DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTTfl BMITH, DlBitcTOB

WATER-SUPPLY PAPER 245

< ACE WATER SUPPLY OF THE 

UNITED STATES

1907-8

V. UPPER MISSISSIPPI EIYER AND 

HUDSON BAY BASINS

UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

A. H. HORTON, E. F. CHANDLER 

AND R. H. BOLSTER

WASHINGTON

GOVERNMENT PRINTINGi; OFFICE 

1910
DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIEECTOB

WATER-SUPPLY PAPER 245

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1907-8

PART V. UPPER MISSISSIPPI RIVER AND 

HUDSON BAY BASINS

PREPARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

A. H. HORTOX, E. F. CHANDLER 

AND R. II. BOLSTER

ater Resources Brandy 

Geological Sr-vey, 

Box 3106, Capital Stalk. 

Oklahoma City, Osk.

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 now................................. 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...................................................... 28

Hudson Bay drainage....................................................... 29

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

St. Mary River drainage basin........................................... 29

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

St. Mary River near Babb, Mont.................................... 30

St. Mary River near Cardston, Alberta.............................. 33

S\vif tcurrent Creek near Babb, Mont................................ 35

Red River drainage basin............................................... 38

Description......................................^................. 38

Ottertail River near Fergus Falls, Minn.............................. 41

Red River at Fargo, N. Dak....................................... 44

Red River at Grand Forks, N. Dak................................. 46

Sheyenne River at Haggart, N. Dak ................................. 50

Devils Lake at Devils Lake, N. Dak................................. 51

Red Lake River at Crookston, Minn................................ 54

Pembina River at Xeche, N. Dak................................... 57

Mouse River at Minot, N. Dak...................................... 60

Evaporation at University, N. Dak.................................. 64

Upper Mississippi River drainage........................................... 68

General description..................................................... 68

Mississippi River at Anoka, Minn....................................... 71

Chippewa River drainage basin......................................... 72

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

Flambeau River survey............................................. 74

Chippewa River at Chippewa Falls, Wis............................. 74

Chippewa River near Eau Claire, Wis................................ -83

Red Cedar River at Menominee, Wis............................... 85

8
4 CONTENTS.

Page. 

Upper Mississippi River drainage Continued.

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

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

Black River survey................................................ 89

Black River at Neillsville, Wis...................................... 89

Wisconsin River drainage basin........................................ 92

Description........................................................ 92

Wisconsin River survey............................................. 94

Eau Claire River survey............................................ 94

Wisconsin River near Rhinelander, Wis............................. 94

Wisconsin River at Merrill, Wis..................................... 97

Wisconsin River near Necedah, Wis................................. 100

Wapsipinicon River drainage basin...................................... 102

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

Wapsipinicon River at Stone City, Iowa............................. 103

Rock River drainage basin............................................ 103

Description........................................................ 103

Rock River at Rockton, 111......................................... 105

Iowa River drainage basin......................... ................... 107

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

Cedar River at Cedar Rapids, Iowa................................. 108

Sangamon River drainage basin......................................... 110

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

Sangamon River at Monticello, 111................................. 112

Sangamon River at Riverton, 111.................................... 113

Sangamon River near Chandlerville, 111............................. 114

South Fork of Sangamon River near Taylorville, 111.................. 115

Salt Creek near Kenney, 111........................................ 116

Kaskaskia River drainage basin......................................... 117

Description........................................................ 117

Kaskaskia River near Arcola, 111................................... 118

Kaskaskia River at Shelbyville, 111................................ 118

Kaskaskia River at Vandalia, 111.................................... 119

Kaskaskia River at Carlyle, 111..................................... 121

Silver Creek near Lebanon, 111..................................... 122

Big Muddy River drainage basin....................................... 123

Description........................................................ 123

Big Muddy River near Cambon, 111................................. 124

Beaucoup Creek near Pinckneyville, 111............................ 125

Miscellaneous measurements in Hudson Bay and upper Mississippi River

drainages............................................................... 126

Miscellaneous measurements in St. Mary River drainage basin........ 126

Miscellaneous measurements in Red River drainage basin............ 126

Miscellaneous measurements in Wisconsin River drainage basin...... 126

Summary of mean discharge per square mile................................ 127

Index.................................................................... 129
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 meters..................................... 20

III. A, St. Mary canal and dam near Kimball, Alberta; B, Dam at Black

River Falls, Wis., partly carried away by high water............. 30

IV. Dam and power house at St. Croix Falls, Wis...................... 70

V. Dam on Wisconsin River at Brokaw, Wis.......................... 94

FIGURE 1. Discharge, area, and mean velocity curves of Chippewa River at

Chippewa Falls, Wis.......................................... 23

5
SURFACE AYATER SUPPLY OF THE UPPER MISSISSIPPI 

RIYER AND HUDSON BAY BASINS, 1907-8.

By A. H. HORTON, E. F. CHANDLER, 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 SUPPLYj 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 conditions. When this land is drained it becomes exceedingly produc-
10 SURFACE WATER SUPPLY, 1907-8.

tive 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 

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

States Reclamation Service, the United States Forest Service, the 

United States Weather Bureau, and the United States Geological 

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

divided into twelve parts, whose boundaries coincide with certain 

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

following list of papers on surface water supply for 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

UI

IV

V

No.

241

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-floiv data in reports of the United States Geological Surrey. 

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

Report. Character of data. Year.

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

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

1890. 

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

1891. 

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

1892. 

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

1893. 

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

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

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

discharge (also many data covering earlier years). 

W. 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). 

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

States, eastern Mississippi River, and Missouri River above

junction with Kansas. 

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

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

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

(also some long-time records). 

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

eastern Mississippi River, and Missouri River. 

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

western United States. ' 

20th Ann., pt. 4........ Monthly discharge (also for many earlier years)................ j 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........ Complete data................................................. 1907-8.

NOTE. No data regarding stream flow are given in the 15th and 17th annual reports.

The records at most of the stations discussed in these reports 

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

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

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

numbers of the papers on surface water supply published from 1899 

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

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

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

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

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

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

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

Atlantic coast and eastern 

Gulf of Mexico: 

New England rivers. . . . . 

Hudson River to Delaware River, inclusive. . 

Susquehanna River to 

York River, inclusive . . 

James "River to Yadkin

Santee River to Pearl

Mississippi River: 

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

Upper Mississippi River.

Lower Mississippi River. 

Western Gulf of Mexico......

Pacific coast and Great Basin:

South Pacific coast to 

Klamath River, inclu1899.a

35

35 

35 

(35), 36

36 

36

36 

36

(36),37

37

37

(37), 38 

38, (39)

(38), 39 

38

1900. 6

47

47,(48) 

48 

48

48 

49

48, (49) 

49

49, (50)

50 

50

50 

51

51 

51

1901.

65,75 

65,75 

65, 75 

65,75

65, 75 

65,75 

66,75

65,75 

65,75

66,75

/ (65), 

\ 66,75 

66,75

66,75 

66,75

66,75 

66,75

1902.

82

82

82 

(82),83

83 

(82),83 

85

83 

83

84

1(83),84 

; 84

85 

85

85 

85

1903.

97 

97 

97 

(97),98

98 

97 

100

98 

98, (99)

99

(98),99 

99

100 

100

100 

100

1904.

124

125 

126 

126

127

129 

130

128 

/ 128, 

t (130) 

!130, 

(131) 

(128), 

131 

132

/ 133, 

1 (134) 

/ 133, 

t (134)

134 

135

1905.

165 

166 

Ifi7 

167

168 

170 

171

169

} '"

} 172

(169), 

173 

174

175,

(177) 

176, 

(177)

177

/(177), 

\ 178

1906.

201 

202 

203 

203

204 

206 

207

205

207

208

(205), 

209 

210

211,

(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

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

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

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

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

Colorado..........................j Green, Gunnison, Grand above junction with Gunnison.

Sacramento....................... i Except Kings and Kern.

83..

97..

98..

99.. 

128.

130.

131.

169.

177.

205.

213.

251.

Great Basin 

Delaware... 

Ohio

Mohave.

Wissahickon and Schuylkill.

Scioto. 

Missouri.......................... | Loup and Platte near Columbus, Nebr. All tributaries below

i junction with Platte. 

Lower Mississippi.................' Yazoo.

James.

I St. Lawrence. Lake Ontario, tributaries to St. Lawrence River proper.

Yazoo. 

James 

Lower Mississippi................. Do.

Upper 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.

Lower Mississippi.

Upper Mississippi.

Missouri..........

/Colorado..........

\GreatBasin.......

Lower Mississippi. 

(Colorado..........

<Great Basin.......--.------.----.-,

[North Pacific coast................ j Rogue, Umpqua, Siletz'.

Lower Mississippi.................' Yazoo, Homochitto.

/Colorado.......................... I Data at Hardyville repeated; at Yuma, Salton Sea. 

\Great Basin....................... Owens, Mohave.

/Colorado.......................... \A11 stations in Colorado and Great Basin drainages lying in

\Great Basin......................./ 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
INTRODUCTION. 13

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

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

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

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

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

being given before taking up the next one below.

The exceptions to this rule occur in the records for Mississippi 

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

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

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

forth over the lake surface.

DEFINITION OF TERMS.

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

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

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

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

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

defined as follows:

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

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

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

11 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.

11 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 SUEFACE 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 equals 2.60 second-feet.

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

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

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

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

100 United States galoons 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.

I 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.
INTKODUCTION. 15

1J horsepower equal about 1 kilowatt.

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

wheel realizing 80 per cent of theoretical power.

EXPLANATION OF TABLES.

For each drainage basin there is given a brief description of 

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

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

features of importance or interest.

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

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

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

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

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

are omitted and a table of daily 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 . SUEFACE WATEE 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^Es. 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 weirs, however, there is a diversion of water either 

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

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

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

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 110 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. "Turbinewater-wheel tests and power tables" 

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

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

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

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

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

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

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

Velocity method. Streams in general present throughout their 

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

location of the measuring section with respect to these physical 

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

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

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

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

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

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

In determining the daily flow different office methods are necessary 

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

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

the same.

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

22110 IRR 245 10 2
18 SUEFACE WATEK 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

/" . i ' r^

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

B. BRIDGE STATION AND CROSS SECTION OF STREAM. 

Illustrating 0.2 and 0.8 depth method.
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 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 

many streams and under varying conditions, show that the average
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 245 PLATE II

K*

PRICE PENTA-RECORDING CURRENT METERS.
INTRODUCTION. 21

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

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

rapid enough to vitiate the accuracy of the resulting velocity.

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

owing to diversity and instability of conditions during the winter 

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

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

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

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

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

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

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

Water-Supply Paper 187..

OFFICE METHODS OF COMPUTING AND STUDYING DISCHARGE AND

RUN-OFF.

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

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

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

The rating tables prepared from these curves are then applied to 

the tables of daily gage heights to obtain the daily discharges, and
22 SURFACE WATER SUPPLY, 1907-8.

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

are computed.

Rating curves are drawn and studied with special reference to 

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

The discharge measurements for all classes of stations when plotted 

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

as abscissas define rating curves which are more or less generally 

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

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

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

mainly to extend the discharge curves beyond the limits of the 

plotted discharge measurements, and for checking purposes to avoid 

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

For every published rating table the following assumptions are 

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

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

stage, and hence such changes in conditions of flow as may have 

occurred during the period of application are 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 comparatively permanent during low and medium stages and when the flow 

is sufficiently well defined by an adequate number of discharge
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MEASUREMENTS IN 1906 No. 1 

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" 1908 " 15 TO 20 

Measurement No. 14 made in 1907 under ice conditions. 

Measurements No. 15 and 16 made in 1908 under ice conditions.

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FIGURE 1. Discharge, area, and mean velocity curves for Chippewa River 
24 SURE ACE WATER SUPPLY, 1907-8.

