be considered as very rough estimates.
KAQUETTE KIVEK DRAINAGE BASIN. 131

BOG RIVER NEAR TUPPER LAKE, N. Y.

This station is located above Bog River Falls and is about 300 feet 

below the forks of Tupper Lake Stream and Bog River, and about 2^ 

miles above Big Tupper Lake in the town of Piercefield. It was 

established August 24, 1908, to obtain data for use in water-power 

and storage investigations.

The bed of the stream is sandy with scattered bowlders, but it is 

probably permanent, and a good low-water rating curve has been 

developed. Discharge measurements are made at a wire cable, 

either by wading or from a boat. The staff gage is located about 2^ 

miles downstream at the head of Bog River Falls and is within a 

few rods of Big Tupper Lake.

There is no regular gage reader here, gage readings during 1908 

being obtained either by a recording gage or by hydrographers and 

other engineers who periodically visit the station.

The elevation of the zero of the gage, based on the United States 

Geological Survey bench mark at Tupper Lake junction, according 

to the levels of the state water supply commission of New York, is 

1,563.76 feet above mean tide.

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 1908.

Date. Hydrographer.

C. E . Alien .........................................

.....do.............................................

.....do..............................................

..... do....... ------ .................................

Width.

Feet. 

55.0

54.0

54.0

43.0

47.0

Area of 

section.

Sq.ft. IT?

108

97.3

Gage 

height.

Feet. 

1.55

1.15

Discharge.

Sec.-ft. 

97 7

93 4

14.8

199

42 8

Daily gage height, in feet, of Bog River near Tupper Lake, N. Y.,for 1908.

Day.

1......

4......

5......

6......

8......

9......

10......

Aug. Sent.

1.48

1.46

1.44

1.36

1.36

1.34

1.32

1.32

1.24

1.11

Oct.

1.11

1.11

1.18

1.12

1.12

1.10

1.13

r.n

1.10

Day.

11......

12.....

13......

14......

15......

16......

17......

18......

19......

20......

Aug. Sept.

1 00

90

88

86

85

84

77

74

Oct.

1.06

1.15

1.09

1.03

.97

.79

.67

Day.

21......

22...

23. .....

24. .

25. .

26. .

27. .

28. .

29. .

30. . .

Aug.

1.55

1.54

1.51

1.51

Sept.

0.74

.74

.74

.74

.83

1.01

Oct.

0.60

60

.60

NOTE. Gage heights September 21 to 30, and October 13 to 23 based on comparisons with Raquette 

River at Raquette Falls and Piercefield.
132 SURFACE WATER SUPPLY, 1907-8. 

Rating table for Bog River near Tupper Lake, A7 . Y.,for 1908.

Gage

height.

Feet.

0.60

.70

.80

.90

1.00

1.10

Discharge.

Sec.-ft.

7.5

10.0

14.1

19.7

26.7

35.2

Gage

height.

Feet.

1.20

1.30

1.40

1.50

1.60

Discharge.

Sec.-ft.

45.6

58.2

72.4

89.5

109

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on six 

discharge measurements made during 1908, and is well defined between gage heights 0.7 foot and 1.6 feet.

Monthly discharge of Bog River near Tupper Lake, N. Y.,for 1908. 

[Drainage area, 132 square miles.]

Month.

August 24-31 ..............................

October 1-23 ..............................

Discharge in second-feet.

Maximum.

99.0 

85.9 

43.4

Minimum.

89.5 

11.6

7.5

Mean.

94.2 

32.1 

27.1

Per

square 

mile.

0.714 

.243 

.205

Run-off 

(depth in 

inches on 

drainage 

area).

0.21 

.27 

.18

Accuracy.

A. 

B. 

B.

CHATEAUGAY RIVER DRAINAGE BASIN.

DESCRIPTION.

Chateaugay River rises in northern New York, flows northeastward, and unites with the St. Lawrence about 20 miles north of the 

international boundary. Its basin affords considerable opportunity 

for storage, principally in the Upper and Lower Chateaugay lakes, 

which lie on the north slope of the Adirondacks, and for its size, its 

total drainage area being only 199 square miles, it is rather an important stream for power, much of which is undeveloped.

The following gaging station has been maintained in this river 

basin: Chateaugay River at Chateaugay, N. Y., 1908.

CHATEAUGAY RIVER NEAR CHATEAUGAY, N. Y.

This temporary station was located about 1,200 feet upstream 

from the dam of the Chasm Power Company, which is about 3 miles 

by road from Chateaugay. It is about 9 miles below Lower Chateaugay Lake, and was established August 18, 1908, to obtain data 

regarding the low-water flow of Chateaugay River, and was discontinued December 123 1908.

Information in regard to this station is contained in the reports 

of the state engineer and surveyor, State of New York.
CHATEAUGAY RIVER. DRAINAGE BASIN. 133 

Discharge measurements of Chateaugay River near Chateaugay, N. Y., in 1908.

Date. Ilydrographer.

G. M. Brett ........................................

.... .do. .............................................

(\ II. Adams. ......................................

.....do........ .....................................

Width.

Feet.

57

54

48

52

Area of 

section.

Sq.ft. 

62.0

50.7

64.3

35.9

Gage 

height.

Feet. 

1.68

1.63

1.20

Discharge.

Sec.-ft. 

112

73 9

116

37.5

'- Measurement made by wading. 6 Measurement made from bridge.

Daily gage height, in feet, of Chateaugay River near Chateaugay, N. Y.,for 1908. 

[Observer, W. E. Thayer.]

Day.

2...............

G...............

8...............

9. ..............

11... ............

13...............

Sept. Oct.

1.45

1.42

1.38

1.50

1.42

1.45

1.40

1.25

1.35

1.45

1.30

1.55

1.55

1.20

Nov.

1.52

1.55

1.02

1.68

1.55

1.65

1.78

1.65

1.65

Dec.

1.60

1.65

1.35

1.62

1.75

1.75

1.65

1.40

1.60

1.60

1.50

Day.

10...............

17...............

18...............

19...............

20.. ..... ......

i 

21. ....... . ....

22...............

23...............

24. .............

25...............

26...............

27. ..............

28...............

29...............

30...............

Sept.

1.62

1.45

1.45

1.62

1.45

1.38

1.32

1.35

1.48

1.50

Oct.

1.78

1.72

1.68

1.65

1.68

1.60

1.58

1.62

1.40

1.72

1.68

1.72

1 (iO

Nov.

1.G5

1.65

1.62

1.55

1.65

1.65

1.65

1.65

1.02

1.58

1.65

1.65

Dec.

........

Rating table for Chateaugay River near Chateaugay, N. Y.,for 1908.

Gage

height.

Feet.

1.20

1.30

1.40

1.50

Discharge.

Sec.-ft.

38

48

61

77

Gage

height.

Feet.

1.00

1.70

1.80

Discharge.

Sec.-ft.

98

124

156

NOTE. The above table is not applicable for ice or obstmcted-chaunel conditions. It is based on four 

discharge measurements made during 1908 and is well defined.

Monthly discharge of Chateaugay River near Chateaugay, N. Y.,for 1908. 

[Drainage area, 119 square miles.]

Month.

Discharge in second-feet.

Maximum.

103 

150 

150 

140

Minimum.

51 

38

77 

54

Mean.

72.7 

86.8 

104 

97.3

Per

square 

mile.

0.611

.729

.874 

.818

Run-off 

(depth 

in inches 

on drainage area).

0.23

.84 

.98 

.37

Accuracy.

A. 

A. 

A. 

A.

NOTE. Discharge estimated October 30 to November 4.
134 SURFACE WATER SUPPLY, 1907-8. 

LAKE CHAMPLAIN DRAINAGE BASIN. 

DESCRIPTION.

Lake Champlain occupies a long and narrow valley, 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, mostly 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., 1907-8.

Richelieu River at Fort Montgomery, N. Y., 1875-1908.

Winooski River at Richmond, Vt., 1903-1907.

Otter Creek at Middlebury, Vt., 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., 1903-1908

Big Chazy River at Mooers, N. Y., 1908.

ICE CONDITIONS ON LAKE CHAMPLAIN.

Lake Champlain does not usually close over in its wider portions 

until the latter part of January. Occasionally the period of closure 

will not occur until February, and sometimes will last only for a few 

days.

The date of freezing over at Rouse Point from 1897 to 1908 is as 

follows:

Year.

1897...----....-----..-.

1898

1899....................

1900....................

Frozen 

over.

Dec. 19

Dec. 11

Year.

1901....................

1903. ..................

1904. ...................

Frozen 

over.

Dec. 5

Nov. 30

Dec. 1

Year.

1905....................

1907....................

1908.. ..................

Frozen 

over.

Dec. 3

Dec. 5

Dec. 6

a Lake opened again for short time December 28.
LAKE CHAMPLAIN DRAINAGE BASIN. 135

The dates of breaking up of ice on Lake Champlain, 1897 to 1909, 

are as follows: a

Year.

1897....--...--..-.--.-...---..

1898........ ------ .............

1909

1903...........................

Ice

broke

up.

Mar. 25

Apr. 20

Mar. 17

Steamers commenced

running

between

Burlington and

Plattsburg.

Mar. 26

Apr. 21

A rtr 1 7

Mar. 25

Year.

1904...........................

1905...........................

1906......................... ..

1907...........................

1909...........................

Ice

broke

up.

Apr. 18

Apr. 14

Apr. 16

Apr. 13

Steamers commenced

running

between

Burlington and

Plattsburg.

Apr. 19

Apr. 17

Do.

Apr. 18

Apr. 19

CHAMPLAIN CANAL AND GLENS PALLS FEEDER, NEW YORK.

The discharge of Hudson River at both Fort Edward and Mechanicville is diminished somewhat by the water required for operating 

the Champlain Canal. In the northern portion of this canal from 

Northumberland to Lake Champlain, at Whitehall the summit level 

(between Fort Edward and Fort Ann) is supplied (1) by the Glens 

Falls feeder, a branch canal, leaving Hudson River about 2 miles 

above Glens Falls, and (2) by Wood Creek. At Northumberland the 

canal crosses the Hudson, and the southern portion receives its principal water supply here.

The quantity of water diverted from Hudson River for the Champlain Canal has been measured occasionally at various points, and a 

summary of discharges in second-feet follows, of measurements made 

prior to 1907, these results being compiled principally from the 

reports of the state engineer of New York:

Glens Falls feeder:

(1) At guard lock near feeder dam 

Rafter, October 8, 1895............................. 383

Horton, August 25, 1904........................... 302

(2) At Glens Falls, Chain bridgeRafter, October 8, 1895 ............................. 364

Horton, September 25, 1905 (11 a. m.) .............. 295

September 25, 1905 (3 p. m.)................ 292

(3) Glens Falls, just above waste weir 

Rafter, October 9 and 10, 1895...................... 213

(4) At Glens Falls, J mile below site of previous gaging 

Rafter, October 10, 1895............................ 191

(5) At Sandy Hill, near entrance to Champlain Canal 

Rafter, October 11, 1895 ............................ 182

Champlain Canal, north from Sandy Hill to Lake Champlain:

(6) Just north of Glens Falls feeder entrance 

Rafter, October 11, 1895 ............................. 74

a Courtesy of Mr. D. A. Tyoomis, general manager Champlain Transportation Company, Burlington, Vt.
136 SURFACE WATER SUPPLY, 1907-8.