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. (See fig. 1.) 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 necessaiy for the uses to which discharge data 

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

low stages. The percentage error, however, is greater at low stages. 

No absolute rule can be laid down for stations of this class. Each 

rating curve must be constructed mainly on the basis of the measurements of the current year, the engineer being guided largely by 

the past history of the station and the following general law: If all 

measurements ever made at a station of this class are plotted on 

cross-section paper, they will define a mean curve which may be 

called a standard curve. It has been found in practice that if after 

a change caused by high stage, a relatively constant condition of 

flow occurs at medium and low stages, all measurements made after 

the change will plot on a smooth curve which is practically parallel to 

the standard curve with respect to their ordinates, or gage heights. 

This law of the parallelism of ratings is the fundamental basis of all 

ratings and estimates at stations with semi-permanent and shifting 

channels. It is not absolutely correct but, with few exceptions, 

answers all the practical requirements of estimates made at low and 

medium stages after a change at a high stage. This law appears 

to hold equally true whether the change occurs at the measuring 

section or at some controlling point below. The change is of course 

fundamentally due to change in the channel caused by cut, or fill, or 

both, at and near the measuring section. For all except small streams 

the changes in section usually occur at the bottom. The following 

simple but typical examples illustrate this law:

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

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

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

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

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

be analogous to a uniform fill or cut in a river channel which either
INTRODUCTION". 25

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

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

rarely exist.

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

marked tendency toward decrease or increase, respectively, of the 

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

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

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

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

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

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

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

essentially parallel to the original discharge curve with respect to 

their ordinates.

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

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

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

If these changes are very radical and involve large percentages of 

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

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

which tend to produce a new parallel discharge curve may interfere 

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

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

measuring section would more properly fall under class 4 and would 

require very frequent measurements of discharge. Special stress is 

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

utilization of this law will yield the most probable results.

Slight changes at low or medium stages of an oscillating character 

are usually averaged by a mean curve drawn among them parallel 

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

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

considered good for stations of this class. For illustrative example 

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

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

Good results can be obtained from such sections only by frequent 

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

measurements are plotted and a mean or standard curve drawn 

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

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

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

measurement the rating curve, for that day passes through that 

measurement. For davs between successive measurements it is
26 SURFACE WATER SUPPLY, 1907-8.

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 examples 

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 inter^ompared to eliminate or 

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

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

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

notes accompanying such estimates follow the monthly discharge 

tables.

For most of the northern stations estimates have been made of 

the monthly discharge during frozen periods. These are based on 

measurements under ice conditions wherever available, daily records 

of temperature and precipitation obtained from the United States 

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

adjacent streams. Although every care possible is used in making 

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

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

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

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

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

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

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

some error is involved in doing so.

ACCURACY AND RELIABILITY OF FIELD DATA AND COMPARATIVE

RESULTS.

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

observation. Inasmuch as the errors of meter measurements are 

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

much more accurate than the individual measurements. Numerous
INTRODUCTION. 27

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

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

usually gives results that are much more reliable than those from 

stations at dams, where uncertainty regarding the coefficient and 

complicated conditions of flow prevail.

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

With relatively few exceptions, the observers perform their work 

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

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

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

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

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

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

In order to give engineers and others information regarding the 

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

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

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

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

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

on the plotting of the individual measurements with reference to the 

mean rating curve.

The accuracy column in the monthly discharge table does not apply 

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

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

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

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

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

USE OF THE DATA.

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

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

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

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

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

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

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

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

year nearly always throw new light on data already collected and 

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

results of earlier years. It is therefore expected that the engineer
28 SURFACE WATER SUPPLY, 1907-8.

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

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

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

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

the funds for such work are available.

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

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

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

estimates. This is particularly true of the maximum and minimum 

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

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

increased considerably for many stations in considering designs for 

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

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

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

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

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

other method.

COOPERATION AND ACKNOWLEDGMENTS.

Assistance has been rendered or records furnished by the following to whom special acknowledgment is due: United States Weather 

Bureau, United States Reclamation Service, Wisconsin Valley Improvement Company, Great Northern Development Company, and 

Mr. Frank Dearborn. The State of Illinois cooperates in the stream 

gaging work being done in that State, the appropriation being under 

the control of the Internal Improvement Commission, Mr. Isham 

Randolph, chairman.

DIVISION OF WORK.

The field data for the upper Mississippi River drainage were collected under the direction of L. S. Smith, A. H. Horton, and J. C. 

Hoyt, assisted by G. A. Gray, R. J. Taylor, and Wm. M. O'Neill.

The field data for the Hudson Bay drainages were collected under 

the direction of J. E. Stewart, district engineer, assisted by E. F. 

Chandler, A. F. Huch, and J. B. Pierson.

The ratings, special estimates and studies of the completed data 

were made by A. H. Horton, R. H. Bolster, Robert Follansbee, and 

E. F. Chandler.

The computations and preparation of the completed data for publication were made under the direction of R. H. Bolster, assistant 

engineer, assisted by Robert Follansbee, G. C. Stevens, II. D. Padgett, R. C. Rice, J. G. Mathers, and M. I. Walters. The entire report 

was edited by Mrs. B. D. Wood.
ST. MARY RIVER DRAINAGE BASIN. 29

HUDSON BAY DRAINAGE.

GENERAL FEATURES.

All the waters that reach Hudson Bay from the United States pass 

through Lake Winnipeg and thence into the bay through Nelson 

River. The two principal tributaries of Lake Winnipeg, and thus, 

indirect!}", of Nelson River, are the Saskatchewan and Red River. 

The Saskatchewan drains the major portions of the provinces of 

Alberta and Saskatchewan and the northwestern part of Assiniboia, 

in the Dominion of Canada, and, through St. Mary River, a small 

area in northwestern Montana in the United States. Red River 

drains a large basin in the United States, covering portions of Minnesota and North and South Dakota. Both rivers are large and important.

ST. MARY RIVER DRAINAGE BASIN.

DESCRIPTION.

St. Mary River heads in northern Montana, near the Canadian 

boundary line, on the eastern slope of the main range of the Rocky 

Mountains, in a region of perpetual snow, and in the midst of numerous glaciers. It starts from the great Blackfoot Glacier, probably 

the largest in the Rocky Mountains within the United States, and 

receives affluents from at least a dozen lesser glaciers. These small 

streams unite within a short distance from their source and flow into 

a lake hemmed in by high mountains known as Upper St. Mary Lake 

Below this lake, and separated from it by a narrow strip of land, is 

Lower St. Mary Lake. The aggregate length of these two lakes is 

about 22 miles. The river flows out of the lower lake, the elevation 

of which is 4,460 feet above sea level, and within 2 miles is joined by 

Swiftcurrent Creek, which is fed by waters of Grinnell Glacier and 

four small glaciers. From the confluence of these streams to the 

international boundary, a distance of 12 miles, the St. Mary flows in 

a northerly direction, receiving Kennedy Creek a few miles before 

crossing the boundary. Entering the province of Alberta it empties 

into Belly River, its waters eventually finding their way through the 

Saskatchewan into Hudson Bay.

That portion of the drainage area below the region of glaciers has 

a heavy forest covering, consisting of spruce and fir timber on the 

higher slopes, and a dense growth of willows and aspen on the lower 

portions.

The mean annual rainfall is about 60 inches, of which the greater 

part occurs in the form of snow during the winter months. The altitude of the drainage basin within the United States ranges from 4,000 

feet to 10,000 feet.

The only diversion from the St. Mary in the United States is that 

which is being made by the U. S. Reclamation Service in connection
30 SURFACE WATER SUPPLY, 1907-8.

with the Milk River project. It is proposed to reservoir Lower St. 

Mary Lake and divert 850 second-feet of water into the Milk River 

drainage basin. Both Upper and Lower St. Mary lakes can be 

made into storage reservoirs. A view of St. Mary canal and dam 

near Kimball, Alberta, is shown in Plate III, A. Water-power 

possibilities are not important in the basin as the many small streams 

which form the river are frozen over during the winter months.

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

St. Mary River at Main, Mont., 1901-1902.

St. Mary River near Babb (formerly Dam Site), Mont., 1902-1908.

St. Mary River near Cardston, Alberta, 1902-1908.

Swiftcurrent Creek near Babb (formerly Wetzel), Mont., 1902-1908.

Kennedy Creek near Babb (formerly Wetzel), Mont., 1903-1906.

ST. MART RIVER NEAR BABB, MONT.

This station, which was established April 9, 1902, for the purpose 

of securing run-off data in connection with irrigation projects on the 

Blackfoot Indian Reservation and in the Milk River Valley, is located 

about 4,500 feet below Lower St. Mary Lake, and about 2,500 feet 

above the mouth of Swiftcurrent Creek, the nearest tributary. The 

run-off at this point is that from Upper and Lower St. Mary lakes. 

The drainage area is 177 square miles. There is no diversion above 

the station. The United States Reclamation Service has appropriated 850 second-feet of water from this stream which will be 

diverted near the station. A reservoir will also be formed at Lower 

St. Mary Lake.

The datum of the gage has remained constant since the station has 

been established. The records at this station are excellent except 

during the winter months, when ice conditions affect the results.

Discharge measurements of St. Mary River near Babb, Mont., in 1907 and 1908.

Date.

1907.

TW Q iY>H 9fi

March 30a......

July 1. .........

1908. 

April 17........

Hydrographer.

W. S. Hanna. ......................................

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

J. E. Stewart. . .....................................

J. B. Pierson. . .....................................

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

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

A . F. Huch. ........................................

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

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

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

A . F. Huch. ........................................

Width.

Feet.

95

106

106

95

90

76

110

95

80

165

65

Area of 

section.

Sq.ft.

75

184

369

432

94";

192

85

419

230

136

197

130

Gage 

height.

Feet. 

1.75

1.65

4 88

5.60

3.11

1.85

4.84

3.30

2.17

2 17

i 4y

Discharge.

Sec.-ft. 

167

162

691

2,230

3,010

1,120

761

171

3,140

1,020

501

199

a Snowdrift in stream at left bank.

& Wading measurement, above the gage.

c Wading measurement, one-fourth mile below the gage.
U. S. GEOLOGICAL SURVEY

A. ST. MARY CANAL AND DAM WEAR K.IMBALL, ALBERTA.

£. DAM AT BLACK RIVER FALLS, WIS., PARTLY CARRIED AWAY BY HIGH WATER.
ST. MARY RIVER DRAINAGE BASIN. 31 

Daily gage height, infect, of St. Mary River near Babb, Mont., for 1907 and 1908.

Day.

1907.0 

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

2

0

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

5.-.----.--.-...

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1908. & 

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

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

6. . ... ..

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

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

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

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

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

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

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

20...-..-..-.....

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

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

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

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

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

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

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

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

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

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

Jan.

1.1

1.0

.......

.......

..... V .

1.15

"i.'i"

Feb.

1.35

1.2

i. 8

1.1

Mar.

1.75

1.65

2.1

1.8

Apr.

1.

1.7

1.7

1.8

1.8 

1.8 

1.8

1.9 

1.9

2.0

2.0

2.1

2.1

2.2

2.2

2.3

2.3

2.3

2.4 

2.4

2.4

1.8

1.8

1.9

2.6

2.0

1.8

i SR

2.2

"i'e"

"s.'i"

3.4

3.4

3.6 

3.5 

3.5

May.

2.4

2 4

2.4

2.4

2.5

2.5

2.5

2.5 

2.6 

2.9

3.0 

3.2

3 7

4.3

4.3

4.3

4.2

4.2

4.2

4.1

4.1

4.0

4.0

4.0 

4.0

3.9

3.9

3.6

 3 i:

3.6

3.2

3

O

3.75

4.1

4.25

4.2

4 25

A <)\

4.2

3.9

3.85

3.75

3.65 

3.6 

3.65

3.7 

3.9

3.9

3.85 

3.9

4.0

June.

4.9

5.1

5.1

4.8

4.8 

4.8 

4.9

4.9 

1.9

5.1

5.2

5.3

5.3

5.4

5.4

5.4

5.5 

5.6

5.6

4.25

4.65

C9.4

9.2

9 1

8.1

7.5 

6.8

6.45

6.25

5.9

5.4

4.8

4.65

4.45

3.95 

3.85 

3.75

3.95 

3.85

3.8 

3.75 

3.6

July.

5. f>

5.4

5.2

5.1 

5.0 

4.8

4.8 

4.7

4.5

4.4

4.3

4.3

4.2

4.2

4.1

4.1

4.0

4.0

4.0 

3 9

3.9

3.8

3.6

3.65

3.8

3.8

3.

3.8

3 85

3.6

3.45

3.4

Q QC

3.35 

3.35 

3.3

3.2 

3.1

3.0 

2.9 

2.8

Aug.

3.6

3.3 

3.3 

3.3

3.2 

3.2

o 9

3.1

3.1

3.0

3.0

3.0

3.1

o 1

2.9

2.9

2 9

3.1

3.2

3.3

2 7

'' P,^

2.6

2.5

2.35

2.35

2.25

2 ''

2 1

2.1

2.1

2.05

2.15 

2.1 

2.1

2.1 

9 1

2.1 

2.1

2.1

2.0

Sept.

3.2

3.2

3.1

3.1

3.1

3.1

3.0

3.1 

3.2 

3.2

3.0

2.9

9 9

2 9

2.9

2 8

2.8

2.8

2.8

2.8

9 7

3.1

2.9

2.8

2.8 

2.8

2.8

1.85

1.7

1.7

1.7

1.7 

1.7

1.7

1.7

1.85

1 0

1.8

1.7 

1.75

1.75 

1.75

1.7 

1.65 

1.65

Oct.

9

9

9

2.

2.5

2.5

2.5

2.4

2.4 

2.3 

2.3

2.3 

2.3

2.2

2 2

2.1

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.0 

1 9

1.9

1.6

1.6

1.5

1.5

1.5

1.49 

1.5

1.5

1.55

1.55

1.7

1.75

1.75

1.8

1.8 

1.75

1.7 

1.7 

1.7

1.7 

1.7

1.7 

1.7

1.7

1.65

Nov.

1.9

1.8

1.8

1.8

1.8

1. ~

l.~ 

1." 

1.-

1.7 

1.7

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.5

1.5

1.6

1.6

1.6

1.6

1.6

1.6

1.5 

1.5

1.5

1.5

1.5

1. 55

1. 55

1.5

1.45

1.4

1.4 

1.5

1.5 

1.5

1.5

1.5 

1.5

1.5

Dec.

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5 

1.5 

1.5

1.5 

1.5

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.4

1.4 

1.4

1.4

1.5

1.15

1.15

1.15

"i.'is

a Ice conditions prevailed January 1 to March 31, 1907.

6 Ice conditions prevailed from January 1 to about March 31 and November 29 to December 31,1908. 

During the former period readings were to under surface of ice and during the latter period they were to 

water surface in a hole cut in the ice.

c Gage height estimated.
32 SURFACE WATER SUPPLY, 1907-8.

Rating tables for St. Mary River near Babb, Mont. 

JANUARY 1, 1907, TO JUNE 3, 1908.

Gage 

height.

Feet.

1.10

1.20

1.30

1.40

1. 50

1. CO

1.70

1.80

1.90

2.00

Discharge.

Scc.-ft.

19

31

47

67

90

115

142

171

202

235

Gage 

height.

Fed.

2.10

2.20

2.30

2.40

2. 50

2.60

2.70

2.80

2.90

3.00

Discharge.

Sec. -ft.

270

307

346

388

-133

481

532

585

640

700

Gage

height.

Feet.

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

Discharge.

Sec.-ft.

765

835

905

980

1,055

1,130

1,210

1,290

1,370

1,455

Gage

height.

Feet.

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

Discharge

Sec.-ft

1,625

1,800

1,980

2,160

2,350

2,550

2, 760

2,980

3,220

3,400

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on six 

discharge measurements made during 1907, one made during 1908, and the form of previous rating curves. 

It is well defined above gage height 1.7 feel.

JUNE 5 TO DECEMBER 31, 1908.

Gage

height.

Feet.

Discharge.

Scc.-ft.

1.00 70

1. 10 ; 94

1.20

1.30

1.40

1.50

1.60

1.70

120

148

178

Gage

height.

Feet.

2.10

2.20

2.30

2.40

2,50

211 2. 60

247

286

1.80 328

1. 90 ' 372

2. 00 418

i 2.70

1 2.80

2.90

3.00

3.10

Discharge.

Sec.-ft.

466

516

5G8

623

080

740

800

865

930

1,000

1,070

Gage

height.

Feet.

, 3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

Discharge.

Sec.-ft.

1,140

1,220

1,300

1,380

1,460

1,540

1,630

1,720

1,810

2,000

2,200

Gage

height.

Feet.

Discharge.

Sec.-ft.

4.60 2,400

4.80

5.00

5.20

5.40

5.60

2,610

2,830

3,050

3,270

3,490

5.80 I 3,710

6.00 ' 3,950

7.00

8.00

9.00

5,150

6,300

7,500

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on three 

discharge measurements made during 1908 and the form of previous rating curves. It is well defined between gage heights 1.5 and 2.5 feet, and is believed to be accurately located above gage height 2.5 feet.

Monthly discharge of St. Mary River near Babb, Mont., for 1907 and 1908. 

[Drainage area, 177 square miles.]

Month.

1907.

February " 

Discharge in second-feet.

Maximum. Minimum.

March o ..... ............ ...........

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

Julv...... .............. ........

388 

1,710 

2,080 

2,980 

1,290 

905 

532 

\. 202 

90

2,980

142

388 

1,370 

1,290 

640 

532 

202 

90 

47

Mean.

80 

110 

80 

234 

1,010 

2,370 

2,090 

893 

694 

343 

136 

74.5

676

Per 

square 

mile.

0.452 

.622 

.452 

1.32 

5.71 

13.4 

11.8 

5.05 

3.94 

1.94 

.769 

.421

3.82

Run-off.

Depth in 

inches 

on drainage area.

0.52 

.65 

.52 

1.47 

6.58 

14.92 

13.61 

5.82 

4.40 

2.24 

.86 

.49

52.08

Total in 

acre-feet.

4,920 

6,110 

4,920 

13,900 

62, 100 

141,000 

129, 000 

54, 900 

41,300 

21, 100 

8,090 

4,580

492, 000

Accuracy.

D. 

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

B. &

a Ice conditions and discharge estimated.
ST. MARY RIVER DRAINAGE BASIN. 33

Monthly discharge of St. Mary River near Babb, Mont., for 1907 and 1908 Continued.

Month.

1908.

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

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

Discharge in second-feet.

Maximum. Minimum.

1,130 

1,670 

7,980 

1,680 

800 

372 

328 

247

7.980

171 

835 

1,460 

832 

418 

266 

208

Mean.

20 

50 

170 

474 

1,300 

3,400 

1,380 

554 

301 

264 

228 

85

............ 686

Per 

square 

mile.

0.113

.282 

.960 

2.68 

7.34 

19.2 

7.80 

3.13 

1.70 

1.49 

1.29 

.480

3.87

Run-off.

Depth in 

inches 

on drainage area.

0.13 

.30 

1.11 

2.99 

8.46 

21.42 

8.99 

3.61 

1.90 

1.72 

1.44 

.55

52. 62

Total in 

acre-feet.

1,230 

2,880 

10, 500 

28,200 

79,900 

202, 000 

84,800 

34,100 

17, 900 

16,200 

13, 600 

5,230

497. 000

Accuracy.

D. 

D. 

D. 

A. 

A. 

B. 

B. 

A. 

A. 

A. 

B. 

D.

a Ice conditions and discharge estimated. 

ST. MARY RIVER NEAR CARDSTON, ALBERTA.

This station was established September 4, 1902, near Shaws ranch, 

one-fourth mile north of the boundar}7^ line between the United 

States and Canada and 17 miles south of Cardston, Alberta, for the 

purpose of obtaining data for use in connection with irrigation projects 

in the Milk River valley.

The station is 6 miles below the mouth of Kennedy Creek, the last 

tributary entering from the United States, With the exception of 

Boundary Creek, a small stream entering a short distance above the 

station, the drainage area lies within the United States. The total 

drainage area is 452 square miles.

The only diversion above the station is that which is being made at 

Babb by the United States Reclamation Service in connection with 

the Milk River project. About 850 second-feet of water will be 

diverted into the Milk River drainage basin.

During high water in June, 1908, the gage was destroyed and the 

channel changed. A new gage was put in July 17, 1908, about onefourth mile below the old station. There is no relation between the 

two gages. Results at this station are good except during the 

winter months, when they are affected by ice.

Discharge measurements of St. Mary River near Cardston, Alberta, in 1907 and 1908.

Date.

1907.

July 2.........

1908.

October 7 a.....

Hydrographer.

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

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

A. F. Huch. ........................................

A. F. Huch.. . ......................................

Width.

Feet. 

140

165

166

135

135

128

92

133

Area of 

section.

Sq.ft. 

370

599

677

402

364

293

397

182

Gage 

height.

Feet.

6.68

6.68

5.15

4.88

4.40

2.58

1.83

Discharge.

Scc.-ft.

4,560

4,700

1,560

1,240

691

425

» Wading measurement, 400 feet below cable. 

22110 IRR 245 10 3
34 SURFACE WATEE SUPPLY, 1907-8.

Daily gage height, in feet, of St. Mary River near Cardston, Alberta, for 1907 and 1908.

Day.

1907.o 

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

o

S:::::::::::::::

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

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

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

g

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

30

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

Jan.

.......

"

.......

Feb. Mar.

4.0

Apr.

3.2

3 35

3.45

3.45

3.35 

3.3

3. 3o

3.6

3.85

3.95

q ne

4.0

4.05

4.05

4.1

4.15 

4.15

4.15

4.2

4.1

4.1

4.05

May.

4.05

4 05

4.1

4.1

4.1

4.15 

4.45

4.55

4.85 

5.05

5.25

^ ^

5.35

5.8

6.0

6.1

6.0

6.0

5.85 

5.7

5.6

5.6

5.5

5.5

5.5

6.0

June.

6.5

6.6

6.4

6.75 

6.7

6.5

6.35

6.25

6.2

6.15

6.1

6.1

6.15

6.2

7.05 

6.75

6.6

6.75

6.8

6.9

6.8

July.

6.75

6.7

6.6

6.6

6.4 

6.3

6.2

6.1

6.0

"e.'o"

5.9

e Q

5.8

5.8

5.8 

5.75

5.7

5.6

5.5

5.5

5.45

Aug.

5.45

c A

5.3

5.25

5.2 

5.2

5.15

5.1

5.05 

5.0

4.95 

4.9

4.9

4.8

4.75

4.55

4.55

4.5

4.4

4.6

4.55

4.6

4.9

4.9

^ n

Sept.

4.95

4 95

4.85

4.85

4.85

4.85 

4.85

4.8 

4.7

4.75

"i'g"

4.8 

4.8

4.85

4.9

4 95

4.9

4.9

4.85

4.85 

4.85

4.85

4.8

4.8

4.8

4.8

4.7

Oct.

4.65

4 65

4.4

4.4 

4.35

4.35 

4.3

4.3

4.25

4.2

4.15 

4.15

4.0

4.0

3.95

3.95

3.9

3.9

3.85

3.85 

3.85

3.8

3.8

3.7

3.7

3.65

3.6

Nov.

3.6

3.55

3.5

3.5 

3.45

3.4

3.3 

3.3

3.25 

3.2

3.15

3.1

3.1

3.1

3.05

3.0

3.0 

3.0

3.0

3.1

3.1

3.15

3.15

3.2

Dec.