Champlain Canal, south from Sandy Hill to Northumberland:

(7) Notre Dame Street Bridge, Fort Edward 

Weeks, August 29, 1905............................ 78

Weeks, September 25, 1905 ......................... 138

Champlain Canal, south from Northumberland to Mechanicville:

(8) Between locks 9 and 10 

Kuichling, October 10, 1900........................ J31

Kuichling, October 11, 1900........................ 139

(9) Mechanicville, Saratoga Street Bridge 

Weeks, August 29, 1905............................ ?,4

During 1907 additional measurements of flow were made by the 

hydrographers of the geological survey for the New York state 

water supply commission, the results following:

Measurements of flow in Champlain Canal, etc., October 9-12, 1907.

No.

2

3

4

5

6

7

8

Q

in

11

12

IS

14

15

16

17

18

19

SO

Locality.

Below Northumberland.

Spillway at Stillwater. ...............................

.....do................................................

Above Northumberland.

.....do................................................

Date.

Oct. 9

...do....

...do....

...do....

...do....

...do....

...do....

...do....

Oct. 10

...do....

Oct. 10

...do....

Oct. 11

...do....

...do....

Oct. 12

...do....

Discharge.

Sec. -ft. 

90.1

13.1

11.3

10-15

101

131

5-8

1

4oro

89.5

16.2

4-6

3-5

159

90.1

1

176

213

Mean

velocity .

Ft. per sec. 

0.36

1.27

.71

.53

.34

.05

.67

.25

.67

.78

Remarks.

Do.

Do.

Do.

Do.

Do.

Do.

Estimated.

1. Made from Saratoga Street Bridge.

2. This spillway is about 250 yards above mill of West Virginia Pulp Company at Mechanicville; is 90 

feet across; water flowing over about 1 inch in depth.

5. Schuyler Creek flows into the canal opposite the Stillwater spillway; no measurement of this could be 

made, but estimated flow was 10 or 15 second-feet.

6. Measurement from bridge a t Stillwater.

7. Measurement from Bridge No. 45, opposite W. F. Curtis.

8. Spillway between bridges Nos. 46 and 47; not sufficient flow for measurement; estimated at 5 to 8 

second-feet.

9. Spillway just above Bridge No. 51; estimated flow at 1 second-foot.

10. Small spillway 75 yards below Coveville; estimated flow, 4 or 5 second-feet.

11. Measurement from footbridge behind Coveville post-office.

12. Measurement from Bridge No. 63; soundings made, but only a trace of velocity; estimated at 0.05 

foot per second. There are three spillways just below this bridge. At No. 62, 250 yards below here, there 

is absolutely no velocity.

13. Lock not in use at this time; 4 to 6 second-feet estimated leakage.

14. Lock at end of canal; estimated leakage, 3 to 5 second-feet.

15. At East Street Bridge, Fort Edward, current while soundings were being made, but ceased before 

measurement; about 5 second-feet leakage through lock here.

16. From Change Bridge west of trolley line at Sandy Hill.

17. From bridge 45 feet north of entrance of Glens Falls feeder; current runs north.

18. There is but one bridge between Fort Edward and Glens Falls feeder, about 150 yards above Fort 

Edward lock; barely a trace of current here in canal; estimated flow over lock gates of 10 or 12 second-feet. 

Between Fort Edward and Glens Falls feeder is one small waste weir; estimated flow over this, 1 secondfoot.

19. At plate girder highway bridge at Glens Falls.

20. At Change Bridge near feeder dam, Glens Falls.
LAKE CHAMPLATN DRAINAGE BASIN. 137

Measurements of flow in Champlain Canal, etc., October 29-30, and November 23, 1907.

No.

1

17

16

15

19

20

1

15

16

Locality.

.....do........ ......................................................

Date.

Oct. 29

...do....

...do....

...do....

Oct. 30

...do....

Nov. 23

...do....

...do....

Discharge.

Sec.-ft. 

130

125

177

129

203

232

108

140

176

Mean 

velocity.

Ft.per sec. 

0.52

.32

.88

.51

.81

.88

.44

.55

.73

Gagings were made by the state engineer's assistants, as follows:

Current-meter discharge measurement of Glens Falls feeder.

Date.

1907.

Do.........

November 2(1 . . 

Do.........

Hydrographer.

At first bridge below dam above Glens Falls. 

E. F. Weeks. ... ....................................

.....do..............................................

At Ferry Street Bridge, Sandy Hill.

E . F . W eeks ........................................ 

..... do. .............................................

Width.

Feet. 

42.5

42.5

47.5 

47. 5

Area of 

section.

Sq.ft. 

238

233

232 

231

Gage 

height.

Feet. 

8.8

8.72

6.38 

6.4

Discharge.

Sec.-ft. 

223

193

226 

200

From the foregoing data the following conclusions have been 

drawn as to conditions during 1907:

Apparently about 220 second-feet a enters the Glens Falls feeder 

from the Hudson River. About 60 second-feet returns to the river 

before reaching Fort Edward, leaving 160 second-feet which enters 

the Champlain Canal, and which should be added to the recorded 

flow of the Hudson River at Fort Edward. Of this amount, about 

90 second-feet flows north toward Lake Champlain and is permanently diverted from the Hudson drainage; the remaining 70 secondfeet flows south and probably nearly all gets back into the Hudson 

at or before the Northumberland crossing.

The supply of water taken for the southern part of the canal, 

below Northumberland is probably about 90 second-feet, which, 

with the 90 second-feet flowing north into Lake Champlain, makes a 

total of about 180 second-feet to be added to the recorded flow at 

Mechanicville.

<* This is considerably less than found by Rafter in 1895, and is occasioned by the better condition of the 

canal and the smaller amount of leakage in the vicinity of Glens Falls.
138 SURFACE WATER SUPPLY, 1907-8.

It will be noted that the gagings have nearly all been made late in 

the season, when perhaps the use of the water was not at a maximum.

In view of this fact the following values are assumed as applicable 

during the portion of the season that the canal is in operation (from 

about May to November inclusive): At Fort Edward add 180 secondfeet to the recorded flow; at Mechanicville add 200 second-feet to 

the recorded flow.

LAKE CHAMPLAIN AT BURLINGTON, VT.

This station is located on the south side of the roadway leading 

to the docks of the Champlain Transportation Company, of Burlington, 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.

During 1907 and 1908 gage readings were taken for comparison 

with those at Rouse Point. This work was done under the direction 

of Prof. A. D. Butterfield, of the University of Vermont, for the 

special purpose of transferring mean sea datum from Rouse Point to 

Burlington and checking the datum at the latter point as used by 

the topographic branch of the United States Geological Survey. 

These gage readings were taken and furnished through the courtesy 

of Mr. D. A. Loomis, general manager of the Champlain Transportation Company.

A comparison of gage readings made upon calm days during 1907 

and 1908 indicates that the zero of the gage at Fort Montgomery 

and at Burlington are at substantially the same elevation, namely, 

92.50 feet above mean sea level.
LAKE CHAMPLAIN DRAINAGE BASIN. 139 

Daily gage height, in feet, of Lake Champlain at Burlington, Vt., for 1907 and 1908.

Day.

1907. 

1...............

2...............

3...............

4...............

5. ..............

6...............

7...............

8...............

10...............

11...............

12...............

13...............

14...............

15...............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24...............

26...............

27...............

28...............

9Q

30. ..............

01

1908. 

1...............

2...............

3...............

4...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

4.5

4.5

4 3

4.3

4.3

4.3

4.3

4.3

4 3

4.2

4.15

4.1

4.1

4.05

3.95

4.0

3.95

Feb.

:::::::

:

a 3. 5

(«)

4.22

4.55

a4.5

Mar.

64.45

«4.2

a 3. 75

4.45

a 4. 4

a 4. 4

a 4. 6

»4.6

a 4. 8

a 5. 02

a 5. 75

a 5. 85

Apr.

a 5. 95

5.85

5.95

5.95

5.8

5.78

5.8

5.85

5.9

6.0

6.0

6.0

5.9

5.8

5.8

5.7

5.7

5.7

5.45

5.6

5.7

5.9

6.0

May.

5.5

5.63

5.95

5.95

5.92

5.85

5.62

5.62

5.45

5.38

5.37

5.3

5.1

5.0

4.9

4.82

4.72

4.5

4.3

4.23

6.0

6.15

6.35

6.3

6.3

6.3

6.4

6.45

6.5

6.0

5.65

5.5

5.4

5.3

June.

4.16

4.0

3.93

3.8

3.71

3.65

3.52

3.5

3.42

3.32

3.2

3.2

3.0

2.9

2.85

2.85

2.9

2.9

5.1

5.1

5.0

4.9

4.85

4.75

4.5

4.45

4.35

4.3

4.3

4.05

4.0

3.9

3.9

3.9

3.9

3.85

3.6

3.55

3.5

3.4

3.3

3.25

3.0

July.

2.9

2.9

2.85

2.82

2.8

2.8

2.76

2.7

2.65

2.6

2.55

2.55

2.5

2.45

2.45

2.4

2.4

2.35

2.35

2.3

2.25

2.2

2.18

2.95

2.9

2.8

2.6

2.6

2.55

2.5

2.3

2.2

2.2

2.1

2.0

2.0

2.0

2.0

2.0

2.0

1.95

1.9

1.9

1.9

1.85

1.8

1.8

1.8

1.75

Aug.

2.15

2.10

2.16

2.05

2.00

2.00

1.90

1.80

1.75

1.75

1.75

1.65

1.55

1.50

1.45

1.40

1.40

1.35

1.30

1.25

1.20

1.20

1.15

1.10

1.10

1.7

1.65

1.6

1.5

1.5

1.5

1.4

1.4

1.4

1.35

1.3

1.25

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.05

1.0

.99

.99

.98

.98

Sept.

1.00

1.00

1.25

1.3C

1.40

1 44

1.42

1.56

1.60

1.60

1.50

1.50

1.50

1.50

1.40

1.35

1.30

1.35

1.30

1.30

1.29

1.30

0.98

.98

.98

.98

.27

Oct.

1.30

1.40

1.47

1.47

1. 50

1.90

2.00

2.17

2.18

2.20

2.20

2.20

2.10

2.08

2.00

2.20

2.50

2.65

0.25

.12

.i2

.05

.05

.075

Nov.

2.65

2.60

3.10

3.30

0 Cfi

3.60

3.65

3.60

3.64

3.55

3.50

3.35

3.40

3.40

3.20

3.20

3.20

3.20

3.15

3.15

3.13

3.10

3.05

-.18

-.18

-.18

-.21

-.15

Dec.

2.90

2.80

2.75

2.90

2.75

2.80

3.25

3.70

3.75

3.70

3.70

4.00

4.25

4.40

-.10

-.25

-.18

-.05

-.08

a No ice. i> Top of ice. "Heavy rain, snow gone, ice out of Winooski River. 

NOTE. The lake was frozen at the gage the greater part of the time, January 24 to March 31,1908.
140 SURFACE WATER SUPPLY, 1907-8.