3.25

q or

q oe

3.2

3.15 

3.15

3.1

q i

3.0 

2.9

2.9 

2.9

2.8

Day.

1908.6 

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

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

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

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

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

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

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

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

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

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

Apr.

"3." 36'

3.30 

3.55 

3.30

3.30 

3.30

3.25

3.20 

3.25

May.

4.95 

5.00

5.00 

5.05 

5.10

"5."40"

5.70

5.80 

5.85

June.

6.95 

6.80

6.60 

7.35

.......

Day.

1908.6 

11......... 

12.........

13......... 

14......... 

15.........

16......... 

17.........

18.........

19......... 

20.........

Apr.

3.35 

3.50

3.65 

3.80 

3.90

3.95 

4.10

4 40

.......

4.90

May.

5.85 

6.00

6.05 

6.05 

6.10

6.10 

6.00

5.70 

5.70

June. Day.

1908.6 

21......... 

22.........

23......... 

24......... 

25.........

26......... 

27.........

28.........

29......... 

30......... 

31.........

Apr.

5.10 

5.15

5.25 

5.30 

5.35

5.30 

5.25

.5.10 

5.00

May.

5.60 

5.55

5.50 

5.50 

5.50

5.90 

6.30

5.80 

5.80 

6.20

June.

o Ice conditions prevailed from January 1 to about March 31,1907. December 15 to 31,1907, open channel 

in center of river but no water at gage.

6 Ice conditions prevailed from January 1 to April 1 and from December 11 to 30, 1908. Gage and cable 

washed out by high water June 5 and rep'laced by new equipment July 27, 1908. The new gage was placed 

at a different section and to a new datum. The crest stage of the flood was estimated 12.75 feet.

Rating table for St. Mary River near Cardston, Alberta, for January 1,1907, to June 4,1908.

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

Discharge.

Sec.-ft.

174

198

225

255

288

325

365

410

455

505

Gage 

height.

Feet.

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Sec.-ft.

560

620

685

755

830

910

995

1,085

1.180

1,280

Gage 

height.

Feet.

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

Discharge.

Sec.-ft.

1,390

1,510

1,640

1,780 .

1,930

2,090

2,260

2,440

2,630

2,830

Gage 

height.

Feet.

6.00

6.20

6.40

6.60

6.80

7.00

7.20

Discharge.

Sec.-ft.

3,040

3,490

3,960

4,450

4,960

5,490

6,040

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It Is based on 33 

discharge measurements made during 1902 to 1908, and Is well defined.
ST. MARY RIVER DRAINAGE BASIN. 35

Monthly discharge of St. Mary River near Cardston, Alberta, for 1907 and 1908. 

[Drainage area, 452 square miles.]

Month.

1907.

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

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

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

1908. 

January 6

Discharge in second-feet.

Maximum.

685 

3,490 

5, 620 

4,830 

2,010 

1,330 

1,040 

365

5,620

The period

1.860 

3,720 

6. 440

i

Minimum. Mean.

225 

590 

3.260 

2,010 

830 

1,080 

365 

174

225 

1.340 

4.450

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

150 

200 

150 

489 

1,930 

4, 260 

3,120 

1,330 

1,210 

567 

244 

157

Per

square 

mile.

0.332 

.443 

.332 

1.08 

4.27 

9.42 

6.90 

2.94 

2.68 

1.25 

.542 

.347

1,150 2.54

50 

100

225 

844 

2,490 

5,300

.111 

.221 

.498 

1.87 

5.51 

11.7

. '

Run-off.

Depth in 

inches on 

drainage 

area.

0.38 

.46 

.38 

1.20 

4.92 

10.51 

7.96 

3.39 

2.99 

1.44 

.60 

.40

34. 63

.13

.24 

. 57 

2.09 

6. 35 

1.74

Total in 

acre feet.

9,220 

11,100 

9,220 

29,100 

119,000 

253,000 

192,000 

81,800 

72,000 

34,900 

14, 500 

9, 650

835, 000

3,070 

5,750 

13,800 

50, 200 

153,000 

42,000

268,000

Accu. 

racy.

D. 

D. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

D.

D. 

D. !;

A.

a Ice conditions and discharge estimated January to March and December 15-31,1907. 

t> Ice conditions and discharge estimated.

NOTE. Discharge June 5 to December 31, 1908 withheld pending the taking of further discharge measurements to properly define the rating curve for the new section.

SWIFTCURRENT CREEK NEAR BABB, MONT.

This station is located about 1 mile from the mouth of the 

stream, at a point where it leaves the foothills. It was established 

April 8, 1902, to obtain data for use in connection with irrigation 

projects on the Blackfoot Indian Reservation and in the Milk River 

valley. The drainage area above this station is 101 square miles.

There is no diversion or storage above this station. It is possible 

to construct storage reservoirs on this stream, and because of the 

great fall which the stream has, considerable power can be developed. 

Although the current is swift, the flow during the winter months is to 

some extent affected by ice.

The gage first established was washed away by high water in June, 

1902, and the station was reestablished July 30, 1902, at a point 

1,800 feet above the first gage. It was again moved September 27, 

1902, to a point about 900 feet farther up stream, and set at a different 

datum. It remained at this location until it was destroyed by the 

high water June 5, 1908. July 26, 1908, the gage was reestablished 

at a new datum, about 100 feet above its former location.
36 SURFACE WATER SUPPLY, 1907-8.

Discharge measurements of Swiftcurrent Creek near Babb, Mont., in 1907 and 1908.

Date.

1907.

July 3. .........

October 266 ...

1908.

August 226.....

August 286.....

Hydrographer.

W. S. Hanna. . .....................................

J. E. Stewart. ......................................

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

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

A. F. Huch............. ...........................

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

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

A. F. Huch............ ............................

Width.

Feet.

62

62

55

54

46

54

70

62

65

60

Area of 

section.

Sq.ft.

51

137

181

202

88

94

77

89 2

107

94.7

80

Gage 

height.

Feet. 

2.18

3.70

4.85

4.85

3.45

3.38

2.60

3.52

3.45

3.12

2.80

2.67

Discharge.

Scc.-ft. 

120

612

1,41)0

1.500

375

350

104

357

408

250

134

95.8

a, Ice along both shores. & Wading measurements. 

Daily gage height, in feet, of Siviftcurrent Creek near Babb, Mont., for 1907 and 1908.

Day.

1907."

2

q

4

-

7

0

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

27

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

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

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

1908.6 

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

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

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

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

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

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

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

Jan.

.......

.. .

:::::::

.......

"i.T"

Feb.

1.75

Mar. Apr.

2.1

2.1

2.2

2.1

2.1

2.5

2.6

2.8

2.8 

2.8

2.8

2.8 

2.7 

2.7 

2.6

2.7

2.6 

2.0 

2.5 

2.6 

2.5

2.5

2.5 

2.5

2.2 

2.2

2.2 

2.2

2.2

2.2 

2.2

2.2

2.4

May.

9 ^

2.6

2.5

2.5

2.6

9 Q

n o

3.0

3.7

3.8

3.9

4.1 

4.3

4.3

4.0

4.8 

4.9

4.6

4.4 

4.0 

i-. 8 

3.7

3.7 

3.8

3.9 

4.2

4.5

3.8 

3.7

3.7

3.8

A 1 £

4.3 

4.3

4 o

4.2

June.

4.2

4 9

5.0

4 9

4 9

4.8 

4.7

4.8 

4.8 

4.8

5.1 

5.2 

5.2 

5.2 5 °

5. '2 

5.2

5. 2

4.95

5.0

July.

4.7

4.7

4.0

4.6

4.6

4.6

4.5

4.5

4.5

4.4

4.4

4.4

4.3 

4.3 

4.2 

4.2

4.1

4.0 

3.9 

3.9

3.8 

3.8

3.7

3. 6

3.0 

3.5

3.5

Aug.

3.6

3.5

3.5 

3.4

3.4

3.4 

3.3 

3.3

3.2

3.2 

3.2 

3.2 

3.1

3.3 

3.4

3.7

3.7 

3.7

3.8

3.1 

3.1

3.0 

3.0

2.95 

2.95

2.9

2.85

2.8

Sept.

3.6

3.6

3.5

3.4

3.3

3.3

3.3

3.4

3.4 

3 4

3.4

3.4 

3.4 

3.4

3.5

3.5 

3.4 

3.5 

3.5 

3.5

3.5

3.4 

3.4

2.8 

2.75

2. 7 

2.' 7

2.7

2.7

2.75

2.75

2.8

2.8

Oct.

o 9

3.1

3.1

3.0

3.0

3.0

3.0

3.0

3.0

2.9

2.9

2.8 

2.8

2.8

2.8 

2.8

2.8 

2.7

2.7

2.7 

2.6 

2.6 

2.0

2.0

2.6 

2.5

2.5

2.75 

2.75

2.75 

2.75

2 7 

2^7

2.67

2.67

2.7

Nov.

2.5

2.5

2.5

2.5

2.5

9 ^

2.4

2.4

2.4

2.3

9 1

2.3

2.3 

2.3 

2.3 

2.3

2.3

2.3 

2.3 

2.3 

2.3

2.3

2.3

2.3 

2.3

2.9 

2.9

2.9

2.8

2.75 

2.75

2 7

Dec.

2.3

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.3

2.3

2 3

2.3

2.3 

2.3 

2.3

2.1

9 1

2!l

2.1 

2.1

2.2 

2 2

2.2

2.2 

2.2

2.2

"2." 3"

2.25

a Ice conditions prevailed from January 1 to about March 31, 1907.

6 Ice conditions prevailed from January 1 to about March 31 and from November 29 to December 31, 

1908. On June 4 the high water washed out both gage and cable. They were replaced July 26, 1908, the 

gage being located at a slightly different section.
ST. MAKY RIVER DRAINAGE BASIN. 37

Daily gage height, in feel, of Swiftcurrent Creel- near Babb, Mont., for 1907 and

1908 Continued.

Day.

1908. 

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

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

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

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

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

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

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

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

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

00

9^

20 

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

29

OA

31

Jan.

1.8

"i."75~

Feb.

1 S

"~9"3"

Mar.

2.6

2.4

Apr.

2.4

2.8

3.1

"4." 2"

3.8

o Q^

3.8 

3.6

3.8

May.

4.25

4.25

4.35

4.2

"3.9"

3.9

4.1

4.25

4.1

4.2

June. July.

3.45

3.3

3.2

3.2

Aug.

2.8

2 9

2.9

2.95

2.9

2.85

2.85

2.8

2.9 

3.0

3.05

3.05 

3.0

3.0

9 9

2.9 

2.8

2.8

2.8

2

0

Sept.

2.8

9 ft

2.8

2.75

2.7

2.7

2.75

2.8

2.85 

2.8

2.8

2.8

2.8

2.8

9 7^

2.7

2.7

2.0

Oct.

2.7

2.7

2.7

2.8

2.9

2.95

3.0

3.1 

3.4

3.7

3.5

0 QC

3.2

3

0

3.3

3.2

3.2

Nov.

2 0

9 f^'i

2.5

2.5

2.5

2.6

2.55

2.55

2. 55 

2.6

2.6

2.55 

2.55

2.5

2.5

2.5 

2.5

2.5

Dec.

2.2

"2." I"

2. 15

Rating tables for Swiftcurrent ('reek near Babb, Mont. 

JANUARY 1 TO MAY 31, 1907.

Gage 

height.

Feet.

rischarge.

Sec.-ft.

2.10 90

2. 20 100

2.30 1 124

2.40

2.50

2. (50

2.70

2.80

Gage 

height.

Feet.

3.10

3.20

3.30

144 ! 3. 40

106 3. 50

190

216

244

2. 90 i 274

3. 00 300

3.60

3.70

3.80

3.90

4.00

Discharge.

Sec.-ft.

340

377

417

460

506

554

605

660

720

785

Gage 

height.

Feet.

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Sec.-ft.