RICHELIEU RIVER 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 this may affect the discharge.

The elevation of gage zero at Fort Montgomery is 92.50 feet 

above mean sea level, according to the adjustment in 1906 of mean sea 

datum in this vicinity by the topographic branch of the United States 

Geological Survey. High water level is at elevation 101.6, 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 on 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.

Monthly discharge is being 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 state engineer and surveyor, State of New York.
LAKE CHAMPLAIN DRAINAGE BASIN. 141

Daily gage height, in feet, of Richelieu River at Fort Montgomery, N. Y.,for l'J07 and 1098 .

[Observer, William McComb.]

Bay.

1907. 

1...............

2...............

3...............

5'.'.'.'.'.'.'.'.'.'.'.'.'.'.'. 

6...............

7..... ..........

8...............

9..............

10

12...............

1 0

14...............

15...............

17..............

18...............

19...............

20............... 

21...............

22...............

23...............

24...............

25...............

26....-.--.......

27...............

28...............

29. ..............

30...............

31...............

1908. 

1...............

2...............

3...............

4.... ..........

5...............

7............... 

8............... 

9............... 

10...............

11...............

12...............

13...............

14............... 

15...............

16.......... ....

17...............

18............... 

19...............

21...............

22. ..............

23...............

24

25

26...............

27...............

28...............

29 30.'.'.'.'.'.'.'.'.'.'.'.'.'.'. 

31...............

Jan.

1.6 

1.6 

1.65 

1.85 

2.15

2.35 

2.45 

2.5 

2.4 

2.55

2.48 

2.45 

2.5 

2.5

2.55

2.6

2.65

2.7 

2.65 

2.6 

2.7

2.7 

2.7 

2.75

2.78

2.75

4.45 

4.4 

4.4 

4.6 

4.4

4.5 

4.45 

4.4 

4.3 

4.2

4.2 

4.2 

4.15 

4.0 

4.1

4.15 

4.1 

4.05

4.1 

3-95

3.95 

3.9 

3.95

3.8

3.8

3.8 

3.7 

3.9 .......

Feb.

2.55 

2.65 

2.6 

2.55 

2.5

2.4 

2.5

2.55 

2.6 

2.65

2.45

2.58 

2.3

2.3 

2.3

2.2

2.15

9 9

2.18 

2.18 

2.25 

2.2

2.25 

2! 15

3.9 

3.75 

3.7

3.6 

3.6

3.7 

3.55 

3.5 

3.5 

3.5

3.45 

3.4 

3.5 

3.4 

3.55

3.75 

3. 95 

4.1 

4 25

4.35 

4.45

4.4 

4.4 

4.45

4.4

4.35

4.3

4.25

Mar.

2.05 

2.15 

2.1 

2.0 

1.95

1.9

1.85 

1.85 

1.8 

1.75

1.8

1.95 

1 9

1.85 

1.9

1.8 

1.75

1.85 

1.95 

1.95

2

f»

2.05 

2.15 

2.4 

2.65

2.85 

2.9 

3.25 

3.55 

4.05 

4.45

4.2 

4.2 

4.1 

4.05 

4.0

4.05 

3.9 

4.0

3.8 

3.8

3.85 

3.7 

3.8 

3.9 

4.05

4.05 

4.2 

4.25

4.35

4.4

4.4 

4.5 

4.55

5.1

5. 35 

5.6

5.8

Apr.

4.4 

4.8 

4.9 

5.0 

4.85

4.9 

5.0 

5.2 

4.9

4.8

4.7

4.75

4.8 

4.75

4.7

4.7 

4.6

4.5 

4.45 

4.4 

4.55

4.7 

4.9 

5.3 

5.70 

5.2

5.8 

5.85 

5.8 

5.8 

5.85

5.8 

5.75 

5.8 

5.75 

5.95

5.85 

5.8 

5.9 

5.9 

5.9

5.8 

5.8 

5.8

5.85

5.7 

5.65

5.6 

5.5 

5.7

5.6

5.6

5.9 

6.0

May.

5. 45 

5.65 

6.05 

5.95 

5.9

5.8 

5.92 

5.93 

5.95 

5.85

5.7

5.65 

5.7

5.5 

6.0

5. 5 

5.4

5.3 

5.25

5.2

4.95 

4.95 

4.8 

4.75

4.9 

4.6 

4.55 

4.33 

4.3 

4.3

6.2

6.15 

6.1 

6.25 

6.25

6.3 

6.5 

6.4 

6.4 

6.3

6.4 

6.35 

6.3 

6. 35 

6.35

6.4 

6.2 

6.25 

6.3 

6.1

6.0

6.0 

5.75 

5.6

c c

5.4 

5.3

June.

4.2

4.05 

4.15 

4. 2

3.9 

3.75 

3.66 

3.6 

3. 55

3.5 

3.45

3.4 

3.25

3.23 

3.15

3.1 

3.02 

3.0

2 98

3.0 

3.0 

2.9 

2.92

2.95 

2.9 

2.9 

2.9 

2.95

5.1 

5.05 

5.05 

4.9

4.85

4.8 

4.75 

4.6 

4.55 

4.45

4.4 

4.3 

4.15 

4.1 

4.0

3.9 

3.9 

3.95 

4.0 

3.9

3.7 

3.6

3.6 

3.6 

3.4

3.35

3.3

3.2

3.3

3.1

July.

2.9 

2.95 

2. 9 

2^95 

2.95

2.9 

2.95 

2.9

2.8_

2.7

2.7

2.65 

2.7

2.8 

2.7

2.6

2.55 

2.55

2.4 

2.4 

2.45 

2.35

2.4 

2.2 

2.25 

2.3 

2.25 

2.25

3.05 

2.9 

2.9

2.85 

2.7

2.8 

2.6 

2.6 

2.55 

2.45

2.6 

2.4 

2.3 

2.25 

2.2

1.95 

2.1 

2.0 

1.9 

1.95

2.05 

2.0

1.95 

1.9 

1.9

1 9

1 9

1.8

1.85 

1.8 

1.75

Aug.

2.2 

2.3 

1.7 

1.6 

1.6

1.6 

2.05 

1.95 

2.0 

2.0

1.95 

1.95 

1.85

1.7 

1.75

1.85 

1.9

1.6 

1.6 

1.7

1.45

1.4 

1.45 

1.85 

1.4

1.3 

1.25 

1.2 

1.15 

1.2 

1.1

1.7 

1.7 

1.65 

1.65 

1.75

1.5 

1.5 

1.45 

1.45 

1.5

1.5 

1.5 

1.4 

1.4 

1.25

1.3 

1.6 

1.25 

1.4 

1.15

1.2

1.1 

1.1 

1.05

1.0

.95

g

1.0 

.9 

.9

Sept.

1.1 

1.2 

1.1 

1.25 

1.25

1.35 

1.45 

1.4 

1.4 

1.5

1.6 

1.55 

1.5

1.6 

1.6

2.05 

1.45

1.5 

1.7 

1.6

1.5

1.4 

1.6 

1.5

1.4

1.3 

1.3 

1.25 

1 2 

L3

.9 

.9

.8 

.9 

1.05

1.1

.75

. 7 

.85

.7

.7 

.6 

.55 

.50 

.45

.45 

.5 

. 5 

.3 

.4

.65

.3 

.45 

.4

.35 

.4

Oct.

1.4 

1.45 

1.55 

1.5 

1.55

1.5

1.65 

1.9 

1.8 

2.2

2.2 

2.1

2.15

2.15 

2.25

2.3 

2.3

2.0

2 2

2.1

2.4 

2.0 

2.0 

2. 1

1.9 

2.5 

1.95 

2.1 

2.2 

2.4

.4 

.3 

.2 

.2

.25

.25 

.4 

.25 

.0 

.05

2 

'.15 

.3 

.3 

_ 2

.15 

.15 

.1 

.1 

. i

.1

.05 

.05

Nov. Dec.

2.6 

2.95 

2.8 

2.65 

2.9

3.0 

2.95 

3.15 

3.3 

3.4

3.45 

3.5 

3.65

3.5 

3.55

3.5 

3.45

3.55 

3.4 

3.35

4.0

3.3 

3.2 

3.1 

3.0

3.15 

3.1 

3.05 

3.0 

2.95

- .3 

- .25 

- .25 

- .2 

- .3

- .35 

- .3

- .15

- .3

- .55 

 .6 

- .45 

- .45

_ - 'A4

- .4

_ 2

- .2

_ 2

- .15 

- .2 

- .25

+ .2 

 .2 

- .3 

- .2

- .1 

3.0

2.85 

2.8 

2.85 

2.8

2.75 

2.75

2.7 

2.7 

2.75

3.0 

3.2 

3.5

3.55 

3.6

3.65 

3.6

3.7

3.75 

3.8

3.6 

3.7 

3.65 

3.8 

3.9

4.0 

4.9 

4.4 

4.3 

4.8 

4,45

- .05 

- .2 

- .3 

.0 

- .4

- .4 

- .2 

- .35 

- .4

__ 0

- .05 

- .2 

- .1 

_ 2 

- '.15

- .2 

- .25 

- .25 

- .1 

- .15

- .2

- .25

- .25 

- .2 

- .2

- .3 

- .15 

- .25 

- .2

-'."25

NOTE. Gage heights recorded October 25 to 31, 1908, are omitted. They were probably incorrect owing 

to water not having free access to the gage. After October 31 readings were made to a reference point outside 

the fort and reduced to gage datum.
142 SURFACE WATER SUPPLY, 1907-8.

WINOOSKI RIVER AT RICHMOND, VT.

The headwaters of Winooski River lie in the Green Mountain district in the east-central part of Vermont; whence the stream flows in 

a general northwesterly direction into Lake Champlain near Burlington. The total area drained is 995 square miles. Considerable areas 

in the upper part of the basin are in forest.' The storage, either artificial or natural, is insignificant.

This station is located at the steel highway bridge about one-fourth 

mile south of the railroad station at Richmond, Vt., and was established June 25, 1903, to obtain general statistical and comparative 

data regarding the total flow of the river.

The datum of the chain gage has remained the same during the 

maintenance of the station. During the winter months the river is 

affected by ice. Conditions for obtaining accurate discharge are 

fairly good and the results at this station are satisfactory. This 

station was discontinued May 1, 1907.

Daily gage height, in feet, of Winooski River at Richmond, Vt.,for 1907. 

[Observer, J. N. Buley.]

Day.

3...............

6...............

7.. .............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

8.7

10.35

8.4

7.2

7.05

6.9

6.8

Feb.

6.2

5.8

Mar.

5.55

5.9

Apr.

9.2

6.75

6.9

8.2

6.8

6.0

5.9

6.15

6.4

6.75

Day.

18...............

20...............

21...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

91

Jan.

6.85

6.3

Feb. Mar.

10.9

11.05

12.65

11.3

Apr.

6.5

5.9

10. 6

8.S

9.6

10. 15

9.55

9.2

10.2

NOTE. River frozen January 1-5, when the ice broke up at the gage. Also frozen January 10 to March 28, 

when the ice went out. During the frozen period gage heights were taken to water surface in a hole in the 

ice. March 28 to 31 may have been affected by ice jam.
LAKE CHAMPLA1N DRAINAGE BASIN. 

Rating table for Winooski Hirer at Richmond, Vt.,for 1906 and 1907.

Gage 

height.

Feet. 

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

Discharge.

Scc.-ft. 

435

495

560

630

705

785

870

960

1,060

1,165

1,275

1,385

1,500

Gage 

height.

Feet. 

5. 30

5.40

5.50

5.60

5.70

5. 80

5.90

6.00

G. 10

6.20

6.30

6.40

6.50

Discharge.

Sec.-ft. 

1,615

1,735

1,860

1,985

2,115

2,250

2,390

2,530

2,680

2,830

2,980

3.140

3,300

Gage 

height.

Feet. 

6. (iO

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

Discharge.

Sec.-ft. 

3.460

3,620

3.790

3.960

4,130

4,470

4,830

5,190

5,570

5,950

6,350

6,750

7,160

1 Gage 

1 height.

Feet. 

8.80

9.00

9.20

9.40

9.60

9.80

10.00

11.00

12.00

13.00

Discharge.

Sec.-ft. 

7,580

8,000

8,420

8,840

9,270

9,710

10.150

12,400

14.700

17, 100

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on eight 

.ischargo measurements made during 1906 and the form of previous curves. It is well denned between gage

pifhts 3.9 fppt, and 10 fppt

dischargi ......__.._. _., _

heights 3.9 feet and 10 feet.

Monthly discharge of Winooski River at Richmond, Vt., for 1907 

[Drainage area, 885 square miles.]

Month.

Discharge in second-feet.

Maximum.

10,300 

11,500

Minimum.

12. 200 

1.920

Mean.

13,500 

4,990

Per 

square 

mile.

15.25 

5.64

Run-off 

(depth in 

inches on 

drainage 

area).

2.27 

6.29

Accuracy.

B. 

B.

NOTE. See gage-height table footnote.

OTTER CREEK AT MIDDLEBURY, VT.

Otter Creek rises in the northern part of Bennington County, Vt., 

flows northward, and enters Lake Champlain about 6 miles northwest of Vergennes. It drains a total area of 925 square miles, all in 

Vermont, and of this 615 square miles are above Middlebury. Large 

tracts on the headwaters of the river are in forest. The slope of the 

river between Rutland and Middlebury is very small, but between 

Middlebury and the mouth it is greater. The slopes of the tributary 

streams are generally steep. Storage in the basin is insignificant.

This station is located at the railroad bridge, about one-half mile 

south of the railroad station at Middlebury, Vt., and was established 

April 1, 1903, to obtain general information of the flow of Otter 

Creek.

The datum of the chain gage has remained the same during the maintenance of the station. During the winter months the gage heights 

are somewhat affected by ice- About 800 feet below the station is a 

dam, largely composed of a natural reef of ledge. This has some 

effect upon the relation between gage height and discharge at this
144 SURFACE WATER SUPPLY. 1907-8.

station, but as there is nearly always water flowing over the crest of 

this dam it is believed that the records are not greatly affected. 

Gagings have been made from the stone arch highway bridge above 

the dam. This station was discontinued May 1. 1907.

Daily gage height, in feet, of Otter Creek at Middlebury, Vt.,for 1907. 

[Observer, R. P. Bingham.]

Day.

1.. .............

9

3..-.---....-...

5...............

fi. ..............

8.. .............

Q

10...............

12...............

1 ^

IS...............

Jan

14.5

Feb.

12.4

12.3

Mar.

12.3

12.3

14.35

Apr.

15.6

15.6

15.6

15.5

15.25

14.85

14.4

13.8

13.4

13.2

13.1

13.2

13.6

13.85

13.85

Day.

16-.---.-.--.....

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

13.3

12.5

Fob.

........

12. 35

Mar.

13.15

15 3

15. 45

Apr.

13 9

13. 75

1 3 ^ >

1 0 >

13 1

14.4

15.1

15. S

15.9

NOTE. River frozen January 1 to March 28, when the ice went out. During the frozen period gage heights 

were taken to \vater surface through a hole in the ice.

Rating table for Otter Creek at Middlebury, Vt., for 1905-1907.

Gage

height.

Feet.

13.00

13.10

13.20

13.30

13.40

13.50

13.60

13.70

13.80

Discharge.

Sec.-ft.

945

1,030

1,120

1,210

1,300

1,390

1,480

1,580

1,680

Gage

height.

Feet.

13.90

14.00

14.10

14.20

14.30

14.40

14.50

14.60

14.70

Discharge.

Sec.-ft.

1,780

1,880

1,980

2,080

2,180

2,290

2,400

2,510

2,620

Gage

height.

Feet.

14.80

14.90

15.00

15.10

15.20

15.30

15.40

15.50

15.60

Discharge.

Sec.-ft.

2,730

2,840

2,950

3,060

3,170

3,280

Gage

height.

Feet.

15.70

15.80

15.90

16.00

16.20

16.40

3,390 |j 16.60

3,500 'i 16.80

3,610 17.00

Discharge.

Sec.-ft.

3,720

3,830

3,950

4,070

4,310

4,550

4,790

5,030

5,270

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measurements made during 1905-6 and is well denned between gage heights 13 feet and 18 feet.

Monthly discharge of Otter Creek at Middlebury, Vt.,for 1907. 

[Drainage area, 615 square miles.]

Discharge in second-feet.

Month. 

| Maximum.

March 28-31 ............................... 3 ,660

Minimum.

3,280 

1,030

Mean.

3,500 

2,320

Per 

square, 

mile.

5.69 

3.77

Run-off 

(depth in 

inches on 

drainage 

area).

0.85 

4.21

Accuracy.

B. 

B.
LAKE CIIAMPLAIN DRAINAGE BASIN. 145

POULTNEY RIVER NEAR FAIR HAVEN, VT.

This temporary station was located at the Delaware and Hudson 

Railroad bridge about one-half mile above Castleton River and 

about 2 miles from Fair Haven, Vt. It was established August 26, 

1908, and discontinued December 3, 1908, and was maintained to 

obtain data regarding low-water flow.

This station would probably not be satisfactory at medium and 

high stages owing to backwater effect from Castleton River.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Discharge measurements of Poultney River near Fair Haven, Vt., in 1908.

Date.

August 26...... 

Do.........

September 20..

Hydrographer.

G. M. Brett ........................................ 

.....do..............................................

C . R. Adams .......................................

Width.

Feet. 

5.3

8.0

5.3

Area of 

section.

3^94

1.49

Gage 

height.

Feet. 

0.92 

.92

.64

Discharge.

Sec.-ft. 

4.70 

5.49

1.53

Daily gage height, in feet, of Poultney River near Fair Haven, Vt.,for 1908. 

[Observer, Frank Brooks.]

Day.

1.......

2.......

3.......

4.......

g

10.......

11.......

12.......

13.......

14.......

15.......

Aug. Sept.

0.7

.7

.75

.85

.8

.8

.85

.8

.8

.7

.6

.5

.5

.6

Oct.

0.7

.7

.7

.85

.8

.8

.8

.8

.8

.8

.95

g

.9

Nov.

1.0

.9

,9

.9

g

.8

.9

.9

.9

.95

1.0

1.0

Dec.

0.9

.95

Day.

16.......

17.......

18.......

19.......

20. ......

21. .

22.......

23.......

24.....

25.......

26.....:

27.......

28.......

29.......

30.......

31.......

Aug.

0.9

.9

.8

.75

.7

.7

Sept.

0.6

.6

.6

.6

.55

.5

.5

.5

.5

.5

.5

.6

Oct.

0 9

9

9

85

8

8

8

8

75

8

8

9

1 0

1 0

Nov.

.9

1.0

1.0

1.0

g

1.0

1.0

QC

1.0

g

1.0

Dec.

Rating table for Poultney River near Fair Haven, Vt.,for 1908.

Gage

height.

Feet.

0.50

.60

.70

.80

Discharge.

Sec.-ft.

0.6

1.2

2.1

3.2

Gage

height.

Feet.

0.90

1.00

1.10

Discharge.

Sec.-ft.

4.8

7

10

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on three 

discharge measurements made during 1908 and is fairly well defined.

21635 IKK 244 10- -10
146 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Poultney River near Fair Haven, Vt.,for 1908. 

[Drainage area 179 square miles.]

Month.

Discharge in second-feet.

Maximum.

4.8 

4.0 

7.0 

8.5

Minimum.

2.1 

.6 

2.1 

3.2

Mean.

3.27 

1.60

3.84 

6.12

Per 

square 

mile.

0.018 

.0089 

.021 

.034

Run-off 

(depth in 

inches on 

drainage 

area).

0.004 

.01 

.02 

.04

Accuracy.

B. 

C. 

B. 

B.

METTAWEE RIVER NEAR WHITEHALL, N. Y.

This temporary station was located on the farm of Fred Foote, 

near the second highway bridge above the confluence of Mattawee 

River and Wood Creek, and about 2 miles from Whitehall. It was 

established August 25, 1908, to obtain data regarding the lowwater flow of Mettawee River, and was discontinued December 5, 

1908.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Discharge measurements of Mettawee River near Whitehall, N. Y., in 1908.

Date.

August 25......

Hydrographer.

(J. M. Brett ........................................

Width.

Feet. 

22 

19

Area of 

Section.

Sq.ft. 

13.5 

9.6

Gage 

height.

Feet. 

1.15 

1.00

Discharge.

Sec.-ft. 

18.8 

10.6

Daily gage height, in feet, of Mettawee River near Whitehall, N. Y.,for 1908. 

[Observer, B. M. Moore.]

Day.

2.......

3... ...

5.......

6.......

8.......

9. ......

12.......

13. ......

14.......

Aug.

 :::::::

Sept.

1.05

1.12

1.05

1.02

1.22

1.15

1.02

1.10

1.00

1.02

1.00

1.02

1.00

1.00

1 00

Oct.

1.00

1.15

1.08

1.18

1.05

1.18

1.15

1.10

1.08

1.05

1.15

1.05

1.20

1.18

Nov.

1.20

1. 12

1.18

1.05

1.15

1.15

1.10

1.08

1.05

1.08

1.10

1 12

1.12

1.10

1.10

Dec.

l.Of

1.0,

1. 1(

l.Oi

l.Oc

.......

Day. Aug. Sept.

1.08

1.05

IP.......

20.......

21.......

22. ......

23. ......

24.......

25.......

26. ......

j 27.......

28.......

29.......

30.......

31.......

1.12

1.10

1.20

1.02

1.00

1.00

1.02

1.00

1.00

1.00

1.00

.98

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

Oct.

1.10

1.10

1.10

1.00

1.02 

1.10

1.02

1.08

1.08

1.05

1.05

1.20

1.25

1.22

Nov.

1.08

1.12

1.10

1.12

1.12 

1.12

1.10

1.08

1.08

1.08 

1.08

1.08

1.05

1.08

Dec.

.......

........

-

NOTE. Ice conditions December 5 to 31.
LAKE CHAMPLAIN DRAINAGE BASIN. 147 

Rating table for Mettawce River near Whitehall, N. Y.,for 1908.

Gage

height.

Feet.

0.90

1.00

1.10

Discharge.

Sec.-ft.

7

11

16

Gage

height.

Feet.

1.20

1.30

Disheight.