850

920

995

1,070

1,150

1,230

1,320

1,420

1,520

1,620

NOTE. The above table is not applicable for ice or obstrueted-channel conditions. It is based on two 

discharge measurements made during 1906 and two made during 1907. It is not well denned.

JUNE 1, 1907, TO JUNE 3, 1908.

Gage 

height.

Feet.

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Sec.-ft.

29

39

51

65

82

102

124

149

177

208

242

Gage 

height.

Feet.

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Discharge.

Sec.-ft.

280

321

366

415

470

530

590

655

725

800

Gage 

height.

Feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.20

Discharge.

Sec.-ft.

880

965

1,050

1,140

1,230

1,320

1,420

1,520

1,620

1.840

NOTE. The above table is not applicable for ice or obstrueted-channel conditions. It is based on five 

discharge measurements made during 1908 and is fairly well defined above gage height 2.5 feet.
38 SURFACE WATER SUPPLY, 1907-8.

Rating tables for Swiftcumnt Creek near Babb,Mont. Continued.

JULY 20 TO DECEMBER 31, 1908.

Gage 

height.

Discharge.

Feet.

2.20

2.30

Sec.-ft.

21

32

2. 40 - 45

2. 50 l 01

2.60

2.70

80

104

Gage 

height.

Fed.

2.80

2.90

3.00

3.10

3.20

Discharge.

Gage 

height.

i

Sec.-ft.

133

105

200

239

282

Feet.

3.30

3.40

3.50

3.00

3.70

Discharge.

Sec.-ft.

329

380

434

491

551

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on four 

discharge measurements made during 1908 after the establishment of the new gage and is well defined 

between gage heights 2.5 and 3.5 feet.

Monthly discharge of Swiftcurrent Creek near Babb, Mont., for 1907 and 1908. 

[Drainage area, 101 square miles.]

Discharge in second-feet. Run-off.

Month.

1907.

March a ........................

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

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

1908.

Maximum.

244

1,520

1,840

1,320

590

470

280

82

51

1,840

880

1,220

730

239

149

551

165

Minimum.

90

106

800

415

242

321

82

51

29

39

530

1,570

260

118

80

97

35

Mean.

50

65

50

171

713

1,510

912

387

387

157

61.1

41.3

375

15

25

50

333

821

1,940

547

171

118

208

91.9

18

302

Per 

square 

mile.

0.495

.644

.495

1.69

7.06

15.0

9.03

3.83

3.83

1.55

.605

.409

3.72

.149

.248

.495

3.30

8.13

19.2

5.42

1.69

1.17

2.06

.910

.178

3.58

Depth in 

inches on 

drainage 

area.

0.57

.67

.57

1.89

8.14

16.69

10.41

4.42

4.27

1.79

.68

.47

50.57

.17

.27

.57

3.08

9.37

21.42

0.25

1.95

1.30

2.38

1.02

.21

48.59

Total in 

acre feet.

3,070

3.610

3,070

10,200

43,800

89, 800

SO, 100

23,800

23,000

9,650

3,640

2,540

272,000

922

1,440

3,070

19,800

50,500

115,000

33,000

10,500

7,020

12,800

5,470

1,110

201, 000

Accuracy.

D.

D.

D.

C.

B,

A.

A.

A.

A.

B.

C.

D.

D.

D.

D.

C.

B.

C.

C.

A.

A.

A.

A.

D.

a Ice conditions and discharge estimated.

6 Discharge obtained by using the same rate of run-off per square mile as St. Mary River near Babb.

cJuly 1-25, 1908, obtained from comparative hydrographs of the three stations in this vicinity.

RED RIVER DRAINAGE BASIN. 

DESCRIPTION.

Red River rises in Minnesota, its most remote source being a small 

lake near the southwest corner of Clearwater County, about 13 miles 

west of Lake Itasca, at an elevation of about 1,550 feet above sea 

level. From this point it flows south 60 miles (measured in a direct 

line) through a succession of small lakes to Ottertail Lake (elevation
RED RIVER DRAINAGE BASIN. 39

about 1,315 feet), and thence it flows westward 42 miles to Breckenridge, Minn., and Wahpeton, N. Dak. (elevation 943 feet). From 

this point it runs northward 285 miles, measured in a direct line, to 

the southern end of Lake Winnipeg, passing the Canadian boundary 

at Pembina at a distance of 190 miles and the city of Winnipeg at 

about 250 miles. On account of the ineanderings of the river, the 

length of its channel is nearly double the length of the direct line.

Lake Winnipeg is about 250 miles long, and from its northern end 

Nelson River flows northeastward 400 miles to Hudson Bay.

The upper portion of Red River is called Ottertail River, that 

name being variously applied down as far as Ottertail Lake, Fergus 

Falls, or Breckenridge and Wahpeton as a lower limit; the portion 

flowing northward from Wahpeton to Lake Winnipeg is universally 

called Red River.

From Wahpeton to Lake Winnipeg the fall of the main portion of 

the river is small, the low-water elevation at Pembina being 750 feet, 

and the elevation of Lake Winnipeg 710 feet. From Wahpeton to 

Pembina the river forms the boundary between the States of Minnesota and North Dakota, and in this stretch it occupies the middle of 

the broad, smooth plain well-known as the Red River valley. This 

plain is 40 to 50 miles wide and has no slope perceptible to the eye, 

the rise away from the river being only 3 to 6 feet to the mile. Red 

River valley was occupied during the glacial epoch by a lake, known 

to geologists as Lake Agassiz; at that time, the outlet to the north 

being filled by the ice sheet, the valley filled until the overflow 

passed away through Lake Traverse and Bigstone Lake into the 

head of Minnesota River, 65 miles south of Breckenridge. The whole 

district is now deeply covered with glacial drift, or, in the lake bottom, 

with an even layer of silt. No rock in place is found.

The principal tributaries of Red River are as follows: On the east 

side, Pelican, Buffalo, Wild Rice, Red Lake, and Snake rivers, and 

Two Rivers; on the west side, Bois des Sioux, Wild Rice, Sheyenne, 

Goose, Park, and Pembina rivers. The Bois des Sioux forms the 

Minnesota-North Dakota boundary from Wahpeton to the southeast corner of North Dakota, but is otherwise of no importance, being 

merely a prairie stream having very small flow except during a few 

weeks in the spring. These tributaries drain a district bounded on 

the south by the Minnesota River drainage area; on the east by the 

areas of the upper Mississippi River and of Rainy River (which flows 

into Lake Winnipeg); on the west by the area of James River (which 

flows into the Missouri), by the Devils Lake area (an inland basin), 

and by the area of Mouse River, which enters Red River at Winnipeg.

At the margins of this drainage area elevations range between 

1,200 and 1,600 feet, but the boundaries are not precisely defined. 

Along much of the eastern side the country is so -level that the
40 SURFACE WATER SUPPLY, 1907-8.

numerous swamps and marshes drain with equal facility to either 

side; along the western side there are wide belts whose drainage 

systems were destroyed by the accumulation of drift and moraines 

left by the ice at the glacial epoch; and in these belts the surface 

water collects in innumerable hollows, kettle holes, and sloughs, 

and stands till it evaporates. If the rainfall were greater these 

many sinkholes and lakelets would overflow, and natural erosion 

would perfect the drainage system and make it again apparent to 

the eye. Large areas of swamp or undrained land are being gradully 

reclaimed by extensive artificial drainage systems, which have the 

effect of bringing the water more quickly to the stream after storms 

or the spring thaw; and it is possible that the regimen of some of the 

streams is being greatly altered by the construction of ditches.

So far as can be determined from the best existing maps the 

drainage area tributary to Red River above the point where it crosses 

the Canadian boundary at Pembina comprises about 34,500 square 

miles, of which 16,400 are in Minnesota, 500 in South Dakota, 15,600 

in North Dakota, and 2,000 in Manitoba (in the Pembina River drainage area).

East of a north-and-south line drawn about 50 miles east of the 

main Red River, the whole country may be said to be heavily timbered ; west of such a line it is open prairie, treeless except along the 

streams.

The mean annual rainfall of the Red River drainage area increases 

uniformly from east to west, being 15 to 18 inches at the western 

boundary; 19 to 24 inches at stations in the middle of the valley; and 

24 to 26 inches at the eastern boundary. On account of the larger 

rainfall on the eastern side of the area the run-off per square mile 

from the tributaries on this side is from two to ten times as great as 

that from the tributaries on the west side. About 75 per cent of the 

total rainfall occurs in the six months from April 1 to September 30.

The basin lies so far north that the streams are icebound from the 

middle of November until late in March or early in April, and the 

winter flow is small but uniform, for thaws sufficient to cause winter 

floods never occur. Destructive floods sometimes occur in the 

spring, however, if the snow accumulation is large and if the ground 

is frozen so deeply that little of the water percolates downward.

The headwaters of the tributaries on the eastern side, nearly every 

one of which passes through numerous lakes, afford many opportunities for inexpensive storage; on the west side a few localities for limited storage are also found on Pembina and Sheyenne rivers; on Red 

River itself below Breckenridge there is no opportunity for storage.

The lake-regulated tributaries on the eastern side also present 

opportunities for power development, and a number of power plants 

are now in operation; but the flow of the prairie tributaries from the
RED RIVER DRAINAGE BASIN. 41

west is so irregular that no important power development is possible 

without extensive storage to carry over the low-water periods of late 

summer, fall, and winter. On the Red below and above Fergus Falls, 

on the Pelican, the Wild Rice, the Red Lake, and the Clearwater, 

and on the smaller streams there are many other opportunities for 

profitable power development under heads of 10 to 25 feet.

Red Lake River and its tributaries are extensively used for logging, 

and some logging is also done on Wild Rice River.

Red River is navigable from Grand Forks down to Winnipeg. 

Theoretically it is navigable from Grand Forks up to Breckenridge 

except during low water, but in recent years there has been no traffic 

except in the lower 25 miles of this portion, and many fixed bridges 

have been cheaply built, practically closing it to navigation. Red 

Lake River is navigable in its lower course and also in the upper 40 

miles, there being regular traffic from Thief River Falls to Red Lake.

The records of the gaging stations in this area provide data of value 

for general statistical and comparative use in questions involving the 

seasonal or total flow of the whole river or any of its tributaries. The 

chief questions that will arise on the main river involve the prevention of flood damage and navigation; on the tributaries, water power, 

flood damage, and opportunities for drainage development.

The following gaging stations have been maintained in this river 

basin:

Ottertail River near Fergus Falls, Minn., 1904-1908.

Red River at Fargo, N. Dak., 1901-1908.

Red River at Grand Forks, N. Dak., 1901-1908. (Gage height record

1895-1901.)

Red River at Emerson, Manitoba, 1902. 

Sheyenne River at Haggart, N. Dak., 1902-1907. 

Devils Lake near Devils Lake, N. Dak., 1901-1908. 

Red Lake River at Crookston, Minn., 1901-1908. 

Pembina River at Neche, N. Dak., 1903-1908. 

Mouse River near Foxholm, N. Dak., 1904-1906. 

Mouse River at Minot, N. Dak., 1903-1908. 

Des Lacs River at Foxholm, N. Dak., 1904-1906.

OTTERTAIL RIVER NEAR FERGUS FALLS, MINN.

This station, which was established May 9, 1904, is located at Threemile Bridge, about 3^ miles northeast of Fergus Falls, Minn., but 

because of the loop in the river it is 8 miles higher up the valley than 

Fergus Falls.

The records furnish information of especial value in connection 

with the future development of water power, for which this stream 

is particularly available.

Ottertail Lake, which has an area of about 22 square miles, is 20 

miles above the station, and this, with other smaller lakes farther 

above, steadies the flow. The recorded range of gage heights at the 

station is only 1.45 feet.
42 SURFACE WATER SUPPLY, 1907-8.