Sec.-ft.

23

33

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on two 

discharge measurements made during 1908 and is fairly well denned.

Monthly discharge of Mettawee River near Whitehall, N. Y.,for 1908. 

[Drainage area, 206 square miles.]

Month.

August 25-31 ..............................

Discharge in second-feet.

Maximum.

23 

25 

28 

23 

16

Minimum.

11 

10 

11

14 

14

Mean.

17.3 

12.5 

16.9 

16.4 

14.8

Per

square 

mile.

0.084 

.061 

.082 

.080 

.072

Kun-off 

(depth in 

inches on 

drainage 

area).

0.02 

.07 

.09 

.09 

.01

Accuracy.

B. 

B. 

B. 

B. 

B.

BOUQUET RIVER AT WILLSBORO, X. Y.

This station, which has been maintained to obtain data regarding 

low-water flow, is located about 1,500 feet below the New York and 

Pennsylvania Company's mill at Willsboro, N. Y. It was established as a temporary station August 14, 1904, and discontinued 

September 10, 1904; was reestablished August 24, 1908, and again 

discontinued November 30, 1908.

About 2 miles below the station the river enters Lake Champlain, 

which would doubtless cause backwater at high stages of the lake. 

The main stream comprises two branches, the junction being about 

3^ miles above the gaging station.

There is no connection between the datum used in 1904 and that 

used in 1908. From a comparison of discharge measurements it 

appears that the zero of the 1904 gage datum was about 0.38 foot 

above that used in 1908.

The regimen of flow at this station is little affected by the use of 

water at the New York and Pennsylvania Company's dam, as the 

one wheel installed runs continuously and additional power is furnished by steam. The discharge estimates are therefore fairly good.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.
148 SURFACE WATKK SUPPLY, 1901-8.

Discharge measurements of Bouquet River at Willsboro, N. Y., in 1904 and 1908.

Date.

1904. 

July 30. ........

August 21......

August 26......

1908.

Hydrographer.

.....do..............................................

E. D. Chase.... ....................................

.....do.............................................

G . M. Brett ........................................

Width.

Feet.

46

30

Area of 

section.

Sq.ft. 

113

96

94

88

206

88

84.9

16.3

Gage 

height.

Feet. 

1.84

1.42

1.38

1.10

3.00

1.23

1.05

1.08

.49

Discharge.

Sec.-ft. 

188

88

94

77

814

108

71

74.5

7.1

ii Measurements made by wading. 

NOTE. 1904 gage heights are reduced to datum of new gage.

Daily gage height, in feet, of Bouquet River at Willsboro, N. Y.,for 1908. 

[Observer, R. S. P. Mason.J

Day.

2...............

4...............

7. ..............

8...............

9. ..............

10...............

11...............

12...............

13...............

14...............

Aug. Sept.

0.95

1.05

1.0

1.05

.95

.95

.9

.9

1.0

.95

1.0

.85

.85

Oct.

0.8

.95

.95

.85

.85

.9

.9

.85

.85

g

.85

.85

.85

Nov.

0.85

.85

.8

.8

.8

.8

.85

9

.8

.8

Day.

16...............

17...............

18...............

19...............

"2i. ..............

99

23...............

24...............

25...............

26............... 97

28...............

29...............

31 ...............

Aug.

i.io

.95

1.0

1.0 1.1

1.05

1.1

1.0

Sept.

0.8

.85

.85

.8

.75

.75

.8

.8

.8

.75

.8

.8

Oct.

0.85

.8

.85

.85

.85

.85

.8

.8

.8

.85

.8

Nov.

0.8

.85

.85

.8

.8

.85

.8

.8

.85

Rating table for Bouquet River at Willsboro, N. Y.,for 1908.

Gage

height.

Feet.

0.70

.80

.90

Discharge.

Sec.-ft.

23

33

45

Gage Disheight, charge.

Feet.

1.00

1.10

Sec.-ft.

60

78

NOTE. The above table is not applicable for ice or obstmcted-channel conditions. It is based on rive 

lischarge measurements made during 1904 and 1908, and is well defined.

Monthly discharge of Bouquet River at Willsboro, N. Y.,for 1908. 

[Drainage area. 270 square miles.]

Month.

August 24-31. .............................

Discharge in second-feet.

Maximum.

7S 

(19 

52 

45

Minimum.

52 

23 

33

28

Mean.

66. 9 

42.5 

38.5 

34.1

Peisquare 

mile.

0.248

.157 

.143 

.126

Run-off 

(depth in 

inches on 

drainage 

area).

0.07 

.18 

.16 

.14

Accuracy.

B. 

B. 

B. 

B.
LAKE CHAMPLAIN DRAINAGE BASIN. 149

AU SABLE RIVER NEAR KEESEVILLE, N. Y.

This temporary station, which was maintained to obtain data 

regarding low-water flow- of Au Sable River, was located on what is 

known as the old Hatch farm, owned by C. H. Baldwin, about 3^ 

miles upstream from Keeseville, N. Y. It was established August 1, 

1904, and discontinued September 29, 1904; was reestablished 

August 21, 1908, and again discontinued September 19, 1908.

Two main branches unite to form Au Sable River at Au Sable 

Forks, about 20 miles from the mouth of the stream and 12 miles 

above the gaging station, and are the only tributaries of importance.

The nearest water-power developments are at Clintonville above 

and Keeseville below the gaging station.

There is no connection between the datum used in 1904 and that 

used in 1908, but from a comparison of discharge measurements it 

appears that the zero of the latter is about 0.31 foot above the 1904 

datum.

Although but two discharge measurements were made in 1908, by 

using the data obtained in 1904 it is believed that the results 

obtained are very good.

Information in regard to this station is contained in the reports 

of the state engineer and surveyor, State of New York.

Discharge measurements of Au Sable River near Keeseville, N. Y., in 1904 and 1908.

Date.

1904.

August 17......

1908.

Hydrographer.

E . D . Chase ........................................ 

.....do..............................................

.-...do..............................................

Width.

Feet.

99

Area of 

section.

Sq.ft.

143 

267

148

123

96

Gage 

height.

Feet. 

0.91

.79 

1.83

.81

on

69

Discharge.

Sec.-ft. 

239

193 

770

198

917

202

172

NOTE. 1904 gage heights arc reduced to datum of new gage.

Daily gage height, infect, of Au Sable River near Keeseville, N. Y.,for 1908. 

[Observer, Nellie G. Baldwin.]

Day.

1...... ........

2..............

3..............

5..............

6..............

7..............

9..............

10..............

Aug. Sept.

0 8

8

8

7

7

Day.

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

Aug. Sept.

0.7

.7

.7

.7

.7

.7

.7

Day.

21..............

22....

23..............

24.... ... .....

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Aug.

0 8

8

9

8

8

8

8

7

7

7

Sept.
150 SUKPACE WATER SUPPLY, 1907-8.

Rating table for Au Sable River near Keeseville, N. Y., for 1904 and 1908.

Gage 

height.

Feet.

0.70

.80

.90

1.00

1.10

1.20

Discharge.

Sec.-ft.

173

194

220

250

285

Gage Disheight. charge.

Feet. Sec.-ft.

1.30

1.40

1.50

1.60

1.70

325 ! 1.80

370

420

480

555

(145

750

Gage 

height.

Feet.

1.90

2.00

2.10

2.20

2. 30

2.40

Discharge.

Sec.-ft.

870

1,000

1,140

1,290

1,450

1,020

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

Discharge.

Sec.-ft.

1,800

1,990

2,190

2,390

2,600

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on seven 

discharge measurements made during 1904 and 1908, and is well denned between gage heights 0.7 foot and 

1.9 feet. The above table is also applicable to 1904 gage heights after a correction of 0.31 foot has been 

applied to the latter.

Monthly discharge of Au Sable River near Keeseville, N. Y.,for 1908. 

[Drainage area, 470 square miles.]

Month.

August 21-31 ..............................

"* Discharge in second-feet.

Maximum.

220 

194

Minimum.

173 

173

Mean.

191 

178

Per 

square 

mile.

0.406 

.379

Run-ofl 

(depth in 

inches on 

drainage 

area).

0.17

.25

Accuracy.

A.

A.

SARANAC RIVER NEAR PLATTSBTJRG, N. Y.

This station is located at the dam of the Plattsburgh Gas and 

Electric Company, successor to Plattsburgh Light, Heat and Power 

Company, commonly called the Lozier dam, about 6 miles above 

Plattsburg. It was established March 27, 1903, to obtain general statistical data regarding the total flow of Saranac River. (PL V, A.)

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 datum of the gage has remained the same during the 

maintenance of the station.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.
LAKE CHAMPLAIN DEAINAGE BASIN. 151

Daily discharge in second-feet of Saranac River near Plattsburg, N. Y., for 1907 and 1908.

Bay. Jan.

1907. 

1............... 418

2............... 687

3. .............. 627

4. .............. 613

5. .............. 807

6........ ....... 852

7. .............. 782

8............... 711

9 (}>'>

10............... . 474

11............... 546

12............... 491

13............... 322

14............... 431

15.. ............. 417

16............... 433

17............... 361

18. .............. 398

19. .............. 387

20. .-........--.. 289

21............... 743

22 ..... ........ 668

23. .............. 530

24. .............. 421

25. .............. 404

26............... 358

27............... 253

28. .............. 423

29. .............. 386

30............... 417

31............... 388

1908. 

1............... 941

2............... 855

4.............. i 787

5.............. 719

6............... 652

7............... 741

8............... 729

9............... 620

10............... 449

11............... 523

12. .............. 669

13............... 693

14............... 634

15....... ........ 472

\

16............... 020

17...-....-..--.. 593

18............... 049

19............... 587

20............... 547

21............... 623

22. .............. 701

23............... 643

24. .............. 561

25. .............. 500

26............... 547

27...-........--. 591

29............... 483

31............... 400

Feb.

354

392

249

315

360

389

374

369

358

199

284

374

353

351

310

349

160

291

436

375

382

327

309

137

301

283

309

314

417

482

443

377

358

430

360

397

365

459

405

407

394

380

498

1,190

1,240

1,070

883

805

770

795

819

688

722

632

687

658

Mar.

302

236

172

267

332

323

343

407

409

206

337

421

424

409

415

245

456

518

451

471

405

1,434

1,507

880

1,267

2,830

4,081

3,346

3,548

2,274

660

533

596

628

592

529

582

634

548

525

016

608

880

1.230

1,540

1,020

774

686

721

735

842

1,030

1,240

1,230

2,580

2,580

Apr.

2,175

1,607

1,034

790

1,009

954

877

922

607

552

572

481

626

574

615

1,276

879

829

748

658

721

760

1,306

1,258

1,182

1,361

1,255

1,527

1,578

2,520

2,420

1,970

1,550

1,660

1,940

2,510

2,310

2,110

1,910

2,520

2,530

2,060

1,710

1,080

1,800

1,720

1,680

1,720

1,630

1,500

1,360

1,470

1,500

1,720

2,080

1 ' 800

May.

2,058

1,797

1,541

1,814

2,394

1,084

1,306

1,402

1,368

1,438

1,170

1,050

1,100

1.046

793

844

857

784

796

816

906

725

857

758

525

882

553

485

521

407

2,010

1,950

2,380

2,830

2,400

1,950

1,930

3,170

2,160

1,860

1,720

1,600

2,360

2,230

1,770

1,480

1.060

1,900

1,990

1,800

1,780

1,690

1,650

1,560

1,560

1,420

1,420

1,360

1,320

1,550

June.

562

361

510

530

513

449

498

571

370

512

545

338

330

461

198

306

285

336

316

346

563

533

900

762

774

552

643

614

600

1,560

1,280

1,120

1,050

864

975

1,020

856

810

715

593

391

259

813

773

682

677

547

537

383

542

591

622

509

216

238

July.

632

597

630

536

542

497

871

818

675

475

430

391

377

311

438

377

301

320

224

102

237

218

366

439

329

336

151

372

393

354

275

326

292

100

173

288

200

187

182

177

189

102

338

261

218

218

222

245

540

523

457

424

235

235

240

223

265

231

235

224

232

Aug.

337

403

190

126

271

333

369

383

377

349

143

192

172

227

193

196

87

232

191

224

258

237

234

119

197

230

246

333

382

274

205

128

82

15

130

668

477

312

208

255

247

178

265

256

201

147

267

358

314

313

228

228

96

217

95

187

139

145

191

82

153

Sept.

98

89

217

311

561

1,061

687

568

509

495

400

390

419

373

256

391

348

358

225

222

192

102

282

210

301

403

383

309

146

429

37

64

222

201

216

89

256

175

175

138

138

153

123

196

154

144

147

149

145

72

206

158

123

144

152

138

84

114

192

Oct.

549

448

418

422

416

393

340

589

968

707

714

575

494

 055

529

573

469

466

466

336

432

428

412

309

255

274

309

510

567

488

390

160

181

172

140

252

215

226

186

232

214

158

352

245

174

2,08

191

192

128

234

120

219

187

155

145

139

253

180

250

205

230

208

Nov.

362

177

281

402

335

301

909

939

659

541

454

358

413

322

340

371

394

409

391

486

460

564

543

546

581

513

443

554

424

483

61

196

234

182

213

180

212

166

222

214

243

252

270

219

161

250

252

208

259

212

262

143

322

299

369

420

373

352

118

347

Dec.

412

331

301

401

477

470

412

275

556

762

1,293

722

589

553

560

580

563

531

515

622

596

721

818

953

892

752

847

1,232

949

1,106

277

245

203

166

123

262

176

247

2,50

212

250

240

289

226

257

272

207

187

171

306

236

217

172

145

319

157

294

224

167

197
152 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Saranac Rirer near Plattsburg, N. Y., for 1907 and 1908. 

[Drainage area, 024 square miles.]

Month.

1907.

July.............................................

1908.

July.............................................

Discharge in second-feet.

Maximum.

852 

436 

4,080 

2,180 

2,390 

906 

871 

403 

1,060 

968 

969 

1,290

4,080

941 

1,240 

4,630 

2,530 

3,170 

1,560 

540 

668 

256 

352 

420 

319

4.630

Minimum.

253 

137 

172 

481 

407 

198 

102 

87 

89 

255 

177 

275

87

400 

358 

525 

1,360 

1,320 

149 

100 

15 

37 

120 

61 

77

15

Mean.

505 

322 

939 

981 

1,100 

491 

425 

254 

358 

481 

467 

65C

582

020 

015 

1,180 

1,930 

1,870 

697 

260 

219 

150 

198 

240 

218

684

Per

square 

mile.

0.809 

.516 

1.50 

1.57 

1.76 

.787 

.681 

.407 

.574 

.771 

.748 

1.05

.931

1.00 

.986 

1.89 

3.09 

3.00 

1.12 

.417 

.351 

.240 

.317 

.385 

.350

1.10

Run-off 

(depth in 

inches on 

drainage

area).

0.93 

.54 

1.73

1.75 

2.03 

.88 

.79 

.47 

.64 

.89 

.83 

1.21

12.69

1.15 

1.06 

2.18 

3.45 

3.46 

1.25 

.48 

.40 

.27 

.37 

.43 

.40

14.90

BIO CHAZY RIVER NEAR MOOERS, N. Y.

This temporary station was located on the highway bridge at 

Thorn's Corners, between Mooers Forks and Mooers, about ] % miles 

below the junction of the two branches which form Big Chazy River. 

It was about midway between two dams, each about three-fourths 

of a mile distant. It was established August 28, 1908, to obtain 

data regarding the low-water flow of Big Chazy River, and was 

discontinued December 8, 1908.

Information in regard to this station is contained in the reports of 

the state engineer and surveyor, State of New York.

Discharge measurements of Big Chazy River near Mooers, N. Y., in 1908.

Date.

September 17 a.

Hydrographer.

G. M. Brett ........................................

C. R. Adams. ...................................... 

.....do..............................................

Width.

Feet. 

26.0

29.0 

23.0

Area of 

section.

Sq.ft. 

15.0

33.9 

65.4

Gage 

height.

Fed. 

1.28

1.12 l 07

Discharge.

Sec.-ft. 

27.6

17.0 

46.6

a Measurement made by wading. b Measurement made from the bridge.
LAKE CHAMPLAIN DRAINAGE BASIN. 153

Daily gage height, in feet, of Big Chazy River near Mooers, N. Y.,for 1908. 

[Observer, T. Vaschon.]

Day.

1.

9

3.......

4.

5.......

0.......

7.. ....

8. ...

9.

10.......

11.......

12.......

13.......

14.......

15.......

Aug. Sept.

1.1

1.1

1.1

1.1

1.1

1.0

1.25

1.15

1.15

1.15

1.3

1.1

1.0

1.2

1.05

Oct.

1.2

1.2

1.2

1.35

1.25

1 3

1.1

1.15

1.15

1.2

1.25

1.3

1.2

1.2

1.2

Nov.

1.25

1.25

1.25

1.2

1.25

1.55

1.25

1.15

1.35

1.35

1.5

1.55

1.5

1.45

1.35

Dec.

1.3

1.15

1.4

1.35

1.0

1.45

Day.

10.......

17.......

18.......

19.......

20.......

21.......

22

23.......

24.......

25...--..

26.......

27.......

28.......

29.......

30.......

31.......

Aug.

1.3

1.3

1.2

1.2

1.2

1.2

1.15

1.25

1.2

1.15

1.0

1 25

Sept.

1.15

1.15

1.15

1.15

1.1

1.1

1.15

1.15

1.15

1.1

1.1

1.25

1.25

Oct.

1.2

1.15

1.1

1.1

1.2

1.1

1.1

1.2

1.2

1.1

1.15

1.3

1.15

1.3

1.2

1.3

Nov.

1.35

1.35

1.35

1.3

1.3

1.45

1.5

1.5

1.3

1.3

Dec.

Rating table, for Big Chazy River near Mooers, N. Y.,for 1908.

Gage

height.

Feet.

1.00

1.10

1.20

1.30

Discharge.

Sec.-ft.

10

15

22

32

Gage

height.

Feet.

1.40

1.50

1.60

Discharge.

Sec.-ft.

48

72

104

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on three 

discharge measurements made during 1908 and is fairly well defined.

Monthly discharge of Big Chazy River near Mooers, N. Y.,for 1908.

Month.

August 20-31. . ...............................................

November

Discharge in second-feet.

Maximum.

32 

32 

40 

88 

104

Minimum.

10 

10 

15 

18 

10

Mean.

22.8 

17.7 

22.5 

45.0 

44.6

Accuracy.

B. 

B.. 

B. 

B. 

B.
154 SURFACE WATEK SUPPLY, 1907-8.

MISCELLANEOUS MEASUREMENTS IN ST. LAWRENCE RIVER DRAINAGE

BASIN.

The following miscellaneous discharge measurements were made in 

St. Lawrence River drainage basin during 1908:

Miscellaneous measurements in 8t. Lawrence River basin in 1908.

Date.

July 23. ........

Stream. Locality.

Near West Sparta, N. Y ..........

Chase Mills, N. Y. ................

Gage 

height.

Feet, 

a 11 10

b22.4

Discharge.

Sec.-ft. 

142

194

" Reference point is top of downstream end of second floor beam from right end of truss.

b Reference point is a small crowfoot at middle of highest part of upstream edge of upstream spandrel.

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 basin.

They show in a general way the seasonal distribution of run-off 

and the effect of snow, ground, surface, and artificial storage. But 

the most important fact worth noting is the almost entire lack of 

uniformity or agreement between any two stations. It indicates 

that the discharge of each stream is a law unto itself, and that all 

projects dependent upon stream flow, if they are to be developed 

along the safest and most economical lines, must be based on records 

of stream flow collected with great care over a long series of years 

as near the location of the project under consideration as possible.
Summary of discharge, in second-feet per square mile, for river stations in the St. L

Station.

Kalamazoo River near Allegan, Mien. . .............

Thunder Bay near Alpena, Mich ...................

Genesee River at Jones Bridge near Mount Morris, 

N.Y.. ...........................................

Genesee River at Rochester, N. Y .................. 

Canadice Lake Outlet at Hemlock , N . Y ............ 

Seneca River at Baldwinsville. N. Y.... ............ 

Skaneateles Lake Outlet at Willow Glen, N. Y .....

Oswegatchie River near Ogdensburg, N. Y .........

Drainage 

area.

Sq. miles. 

800 

2,420 

37sn

814 

797 

1,470 

900 

1,260 

1,420

863 

757 

1,000 

1,030 

1,070

1,410 

2,360 

12.6 

3,100 

74.2 

1,400 

259 

1,850

346 

1,580 

723 

1,170 

179 

206 

270 

624

1907.

iH>

i.'24 

1.27 

1.05

1.29 

1.49

2.59

2.69 

2.19 

1.80 

.94 

4.27 

4.48

2.86 

3.41

2.56

.81

 S

PH

6." 90 

1.00 

.66

.51 

.70

.65

.64 

1.04 

1.12 

.80 

1.81

.79 

.72

.56

.52

£

s

i.20 

1.49 

1.46

.95 

1.29

2.79

2.29 

1.37 

1.41 

.83 

2.10

2.18 

2.14

1.71

1.50

ft

*t

3.02 

2.39

1.43

i.ii

1.61 

1.29

1.13 

.90

1.99

1.78 

1.70 

1.47 

.46 

2.87 

4,02

3 39

4.13 

3.04

3.24

1.57

>»

03 

S

5.49 

4.03

1.51

i.'64

1.52 

1.34 

1 61

1.06 

.91

1.31

1.22 

.89 

1.49 

.60

f, 95

4.19 

2.47

3.60

1.76

8

3 

H>

1.45 

1.64

1.04 

1.00 

.76 

1.38 

.90 

1 73

.54 

.61

1.07

.78 

.61 

1.05 

.70

?"4fi

1 05

1.66 

.79

1.51

.79

£? 

3

Hs

0.66 

.98

85

.64 

1.02 

.68 

1.06

.42

.32 

.36

.86

.60 

.61

.78 

.82 

.87

74

1.17 

.58

1.22

.68

w>

3 

 4

0.52 

.61 

.57

.36

.87

i.02 

.36 

80

.18 

.25

.20

.17

.47 

.49 

.78 

.66

49,

.68 

.40

.53

.41

ft m 

cc

0.97 

.95 

1 1?