The gravel channel at the station is remarkably permanent. There 

have been no changes in the gage datum or discharge curve since the 

establishment of the station, and the results are excellent for the 

entire open season. No records have been kept for the winter season, which lasts from about December 1 to April 1.

Discharge measurements of Otter tail River near Fergus Falls, Minn., in 1907 and 1908.

Date.

1907. 

July 19.........

1908. 

June 26........

Ilydrographer.

E. F. Chandler .....................................

E. F. Chandler. ....................................

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

Width.

Feet. 

93

92

92.5

90

Area of 

section.

Sq.ft. 

197

164

243

Gage 

height.

Feet. 

3.51

Q Oft

4.05

2.97

Discharge.

Sec.-Jt.

427

894

293

Daily gage height, in feet, of Ottertail River near Fergus Falls, Minn., for 1907 and 1908.

Day.

1907. «

2... . .. ..

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

22.

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

24. . . .

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

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

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

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

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

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

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

1908. b 

1 .

2

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

4. .. .. ..

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

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

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

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

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

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

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

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

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

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

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

Jan. Feb.

.......

.......

Mar.

.......

.......

3.9

Apr.

3.9

3.8

3.8

3.8

3.7

3.65

3.65

3.05

3.6

3.6

3.55

3.55

3.55

3.55

3.55

3.6

3.6

3.65

3.65

3.65

3.7

3.7

3.75 

3.75

3.75

3.75

3.8

.

3.1

3.1

3.1 

3.0

3.0

2.95

2.95

2.95

2.95

2.95

2.95

May.

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.75

3.75

3.75

3.75

3.75

3.75

3.8

3.8

3.8

3.75

3.75 

3.75

3.75

3.75

3.7

3.7

3.1

3.1

3.1

3.1

3.1

3.1

3.1 

3.1

3.1

3.1

3.1

3.15

3.15

3.2

3.2

June.

3.7

3.7

3.7

3.65

3.65

3.65

3.65

3.65

3.65

3.65

q 7

3. 7

3.75

3.8

3.8

3.8

3.85

3.85

3.85

3.8

3.8

3.8

3.8

3.8 

3.75

3.75

3.75

3.55

3.55

3.6

3.7

3.7

3.75 

3.8

3.85

3

QC

3.95

4.1

4.1

July.

3.7

3.7

3.7

3.65

3.65

3.65

3.6

3.6

3.6

3.55

3.55

3.5

3.5

3.5

3.55

3.5

3.5

3.5

3.45

3.4

O or

3.3

3.3

4.0

4.0

3.95

3.95

3.9

3.9

3.85

3.85

3.8

3.8

3.75

Aug.

3.25

3.2

3.2

3.2

3.2

3.2

3.2

3.15

3. 15

3. 1

3.1

3.1

3.1

3.1

3.0

3.0

3.0

3.0 

3.0

Q A

3 A

3.0

Q A

3.0

3.5

3.5

3.5

3.45

3.4

3 4

3 A

q A

3.35

0 OK

3

0C

0 0

3.3

Sep t.

2.95

2.9

2.9

9 9

2.9

2.9

9 Q

2.9

2.9

9 Q

3.05

3.05

3.0

3.0

3.0

i n

3.0

3.0

3.0

3.0

3 A

3.0

Q A

3.15

3.15

3.15

3.15

3.1 

3 1

3 1

3 1

3.1

3 1

Q 1

Q 1

3.1

Oct.

3.05

3.05

Q A^

3.1

3.1

3.1

3.1

3.1

3.1

3. 1

3.05

3.05

3.05

3.05

3.05

3.0

3.0

3.0

q A

3.05

3.0

3.0

3.0 

3.0

3 0

3 0

3 A

3 0

9 Q^

9 QK

2.95

Nov.

3.05

3.0

3.0

3.0

3.0

Q A

Q A

3 fl

q i

3.1

Q 1

Q 1

3.05

0 AS

Q A^

3.05

Q f\K

3.05

Q 1

q i

2 9

2 9

9 9

2.9

2.9

2.9

2.9 

2 9

2.9

9 Q

9 Q

2 9

9 Q

9 Q

2.9

Dec.

Q 1

Q 1

Q i r

......

......

a River frozen January to March and December 8-31,1907. 

t> Ice conditions January 1 to April 5 and December 1-31, 1908.
RED EIVER DRAINAGE BASIN. 43

Daily gage height, in feet, of Ottertail Rivtr near Fergus Falls, Minn.,for 1907 and

1908 Continued.

Day. Jan.

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Feb. Mar. Apr.

2.9 

9 9

2.9

2.9

2.9

2.9

2.9

2.95

2.95

3.0

3.05

3.05

3.1

3.1

May.

3.25 

3.25

3.25

3.25

3.3

3.3

3.3 ? }

3.35

3.4

3.4

3.4

3.5

June.

4.05

4.0

4.0

4.0 4 n

4.05

4.05

4.05

4.05

4.05

4.05

4.0

July.

3.7 

3.7

3.7

3.05

3.05

3.6

3.6

3.6

3.0

3.0

3.55

3.55

3.55

3.5

Aug.

3.3

3.25

3.25

3.25

3.2

3.2

3.2

3.2

3.2

3.2

3.2

3.15

3.15

3.15

Sept.

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

Oct.

2.95

2.95

2.9

2.9

2.95

2.95

2.95

2.95

2 95

2.9

2.9

2.9

Nov.

2.85 

2 85

2.85

2.85

2.85

2.85

2.8

2.8

2.8

2.8

2.8

Dec.

Ratirig table for Ottertail River near Fergus Falls, Minn.,for 1905 to 1908.

Gage 

height.

Feet. 

2.80 

2.90 

3.00 

3.10

Discharge.

Sec.-ft. 

230 

274 

315 

357

Gage 

height.

Feet. 

3.20 

3.30 

3.40 

3.50

Discharge.

Sec.-ft. 

402 

449 

499 

552

Gage 

height.

Feet. 

3.60 

3.70 

3.80 

3.90

Discharge.

Sec.-ft. 

607 

665 

726 

789

Gage 

height.

Feet. 

4.00 

4.10

Discharge.

Sec.-ft. 

855 

921

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 14 

discharge measurements made during 1904 to 1908, and is well defined.

Monthly discharge of Ottertail River near Fergus Falls, Minn.,for 1907 and 1908. 

[Drainage area 1,310 square miles.]

Month.

1907.

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

The period.. .............

1908.

February

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

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

Nov ember

The year. ................

Discharge in second-feet.

Maximum.

789 

720 

758 

605 

420 

330 

357 

357 

380

357 

552 

921 

855 

552 

380 

330 

274

Minimum.

580 

665 

036 

449 

315 

274 

315 

315

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

357 

580 

552 

380 

357 

274 

230 

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

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

Mean.

052 

709 

092 

505 

359 

303 

337 

336 

301

200 

230 

200 

312

421 

813 

080 

454 

302 

301 

201 

220

377

Per 

square 

mile.

0.498 

.541 

.528 

.431 

.274 

.231 

.257 

.256 

.230

.198 

.170 

.153 

.238 

.321 

.621 

.524 

.347 

.276 

.230 

.199 

.108

.288

Run-off.

Depth in 

inches on 

drainage 

area.

0.56

.02 

.59 

.50 

.32 

.20 

.30 

.29 

.27

.23 

.19 

.18 

.27 

.37 

.09 

.00 

.40 

.31 

.27 

.22 

.19

3.92

Total in 

acre- feet.

38,800 

43,000 

41,200 

34, 700 

22, 100 

18,000 

20, 700 

20, 000 

18,500

258,000

10,000 

13,200 

12, 300 

18, 600 

25, 900 

48,400 

42, 200 

27, 900 

21,500 

18,500 

15,500 

13,500

274,000

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

C. 

(^

A.

A'.

A, 

A. 

A. 

A 

A. 

C.

NOTE. Ice conditions December 8-31,1907; January 1 to April 5, and December 1-31,1908. 

has been estimated for these periods.

Discharge
44 SURFACE WATER SUPPLY, 1907-8.

BED KIVER AT FARGO, N. DAK.

This station, which is located at the highway bridge connecting 

Front street, Fargo, N. Dak., with Moorhead, Minn., was established 

May 23, 1901. Discharge measurements are made a half-mile farther 

upstream, at the footbridge at the Fargo waterworks pumping station, except at very high stage, when the Front Street Bridge or the 

Northern Pacific Railway bridge is used.

The drainage area above this station is about 6,020 square miles, 

3,770 being in Minnesota, 500 in South Dakota, and 1,750 in North 

Dakota. The nearest tributary is Sheyenne River, which enters 

Red River, 10 miles below.

The gage datum has not been changed since the establishment of 

the station. The channel is in clay and silt, and slight changes in 

depth occur from time to time, but no large ones. The fall is so 

small that any accidental obstruction in the channel is likely to cause 

an appreciable effect for a long distance upstream, and to affect the 

rating. Hence, unless frequent discharge measurements are made 

slight errors will enter, but there have been no very great changes in 

the rating curves for eight years, and the records are fairly good 

except when affected by ice conditions.

The stream is smoothly closed by ice for about four months of the 

year. At the spring break-up, on account of the comparatively 

sluggish current and the fact that the river flows northward into a 

colder district, a pronounced backwater effect is usually caused by 

ice jams and partial ice jams, and the river is raised disproportionately high for several days or several weeks. At that season therefore the records can only be approximate unless daily discharge 

measurements are made.

Discharge measurements of Red River at Fargo, N. Dak., in 1907 and 1908.

Date.

1907.

Aprils.........

Do.........

Do.........

1808.

Hydrographer.

E. P. Chandler .....................................

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

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

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

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

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

E. F. Chandler. ....................................

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

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

Width.

Feet. 

430

220

89

122

210

172

98

125

104

103

Area of 

section.

Sq.ft. 

3,100

1,680

668

1,020

1,490

1,940

280

837

347

300

Gage 

height.

Feet. 

24.99

20.34

13.80

13.79

19.26

19.28

7.79

12.81

8.57

8.10

Discharge.

Sec.-ft. 

5,720

3,360

2,390

2,140

4,500

4,360

389

1,930

516

450

NOTE. Measurements made at various sections.
BED EIVEK DRAINAGE BASIN. 45

Daily gage height, in feet, of Red River at Fargo, N. Dak., for 1907 and 1908.

Day.

1907. a

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

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

9

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

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

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

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

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

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

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

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

19

9n

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

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

t)A

25

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

97

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

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

Oft

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

1908. b 

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

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

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

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

8.......-..-...-

9

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

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

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

10

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

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

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

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

19

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

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

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

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

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

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

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

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

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

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

on

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

Jan.

11.0

10.5

:::::::

--

:::::::

-

Feb.

.......

.......

"

.......

.......

.......

Mar.

10.5

10.3

10.5

10.8

12.4

16.6

20.5

23.0

25.1

26.7

28.3

29.3

29.8

8.7

9 0

9.5

9.5

10.1

10.5

11.0

11.3

11.5

11.8

10.7

10.5

11.1

11.1

11.2 

11.5

11.9

12.2

12.5

12.6

12.8

Apr.

29.3

28.6

27.7

26.6

25.4

23.6

21.4

20.3

18.6

17.6

16.1

15.3

14.8

14.4

13.9

13.5

13.4

13.0

12.7

12.8

12.8

12.8

12.7

12.6

12.5

12.4

12.3

12.2

12.2 

12.1

12.9

12.7

12.4

12.8

13.9

13.6 

12.9

12.9

12.8

12.9

12.3

11.2

9.5

9.2

9.0

8.9

8.8

8.7

8.7

8.7

8.7

8.6

8.6

8.7 

8.8

8.9

8.9

9.0

9.2

May.