.84 

1.24 

.56 

1.08 

.37 

85

.29 

.31

.22

.16 

.35 

.47 

.96 

44

.89

1.52 

.54

.52

.57

"S 

o

1.04 

.91 

.76

.58 

.87 

.70 

1.14 

.35 

,89

.42

.48

.60

.43

.27 

.72 

1.00 

.62

2.85 

1.06

1.58

.77
INDEX.

Page.

Accuracy, degree of......................... 20-27

Acknowledgments to those aiding........... 28-29

Ae»e-foot, definition of...................... 13

Adams, C. R., work of...................... 29

Allegan, Mich.,

Kalamazoo River near:

description.......................... 55

discharge............................ 03

discharge, daily..................... 55

discharge, monthly................. 50. 155

power plant at, view................ 54

Alpena, Mich.,

Thunder Bay River near:

dam, view................ ......... 54

description.......................... 05-66

discharge, daily..................... 60-67

discharge, monthly................. 18,155

Appropriations, amount of.................. 7

Au Sable River (Mich.) at 

Bamfield, Mich.:

description.......................... 70

discharge............................ 70

discharge, monthly................. 72,155

gage heights......................... 71

rating table......................... 72

Au Sable River (X. Y.) near 

Keeseville, N. Y.:

description.......................... 149

" discharge............................ 149

discharge, monthly.................. 150

gage heights......................... 149

rating table......................... 149

AH Sable River basin (Mich.j:

description.......................... 09-70

stream flow......................... 70-72

Authority for investigations, recital of....... 7

B.

Baldwinsville, N. Y., 

Seneca River at:

description.......................... 100

discharge, daily................... 100-107

discharge, monthly................ 108.155

Bamfield, Mich.,

Au Sable River at:

description.......................... 70

discharge............................ 70

discharge, monthly................. 72,155

gage heights......................... 71

rating table......................... 72

Barrows, H. K., work of.................... 29

| Big ('hazy River near 

I Mooers, N. Y.: Page, 

description.......................... 152

discharge............................ 152

discharge, monthly.................. 153

gage heights......................... 153

rating table......................... 153

Black River basin:

description........................ 115-116

stream flow......................... 116

Black River near 

Felts Mills, N. Y.:

description.......................... 116

discharge, daily..................... 117

discharge, monthly................ 118,155

Bog River near 

Tupper Lake, N. Y.:

description.......................... 131

discharge............................ 131

discharge, monthly.................. 132

gage heights......................... 131

rating table......................... 132

Bolster, R. H., work in charge of............ 29

Bouquet River at 

Willsboro, N. Y.:

description.......................... 147

discharge............................ 148

discharge, monthly................ 148, loo

gage heights......................... 148

rating table......................... 148

Brett, G. M., work of........................ 29

Bridgeport, Mich., 

Cass River at:

description.......................... 78

discharge............................ 78

gage heights......................... 79

Bridgcton, Mich.,

Muskegon River at:

discharge............................ 03

Burlington, Vt.,

Lake Champlain at:

description.......................... 138

gage heights......................... 139

Canadicc Lake outlet at 

Hemlock, N. Y.:

description........................ '101-102

discharge, monthly................ 102,155

Canaseraga Creek near 

West Sparta, N. Y.:

discharge..... .. ,. ................ 154

157
158 INDEX.

Page.

Cass River at or near 

Bridgeport, Mich.:

description.......................... 78

discharge............................ 78

gage heights......................... 79

Frankenmuth, Mich.:

description.......................... 76

discharge............................ 76

discharge, monthly................. 78,155

gage heights......................... 77

rating table.......................... 77

Cayuga Lake at 

Ithaca, N. Y.:

description.......................... 104

gage heights......................... 105

Champlain, Lake. See Lake Champlain. 

Chapman, Max, work of..................... 29

Chase Mills, N. Y., 

Grass River at:

discharge............................ 154

Chateaugay River basin:

description.......................... 132

stream flow........................ 132-133

Chateaugay River near 

Chateaugay, N. Y.:

description.......................... 132

discharge............................ 133

discharge, monthly.................. 133

gage heights......................... 133

rating table.......................... 133

Cooperation, credit for ...................... 28-29

Covert, C. C., work of........................ 29

Crivitz, Wis.,

Peshtigo River near:

description.......................... 42

gage heights......................... 43

Current meter, description of................ 19-20

use of................................. 18,20-21

views of.............-.....--..--.-....-. 20

Current-meter stations, views of............. 18

Curves, figure showing....................... 23

D.

Definitions, statements of.................... 13

Dells, The, Wis., view of..................... 48

Dexter, Mich.,

Huron River at:

description.......................... 82

discharge............................ 82

gage heights......................... 83

Discharge, computation of................... 21-26

curves for............................... 22

figure showing....................... 23

summaries............................ 154-155

Discharge measurements, nature of.......... 15.16

Drainage, stream flow and................... 9-10

Drainage basins, list of...................... 10

E. 

Equivalents, list of.......................... 14-15

Escanaba River, discharge, etc., curves,

figure showing................... 23

Escanaba River basin:

description.......................... 29-30

stream flow.......................... 30-33

Page.

Escanaba River near 

Escanaba, Mich.:

description.......................... 30

discharge............................ 31

discharge, monthly................. 33,155

gage heights......................... 31-32

rating table......................... 32

Euclid, N. Y.,

Oneida River near:

description.......................... Ill

discharge, daily..................... 112

discharge, monthly................ 113,155

F.

Fair Haven, Vt.,

Poultney River near:

description.......................... 145

discharge............................ 145

discharge, monthly................ 146,155

gage heights......................... 145

rating table......................... 145

Fall Creek near 

Ithaca, N. Y.:

description.......................... 104

discharge............................ 104

gage heights......................... 104

Felts Mills, N. Y., 

Black River near:

description.......................... 116

discharge, daily..................... 117

discharge, monthly................ 118,155

Flat Rock, Mich., 

Huron River at:

description.......................... 86-87

discharge............................ 87

discharge, monthly................. 89,155

gage heights......................... 87-88

rating table.......................... 88

Float method, description of................. 19

Flood prevention, stream flow and.......... 10

Fort Montgomery, N. Y., 

Richelieu River at:

description.......................... 140

gage heights......................... 141

Fox River, falls on, view of.................. 50

Frankenmuth, Mich., 

Cass River at:

description.......................... 76

discharge............................ 76

discharge, monthly................. 78,155

gage heights......................... 77

rating table.......................... 77

Freeland, Mich.,

Tittabawassee River at:

description.......................... 79

discharge............................ 79

gage heights......................... 80

French, H. F., work of...................... 29

Gage heights, nature of...................... 15

Gaging station, description of................ 18

classification of.......................... 22-26
INDEX. 159

Page.

Geddes, Mich.,

Huron River at:

description.......................... 84

discharge, daily..................... 84-85

discharge, monthly................. 86,155

Genesee River at and near 

Mount Morris (high dam), N. Y.:

description.......................... 93-94

discharge............................ 94

discharge, daily...................... 94-96

discharge, monthly................. 97,155

Mount Morris (Jones Bridge), N. Y.:

description.......................... 97-98

discharge ........................... 98

discharge, monthly ................ 99-155

gage heights ........................ C8

rating table.......................... 68

Rochester, N. Y.:

description.......................... 99

discharge............................ 99

discharge, monthly................ 101,155

gage heights......................... 100

rating table.......................... 101

St. Helena, N.Y.:

description.......................... 91-92

discharge............................ 92

discharge, monthly................. 93,155

gage heights......................... 92

rating table.......................... 92

Genesee River basin:

description.......................... 90-91

stream flow......................... 91-102

Gillett,Wis.,

Oconto River near:

description.......................... 45

discharge............................ 45

discharge, monthly................. 47,155

gage heights......................... 46

rating tables......................... 47

Glens Falls feeder:

description........................ 135-138

discharge............................ 137

Grand Rapids, Mich., 

Grand River at:

description.......................... 57

discharge............................ 58

gage heights......................... 58

Grand River at 

Grand Rapids, Mich.:

description.......................... 57

discharge............................ 58

gage heights......................... 58

Grand River basin:

description.......................... 56-57

stream flow.......................... 57-58

Grass River at 

Chase Mills, N.Y.:

discharge............................ 154

Uray, G. A., work of........................ 29

II. 

Hemlock, N. Y.,

Canadice Lake outlet at:

description........................ 101-102

discharge, monthly................ 102,155

Page.

Horton, A. H., work in charge of............ 29

Huron River at 

Dexter, Mich.:

description.......................... 82

discharge............................ 82

gage heights......................... 83

Flat Rock, Mich.:

description.......................... 86-87

discharge............................ 87

discharge, monthly................. 89,155

gage heights......................... 87-88

rating table.......................... 88

Geddes, Mich.:

description.......................... 84

discharge, daily..................... 84-85

discharge, monthly................. 86,155

Huron River basin:

description.......................... 81-82

stream flow.......................... 82-89

I.

Ice, measurements under.................... 21,26

Indians Rapids, N. Y., ice in, view of....... 50

Investigations, authority for................. 7

purposes of.............................. 9

scope of................................. 8-9

Iron Mountain, Mich.,

Menominee River near:

description.......................... 35

discharge............................ 36

discharge, monthly................. 38,155

gage heights......................... 36-37

rating table......................... 37

Irrigation, stream flow and.................. 9

Ithaca, N. Y.,

Cayuga Lake at:

description.......................... 104

gage heights......................... 105

Fall Creek near:

description.......................... 104

discharge............................ 104

gage heights......................... 104

Jones Bridge. See Mount Morris.

Kalamazoo River basin:

description.......................... 54-55

stream flow...................... 55-56,63

Kalamazoo River near 

Allegan, Mich.:

description.......................... 55

discharge............................ 63

discharge, daily..................... 55

discharge, monthly................. 56,155

power plant on, view of.............. 54

Keescvillc, N. Y.,

Au Sable River near:

description........................ . 149

discharge............................ 149

discharge, monthly.................. 150

gage heights......................... 149

rating table......................... 150
160 INDEX.

Page.

Keshena, Wis., 

Wolf River at:

description.......................... -19

discharge............................ -49

discharge, monthly................. 51.155

gage heights......................... 50

rating table......................... 51

Koss, Mich.,

Menominee River at:

description.......................... 38

discharge............................ 38

discharge, monthly................. 40.155

gage heights......................... 39

rating tables........................ 40

L.

Lake Champlain at 

Burlington, Vt.:

description.......................... 138

gage heights......................... 139

Lake Champlain basin:

description.......................... 134

ice conditions..................... 134-135

stream flow....................... 13,5-154

Lake Champlain Canal:

description........................ 135-13fi

discharge.......................... 136-138

Lake Erie basin:

description.......................... 81

stream flow......................... 81-89

Lake Huron basin:

description.......................... 64

stream flow......................... 64-80

Lake Michigan basin:

description.......................... 29

miscellaneous measurements........ fi3

stream flow......................... 29-03

Lake Ontario basin:

description.......................... 89-90

stream flow........................ 90-120

Little Wolf River near 

Northport, Wis.:

description.......................... 52

discharge............................ 53

gage heights......................... 53

Lyonsdale, N. Y., falls near, view of......... 104

M.