12.1

12.0

12.0

11.9

11.8

11.7

11.7

11.7

11.6

11.5

11.4

11.3

11.3

11.2

11.3

11.2

11.1

11.1

11.0

11.0

10.9

10.9

10.9

10.9

10.8

10.8

10.9

11.0

11.1 

11.1

11.2

9.2

9.1

9.0

8.9

8.9

8.8 

8.8

8.8

8.7

8.7

8.7

8.6

8.6

8.6

8.6

8.6

8.6

8.8

8.9

9.0

9.2

10.2

9.6

9.3

9.3 

9.5

9.6

9.6

9.9

9 8

9.8

June.

11.3

11.2

11.1

11.0

10.9

10.9

10.8

10.7

10.7

10.8

11.5

13.4

16.0

17.4

18.6

19.2

18.9

18.0

16.8

15.5

14.3

13.5

12.7

12.4

12.2

11.9

11.7

11.5 

11.4

9.8

9.9

9.9

9 8

9.9 

10.0

10.1

12.0

13.5

14.4

14.7

14.4

14.3

14.0

13.9

13.7

13.3

12.9

12.5

12.4

12.3

12.3 

12.6

12.8

12.9

12.9

12 9

July.

11.3

11.2

11.2

11.1

11.0

10 9

10.8

10.7

10.6

10.6

10.6

10.5

10.4

10.3

10.2

10.1

9.9

9 8

9.7

9.8

9.8

9.7

9 7

9 A

9.6

9.5

9.4

9.3

9 9

9.1

12.7

12.5

12.1

11.9 

11.8

11.7

11.5

11.3

11.3

11.0

10.8

10.6

10.4

10.6

10.6

10.5

10.4

10.3

10.3

10.1

10.0 

10.0

10.5

10.4

10.4

10.1

Aug.

9.1

9.0

9.0

8.9

8.9

8.8

8.8

8.9

9.0

9.0

8.9

8.9

8.8

8.8

8.9

8.9

8.8

8.7

8.6

8.5

8.4

8.3

8.3

8.2

8.2

8.1

8.1

8.0

8.0 

8.0

8.0

10.0

9.9

9 9

9.8

9 7

9.5 

9.5

9.4

9.4

9.3

9.3

9.3

9.3

9.3

9.2

9.1

9 1

9.0

9.0

9.0

8.9

8.8

8.7

8.6

8.5 

8.4

8.4

8.5

8.5

Sept.

8.0

7.9

7 9

7.9

7.9

7.9

7.8

7.8

7.8

7.8

7.8

7.8

7.7

7.7

7.8

7.9

8.0

8.0

8.1

8.1

8.2

8.3

8.4

8.4

8.3

8.3

8.3

8.3

8.2 

8.1

8.5

8.5

8.5

8.5

8.5

8.5 

8.4

8.3

8.2

8,1

8.0

8.0

8.0

8.0

8.0

8.0

8.0

7.9

7.9

8.0

8.1

8.2

8.1

8.1

8.1 

8.1

8.1

8.1

8.1

8.1

Oct.

8.1

8.1

8.1

8.2

8.4

8.4

8.4

8.4

8.4

8.3

8.3

8.4

8.2

8.2

8.1

8.1

8.0

8.0

8.1

8.1

8.1

8.0

8.0

8.0

8.0

8.0

8.0

8.0

8.0 

8.0

7.9

8.2

8.3

8.3

8.2

8.1

8.0 

8.0

7.9

7.9

7.9

7 9

7.9

8.0

7.9

7.8

7.9

7.9

7.9

7 Q

7.9

7.9

7.8 

7.8

7.8

7.9

8.0

8.0

8.0

Nov.

7 9

8.0

8.0

8.1

8.1

8.2

8.1

8 1

8.1

8.1

8.2

7.4

7.0

7.0

7.1

7.3

7.5

7.7

7.9

8.1

8.2

8.1

8.0

7 9

8.0

8.1

8.0

8.1

8.1 

7 9

7.9

7 9

7 9

7.8

7 9

8.0 

8.0

7.9

7.8

7.8

7.8

7.7

6.2

6.8

6.8

7.2

7.6

7.6

7.6

7.9

7 9

7 9

7.9

8.2

8.6 

8.4

8.2

7.9

7.6

8.0

Dec.

".9

".8

-.6

".5

".4

7.5

7.7 ".9

8.0

a Ice conditions January to April, and December 10-31, 1907. There was considerable backwater during 

April due to ice gorges, 

o Ice conditions January 1 to April 6, and November 13 to December 31, 1908.
46 SURFACE WATER SUPPLY, 1907-8.

Rating table for Red Eiver at Fargo, N. Dale., for 1907 and 1908.

Gage 

height.

Feet.

7.00

7.10

.20

.30

.40

.50

.60

.70

.80

7.90

8.00

8.10

8.20

8.30

Discharge.

Sec.-ft.

220

239

258

278

298

318

339

360

381

403

425

447

469

492

Gage 

height.

Feet.

8.40

8.50

8.60

8.70

8.80

8.90

9.00

9.10

9.20

9.30

9.40

9.50

9.60

9.70

Discharge.

Sec.-ft.

515

539

563

588

613

639

665

691

717

744

771

799

827

856

Gage 

height.

Feet.

9.80

9.90

10.00

10.20

10.40

10.60

10.80

11.00

11.20

11.40

11.60

11.80

12.00

12.20

Discharge.

Sec.-ft.

885

915

945

1,008

1,072

1,137

1,203

1,270

1,338

1,406

1,474

1,542

1,610

1,679

Gage 

height.

Feet.

12.40

12.60

12.80

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

Discharge.

Sec.-ft.

1,749

1,819

1,889

1,960

2,330

2,710

3,100

3,500

3,900

4,300

4,700

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 

discharge measurements made during 1901 to 1908 and is well defined between gage heights 7.0 feet and 

20.0 feet. Above gage height 16.0 feet the rating curve is a tangent, the difference being 40 per tenth.

Monthly discharge of Red River at Fargo, N. Dak., for 1907 and 1908. 

[Drainage area, 6,020 square miles.]

Month.

1907. 

March 18-31.... .................

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

1908.

July. ..........-..-...--.-...-..

Discharge in second-feet.

Maximum.

1,640 

4,420 

1,370 

691 

515 

515 

469 

403

Minimum.

1,200 

1,170 

691 

425 

360 

403 

220

1,010 

2,600 

1,850 

945 

539 

492 

450

563 

563 

885 

945 

515 

403 

381

Mean.

2,970 

2,920 

1,370 

2,200 

1,010 

568 

428 

456 

400 

315

290 

250 

500 

1,100 

691 

1,720 

1,230 

696 

462 

414 

360 

300

668

Per

square 

mile.

0.493 

.485 

.228 

.365 

.168 

.094 

.071 

.076 

.066 

.052

.048 

.042 

.083 

.183 

.115 

.286 

.204 

.116 

.077 

.069 

.060 

.050

.111

Run-off.

Depth in 

inches on 

drainage 

area.

0.26 

.54 

.26 

.41 

.19 

.11 

.08 

.09 

.07 

.06

.06 

.05 

.10 

.20 

.13 

.32 

.24 

.13 

.09 

.08 

.07 

.06

1.55

Total in 

acre-feet.

82, 500 

174, 000 

84, 200 

131,000 

62, 100 

34, 900 

25, 500 

28,000 

23,800 

19, 400

665,000

17,800 

14, 400 

30, 700 

65, 500 

42,500 

102.000 

75,600 

42,800 

27, 500 

25, 500 

21,400 

18, 400

484,000

Accuracy.

B. 

B. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

C.

C. 

C. 

C. 

B. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

C.

NOTE . Discharge estimated for March 18 to April 30, 1907, being based on three measurements. Also 

estimated for periods December 10,1907, to April 6,1908, and November 13 to December 31,1908.

RED RIVER AT GRAND FORKS, N. DAK.

This station is located at the Northern Pacific Railway bridge between Grand Forks, N. Dak., and East Grand Forks, Minn. It was 

established May 26, 1901, but gage height records had been kept for 

many years previously at the same point by the United States Engineers, whose sage datum is precisely 5.00 feet above the datum of the / O O J- v
BED RIVEE DRAINAGE BASIN. 47

Geological Survey gage. Discharge measurements are usually made 

from the Great Northern Railway bridge, 1,000 feet above the gage,

The gage is one-half mile below the mouth of Red Lake River. The 

drainage area at this station includes about 13,420 square miles in 

Minnesota, 500 in South Dakota, and 11,080 in North Dakota, a total 

of 25,000 square miles. Red Lake River is the most important tributary, draining 5,680 square miles of the total area, and being much 

more steady in its flow than Red River, so that at low stages (in winter, and often in late summer and fall) Red Lake River brings from 

one-half to three-fifths of all the water passing this station. The 

datum of the gage has not been changed since its establishment. The 

channel is in clay and silt, and is subject to small gradual changes, 

but unusually precise gage records have been kept; the range of the 

river in height is so great 47 feet between the extremes of low and 

high water that a change of 0.1 foot in gage height causes only a 

small percentage change in flow, and as frequent discharge measurements have been made the records are satisfactory, being as a rule 

excellent through the open season.

The river flows under smooth ice cover from about November 15 

to April 10; the flow during the winter fluctuates little, and since 1895 

enough discharge measurements have been made each winter to give 

fairly satisfactory summaries for the winter.

When the ice breaks up in the spring, because the river has only a 

gentle current and because it flows north into cooler regions where the 

river is not yet open, the gage reading is usually excessively and disproportionately high for a few days or weeks, so that the figures for 

quantity of flow must depend largely upon estimation; actual measurements when the river appeared entirely open and clear of ice at this 

point have sometimes shown the gage reading to be 5 feet greater than 

would have been needed for the same discharge later in the season, 

after the whole length of the river was entirely open.

Discharge measurements of Red River at Grand Forks, N. Dak., in 1907 and 1908.

Date.

1907. 

January 28 o....

NovGmT)6r 11 &

1908.

May 1. .........

June 29.. .......

July 29.........

Hydrographer.

E. F . Chandler .....................................

W . H. Clark. .......................................

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

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

E. F. Chandler. ....................................

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

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

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

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

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

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

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

Width.

Feet. 

195 

190 

550 

240 

158

140 

140 

238 

524 

195 

199 

160 

150

Area of 

section.

Sq.ft. 

852 

930 

12,400 

3,510 

934

641 

686 

2,040 

8,120 

2,010 

2,220 

1,170 

759

Gage 

height.

Feet. 

8.07 

8.18 

39.25 

19.37 

6.81

6.76 

7.76 

14.16 

31.10 

13.16 

13.85 

8.62 

6.06

Discharge.

Sec.-ft. 

1,180 

1,220 

29,400 

8,740 

1,670

912 

924 

3,680 

18,800 

4,990 

5,260 

2,610 

1,240

a Ice conditions. b Slush ice.
48 SUEFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Red River at Grand Forks, N. Dak., for 1907 and 1908.

Day.

1907.o

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

3 ....

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

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

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

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

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

10...--...-......

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

13'.'.'.'.'.'.'.'.'.'.'.'.'.'-'.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1908.& 

I...... ......... 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

8.4

8.4

8.3

8.05

6.7

.......

------

6.75

"e.'s"

,

Feb.

8.0

7.8

7.9

......

8.0

6.8

.......

.......

e.'s"

-----

7.2

"7." 45"

Mar.

8.2

8.2

8.38

.......

8.92

26.9

28.4

7.7 

"7." 75'

"7." 9"

.......

11.35

ilis

14.15

"ii" SB"

Apr.

30.15

32.0

33.65

35.3

38.8

39.8

39.2

38.15 

36.65

35.1

33.2 

30.8 

28.8

26.1 

23.9

22.0

20.8 

20.1

19.35 

19.35

19.4

19.5 

19.4

19.5

18.6

17.9

17.35 

16.7

15.7

15.15 

15.25

15.3 

15.95

18.05 

20.25

24.8 

28.1 

30.7 

31.9

32.75 

32.4 

31.3

29.5 

27.1

24.9

22.65 

20.5

18.55

17.15 

15.4

14.4 

13.6 

13.1 

12.7

12.6

12.75 

13.3 

13.65 

13.65

May.