Manistee River basin:

description.......................... 59

stream flow......................... 59-63

Manistee River near 

Sherman, Mich.:

description.......................... 59-CO

discharge............................ <;0

discharge, monthly.............. 02-63,155

gage heights-........................ 61

rating table......................... 62

Massena Springs, N. Y., 

Raquette River at:

description.......................... 128

discharge............................ 128

discharge, monthly.................. 130

gage heights......................... 129

rating table......................... 130

Slathers, J. G., work of...................... 29

Page.

Menominee River, falls on................... 36

Menominee River at or near 

Iron Mountain, Mich.:

description.......................... 3r>

discharge............................ 36

discharge, monthly................. 38,155

gage heights......................... 36-37

rating table......................... 37

Koss, Mich.:

description.......................... 38

discharge............................ 38

discharge, monthly................. 40,155

gage heights......................... 39

rating tables........................ 40

Menominee River basin:

description.......................... 33-35

stream flow......................... 35-40

Mention, R. A., work of..................... 29

Mettawee River nearWhitehall, N. Y.:

description.......................... 146

discharge............................ 146

discharge, monthly................ 147,155

gage heights......................... 140

rating table......................... 147

Middlebury,Vt, 

Otter Creek at:

description........................ 143-144

discharge, monthly.................. 144

gage heights......................... 144

rating table......................... 144

Miscellaneous measurements in 

Lake Michigan basin................ 63

St. Lawrence River basin........... 154

Mooers, N. Y.,

Big Chazy River near:

description.......................... 152

discharge............................ 152

discharge, monthly.................. 153

gage heights......................... 153

rating table......................... 153

Moose River, falls on........................ 104

Moose River at 

Moose River, N. Y.:

description.......................... 118

discharge............................ 118

discharge, monthly................ 120,155

gage heights......................... 119

rating table......................... 120

Mount Morris (high dam), N. Y., 

Genesee River at:

description........................... 93-94

discharge............................... 94

discharge, daily...................... 94-96

discharge, monthly................. 97,155

Mount Morris (Jones Bridge), N. Y., 

Genesee River near:

description ......................... 97-98

discharge ........................... 98

discharge, monthly ................ 99,155

gage heights......................... 98

rating table.......................... 98

Muskegoii River at 

Bridgeton, Mich.:

discharge............................ 63
INDEX. 161

Navigation, stream flow and. 

Xorthport, Wis.,

Little Wolf River near:

description..........

discharge............

gage heights.........

Oconto River basin:

description........................... 44

stream flow............. .... .. .... 45-47

Oconto River near 

Gillett, Wis.:

description..................... .... 45

discharge............... ......... .. 45

discharge, monthly ............ .. 47,155

gage heights........... ............. 46

rating tables............ ............ 47

Ogdensburg, X. Y.,

Oswegatchie lUver near:

description.............. ............ 122

discharge............................ 122

discharge, monthly................ 124.155

gage heights......................... 123

rating table.......................... 124

Oneida River near 

Euclid, N. Y.:

description.......................... Ill

discharge, daily...................... 112

discharge, monthly................ 113,155

O'Neill, W. M., work of...................... 29

Oswegatchie River basin:

description......................... 121-122

stream flow........................ 122-124

Oswegatchie River near 

Ogdensburg, N. Y.:

description........ .................. 122

discharge................ ........... 122

discharge, monthly................ 124,155

gage heights......................... 123

rating table.......................... 124

Oswego, K. Y., dam at. view of ...... ...... 104

Oswego River, darn on, view of....... ...... 104

Oswego River basin:

description..................... .. 102-104

stream flow........................ 104-113

Otter Creek at 

Middlebury, Vt.:

description...................... .. 143-144

discharge, monthly ... ...... ... . 144

gage heights....... .. .............. 144

rating table....... .......... ....... 144

Padgett, H. D., work of...................... 29

Parker, G. L., work of....................... 29

Peshtigo River near- - 

Crivitz, Wis.:

description........................... 42

gage heights............ ... ... 43

Peshtigo River basin:

description.................... .. .. 41-42

stream flow........................ . 42-43

survey............................... 42

21635- IRR 244 10 11

Pierceneld, X. Y., Page. 

Raquette River at-.

description........................ 126-127

discharge............................ 127

discharge, monthly................ 128,155

gage heights......................... 127

rating table.......................... 127

1'lattsburg, N. Y.,

Saranac River near:

description.......................... 150

discharge, daily..................... 151

discharge, monthly......... ...... 152,155

ice, view................... ........ 50

Poultney River near 

Fair Haven, Vt.:

description.......................... 145

discharge........... ................ 145

discharge, monthly........ ...... 146,155

gage heights............. ........... 145

rating table........... .... ......... 145

Publications, lists of............. .......... 10-13

Pulaski, N. Y.,

Salmon River near:

description.......................... 114

discharge............................ 114

discharge, monthly................ 115,155

gage heights......................... 114

rating table.......................... 115

Quinniseo Falls, view of. 36

R.

Raquette Falls, N. Y.. 

Raquette River at:

description.......................... 125

discharge............................ 125

discharge, monthly.................. 126

gage heights......................... 126

rating table.......................... 126

Raquette River at 

Massena Springs, N. Y.:

description.......................... 128

discharge..............'.............. 128

discharge, monthly.............. 130,155

gage heights......................... 129

rating table........ ................. 130

Piercefleld, N. Y.:

description........................ 126-127

discharge............................ 127

discharge, monthly................ 128,155

gage heights......................... 127

rating table................. ..... .. 127

Raquette Falls, N. Y.:

description.......................... 125

discharge................... ..... . 125

discharge, monthly...... ........... 126

gage heights................... ..... 126

rating table...-.---.---... .......... 126

Raquette River basin:

description........... ............ 124-125

stream flow........................ 125-132

Rating curves, construction and use of...... 22

Rating station, view of...................... 20
162 IKDEX.

rage. 

Rating tables, construction of........... . 22

nature of..................... .. . 16

Revision, need for................ .. .. 27

Rice, R. C., work of.................... .... 29

Richelieu River at 

Fort Montgomery, X. Y.:

description................... ...... 140

gage heights.................. ..... 141

Richmond, Vt.,

Winooski River at:

description.......................... 142

discharge, monthly.................. 143

gage heights...................... .. 142

rating table..................... .... 143

Rifle River basin:

description....................... .. 72-73

stream flow......................

Rifle River near 

Sterling, Mich.:

description......................

discharge........................

gage heights.....................

Rochester, N. Y., 

Genesee River at:

description......................

discharge-.......................

discharge, monthly..............

gage heights.....................

rating table.....................

3-74

Run-off, computation of. ................... 21-20

definition of. ............................ 13

S.

Saginaw River basin:

description .......................... 75-76

stream flow ......................... 76-80

St. Helena, N. Y., 

Genesee River at:

description .......................... 91-92

discharge ............................ 92

discharge, monthly. ................ 93, 155

gage heights. ........................ 92

rating table ......................... 92

St. Joseph River at 

South Bend, Ind.:

discharge ............................ 63

St. Lawrence River basin:

description......... ............ .... 121

miscellaneous measurements. ....... 154

stream flow. ...................... 121-154

Salmon River basin:

description. ......................... 113

stream flow. ...................... 1 14-115

Salmon River near 

Pulaski, N. Y.:

description .......................... 114

discharge............... ............. 114

discharge, monthly . ............... 1 1 5, 1 55

gage heights. ........................ 114

rating table ......................... 115

Saranac River near 

Plattsburg, N. Y.:

description .......................... 150

discharge, daily ..................... 151

discharge, monthly. ............... 152, 155

ice, view. ........................... 50

Page.

Second-foot, definition of.................... 13

Section, changes in, estimation for .......... 23-26

Seneca River at 

Baldwinsville, N. Y.:

description.......................... 106

discharge, daily................... 106-107

discharge, monthly................ 108,155

Shawano, \Vis.,

Wo!f River near:

description.......................... 51-52

gage heights ........................ 52

Sherman, Mich.,

Manistee River near:

description.......................... 59-60

discharge............................ 60

discharge, monthly.............. 62-63,155

gage heights......................... 61

rating table......................... 62

Skaneatoles Lake outlet at 

Willow Glen, N. Y.:

description........................ 108-109

discharge ........................... 109

discharge, daily................... 109-110

discharge, monthly............ 110-111,155

Slope method, description of................ 16

Smith, L. S., work in charge of.............. 29

South Bend, Ind.,

St. Joseph River at:

discharge............................ 63

Sterling, Mich.,

Rifle River near:

description.......................... 73

discharge............................ 73

gage heights......................... 74

Stevens, G. C., work of...................... 29

Stream measurements, accuracy of.......... 26-27

data of, use of........................... 27-28

methods of............. ................ 16-21

Summaries of discharge..................... 155

Survey of Peshtigo River.................... 42

Swamps, drainage of. stream flow and....... 9-10

T.

Tables, explanation of....................... 15-16

Thunder Bay River Basin:

description.......................... 64-65

stream flow.......................... 65-68

Thunder Bay River near 

Alpena, Mich. r

dam, view........................... 54

description.......................... 65-66

discharge, daily...................... 06-67

discharge, monthly................. 68,155

Tittabawassee River at 

Freeland, Mich.:

description.......................... 79

discharge............................ 79

gage heights......................... SO

Tupper Lake, N. Y., 

Bog River near:

description.......................... 131

discharge............................ 131

discharge, monthly.................. 132

gage heights......................... 131

rating table.......................... 132
INDEX. 163

V. Page. 

Velocity curves, figure showing.............. 23

Velocity method, description of.............. 17-21

w.

Walters, M. I., work of...................... 29

Water power, stream flow and............... 9

Wat er supply, stream flow and.............. 9

Weir method, description of................. 16-17

West Sparta, N. Y.,

Canaseraga Creek near:

discharge............................ 154

Whitehall, N. Y.,

Mettawee River near:

description.......................... 146

discharge............................ 146

discharge, monthly................ 147,155

gage heights. ..................... 146

rating table.......................... 147

Willow Glen, N. Y.,

Skaneateles Lake outlet at:

description........................ 108-109

discharge........................... 109

discharge, daily................... 109-110

discharge, monthly............ 110-111,155

Willsboro, N. Y.,

Bouquet River at:

description.......................... 147

discharge............................ 148

Willsboro, N. Y. Continued. Page. 

Bouquet River at Continued.

discharge, monthly................ 148,155

gage heights......................... 148

rating table.......................... 149

Winooski River at 

Richmond, Vt.:

description.......................... 142

discharge, monthly.................. 143

gage heights......................... 142

rating table.......................... 143

Wolf River, Dells on, view of ............... 48

Wolf River at or near 

Keshena, Wis.:

description.......................... 49

discharge............................ 49

discharge, monthly................. 51,155

gage heights......................... 50

rating table.......................... 51

Shawano, Wis.:

description.......................... 51-52

gage heights......................... 52

Wolf River basin:

description.......................... 48-49

stream flow.......................... 49-53

Wood, B. D., work of....................... 29

Wood, D. M., work of....................... 29

Work, division of............................ 29

o