15.0

14.6

14.15

14.0 

13.8

13.8

13.7

13.55

13.45 

13.15

13.0

12.7 

12.55 

12.4

12.3 

12.1

11.95

12.0 

11.8

11.65 

11.5

11.3

11.25 

11.05

11.3

11.2

11.05

10.85 

10.75

10.9 

10.95

13.15 

13.05

12.9 

12.7

12.3 

12.05

11.8 

11.5 

11.15 

10.8

10.6 

10.6 

10.45

10.8 

10.6

10.9

12.0 

12.45

12.8

13.6 

14. 55

15.8 

17.6 

19.0 

19.1

18.7

18.65 

18.9 

19.0 

18.9

June.

11.0

10.95

10.65

10.55

10.3

10.3

10.2

10.05 

9.9

10.4

11.1 

13.75 

15.9

18.35 

19.3

19.75

20.35 

20.3

19.8 

18.9

18.1

17.15 

16.35

15.75

14.7

13.9

13.55 

12.95

12.75

18.1 

17.9

17.3

16.8

16.3 

15.4

14.5 

14.8 

15.95 

17.0

17.5 

17.8 

17.85

17.75 

17.45

17.3

16.95 

16.65

16.3

15.95 

15.7

15.55 

15.35 

15.15 

14.9

14.55

14.4 

14.2 

13.85 

13.65

July.

12.55

12.1

11.75

11.7 

11.4

11.3

11.05

11.1

10.95 

10.8

10.75

10.55 

10.5 

10.4

10.45 

10.4

10.2

10.2 

10.0

9.9 

9.8

9.8

9.55 

9.3

9.2

9.0

8.75

8.55 

8.6

8.45 

8.35

13.35 

13.05

12.85 

12.6

12.4

12.1

11.75 

11.45 

11.25 

10.95

10.8 

10.55 

10.3

10.05 

9.85

9.6

9.45 

9.3

9.2

9.05 

8.9

9.0 

9.05

8.85 

8.7

8.7

8.8 

8.7 

8.65 

8.5 

8.4

Aug.

8.3

8.2

8.05

8.1 

8.2

8.2

8.2

8.25

8.3 

8.2

8.1

8.0 

7.9 

8.0

7.8 

7.8

7.7

7.6 

7.6

7.5 

7.4

7.4

7.3

7.2

7.1

7.0

6.95

6.9 

6.75

6.7 

6.65

8.5 

8.6

8.7 

8.8

8.75 

8.6

8.3 

7.95 

7.9

7.7

7.7 

7.7 

7.7

7.55 

7.4

7.4

7.35 

7.5

7.35

7.2 

7.2

7.15 

7.05 

7.0 

6.9

6.9

6.9 

6.95 

7.0 

6.9 

6 9

Sept.

6.55

6.5

6.4

6.35 

6.25

6.4

6.5

6.4

6.35 

6.4

6.45

6.5 

6.7 

6.8

6.9

6.75

6.6

6.5 

6.5

6.75 

8.35

9.75

10.05 

10.0

9.7

9.6

9.4

9.35 

9.35

9.3

7.95 

10.75

10.75 

9.4

8.3 

8.35

7.9 

7.55 

7.2 

6.9

6.9 

6.7 

6.6

6.6 

6.5

6.5

6.25 

6.2

6.2

6.2 

6.15

6.15 

6.2 

6.2 

6.2

6.3

6.35 

6.4 

6.5 

6.65

Oct.

9.1

9.0

8.8

8.55 

8.6

8.4

8.2

8.1

8.0 

7.9

7.8

7.6 

7.5 

7.5

7.25

7.2

7.2

7.2 

7.2

7.2 

7.2

7.15

7.2 

7.15

7.15

7.1

6.9

6.7 

6.75

6.7 

6.8

6.7

6.75

6.7 

6.8

6.75 

6.75

6.7 

6.7 

6.7 

6.6

6.45 

6.4 

6.45

6.3

6.2

6.4

6.35 

6.4

6.2

6.1 

6.0

6.1 

6.3 

6.3 

6.4

6.1

6.1 

6.25 

6.4 

6.4 

6.3

Nov.

6.8

6.8

6.9

7.0 

6.9

6.8

6.9

6.8

6.8 

6.9

6.8

6.65 

6.5 

6.1

6.1 

6.4

6.5

7.0

6.3 

6.3

6.3 

6.3

6.3 

6.3

6.2 

6.1 

6.25 

6.4

6.1 

5.6 

6.1

5.6 

5.5

5.7

6.0 

6.0

6.1

6.15 

6.15

6.5 

6.7 

6.7 

6.85

7.0

7.0 

6.6 

6.5 

7.0

Dec.

6.2

"e.Y

6.3

"e.Y

6.1

"6.'3"

5.9

6.25

"6.2

oKiver frozen January 1 to April 4, and November 17 to December 31, 1907. Considerable backwater 

from ice gorging during April, 

fr Ice conditions January 1 to April 4, and November 10 to December 31,1908.
BED EIVEE DBAINAGE BASIN. 49 

Rating table for Red River at Grand Forks, N. Dak., for 1907 and 1908.

Gage 

height.

Feet.

6.00

6.10

6.20

Discharge.

Sec.-ft.

1,270

1,310

1,350

6.30 1,390

6.40 1,430

6.50 1,475

6.60 1,520

6.70 1,565

6.80 1,610

6.90 1,655

7.00

7.10

7.20

7.30

1,700

1,745

1,790

1,835

Gage 

height.

Feet.

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

, 8.50

8.60

8.70

Discharge.

Sec.-ft.

1,880

1,925

1,970

2,015

2,060

2,105

2,150

2,195

2,240

2,285

2,330

2,380

2,430

2,480

Gage 

height.

Feet.

8.80

8.90

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

11.20

Discharge.

Sec.-ft.

2,530

2,580

2,630

2,730

2,830

Gage 

height.

Feet.

11.40

11.60

11.80

12.00

13.00

2,930 ! 14.00

3,030 " 15.00

3,140

3,250

3,360

3,470

3,580

3,690

3,810

16.00

17.00

18.00

19.00

20.00

21.00

Discharge.

Sec.-ft.

3,930

4,050

4,170

4,290

4,920

5.600

6,300

7,030

7,800

8,600

9,430

10.300

11,190

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on f 

discharge measurements made during 1907 to 1909 and the form of the 1906 curve. It is well defined.

Monthly discharge of Red River at Grand Forks, N. Dak., for 1907 and 1908. 

[Drainage area, 25,000 square miles.]

Month.

1907.

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

1908.

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

Discharge in second-feet.

Maximum. Minimum.

14,700 

29, 400 

6,300 

10, 600 

4,630 

2,280 

3,170 

2, 680 

1,700

20,500 

9,520 

8,680 

5, 150 

2,530 

3,550 

1,610 

1,390

1,210 

7,320 

3,550 

3,080 

2,310 

1,540 

1,370 

1,560

Mean.

1,400 

1,090 

3,070 

14, 800 

4,550 

6,000 

3,290 

2,000 

1,950 

1,970 

1,440 

1,200

3,390 

5,360 

2,330 

1,660 

1,330 

1,270

i

890 

800 

1,960 

9,850 

5,790 

7,140 

3,290 

1,970 

1,760 

1,440 

1,250 

830

3,080

Per 

square 

mile.

0.056 

.044 

.123 

.592 

.182 

.240 

.132 

.080 

.078 

.079 

.058 

.048

.143

.036 

.032 

.078 

.394 

.232 

.286 

.132 

.079 

.070 

.058 

.050 

.033

Run-off.

Depth in 

inches on 

drainage 

area.

0.06 

.05 

.14 

.66 

.21 

.27 

.15 

.09 

.09 

.09 

.06 

.06

Total in 

acre-feet.

86,100 

60, 500 

189, 000 

881, 000 

280, 000 

357, 000 

202, 000 

123, 000 

116,000 

121,000 

85, 700 

73,800

1.93 .2,580,000

.04 

.03 

.09 

.44 

.27 

.32 

.15 

.09 

.08 

.07 

.06 

.04

.123 , 1.68

54, 700 

46, 000 

121, 000 

586, 000 

356, 000 

425, 000 

202, 000 

121, 000 

105, 000 

88,500 

74,400 

51,000

2, 230, 000

AccuracyC. 

C. 

D. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

C.

C. 

C.

c.

B. 

A. 

A. 

A. 

A. 

A. 

A. 

C. 

C.

iary 1 to April 4 

-.. - .. _.. 0 . _ 0 _ig during April, 

sasurements made.

22110 IRE 245 10
50 SUEPACE WATER SUPPLY, 1907-8.

SHEYENNE RIVER AT HAGGART, N. DAK.

This station is located at a private wagon bridge about one-fourth 

mile north of the railway at Haggart, on the Northern Pacific Railway, 6 miles west of Fargo, N. Dak. The station was established 

March 22, 1902, and discontinued July 1, 1907.

Sheyenne River rises in the central portion of North Dakota, 175 

miles northwesterly from this station, and flows easterly, passing 

only a few miles south of Devils Lake and Stump Lake. These are 

now inland basins, but in recent geologic times of greater precipitation they overflowed and drained regularly into Sheyenne River. 

At this point the river turns south, then around in a wide curve to 

the east, and then north to the station, and empties into the Red 

River 10 miles below this station. The length along the general 

course of its valley is 330 miles. Its most important tributary, 

Maple River, is received 3 miles below this station.

The theoretical drainage area above the mouth of the Sheyenne 

River is about 6,930 square miles, and above this station is about 

5,400 square miles. But the whole basin is within the glacial area 

of rolling prairie, drift covered in irregular slopes and ridges with 

imperfect drainage systems, so that it is probable that there is half 

to three-fourths of the entire drainage area from which no water 

ever reaches the river except in years of unusually large or sudden 

rainfall.

There has been no change in the gage datum. The station conditions, such as the sluggish character of the stream and large effect 

therefore caused by small temporary obstructions, the silting channel, 

and the possible occasional effect of backwater from the inflow of 

the Maple River 3 miles below, make it impossible to maintain precise records without frequent measurements, but the summaries are 

fairly correct.

The following discharge measurement was made April 8, 1907:

Width, 67 feet; area, 346 square feet; gage height, 9.31 feet: discharge, 652 secondfeet. Ice was running at the time of measurement.

Daily gage height, in feet, of Sheyenne Hirer at Haggart, J\T. Dak., for 1907.

Day.

1. ...

2. ...

3. ...

4. ...

5. ...

6. ...

/. ...

8. ...

9. ...

L 0. ...

April.

18.2

17.6

15.2

13.8

11.2

9.8

9.8

9 4

9.4

9.3

May.

7.0

7.4

7.7

8.2

8.4

8.4

8.3

8.1

7.7

7.5

June.

5.6

5.5

5. 4

5.4

5.3

5.3

5.3

5.2

5.2

5.1

Day.

11......

12......

13......

14......

15......

16. .....

17. . ....

18......

19......

20......

April.

9.1

8.5

8.2

7.6

7.2

6.7

6.6

6.5

6.5

6.4

May.

7.4

7.3

7.1

7.0

6.7

6.7

6.6

6.6

6.5

6.5

June.

5.3

5.6

6.0

6.0

5.7

5.6

5.4

5.5

5.7

5.8

Day.

21......

22......

23......

24......

25......

26......

27......

28......

29......

30......

31......

April.

6.4

6.4

6.4

6.3

6.3

6.3

6.3

6.3

6.3

6.5

May.

6.4

6.4

6.4

6.3

6.3

6.2

6.2

6.1

6.1

6.0

5.7

June.

5.8

5.7

5.6

5.5

5.4

5.4

5.3

5.3

5.3

5.2

NOTE. Floating ice from April 1 to 8.
EED RIVER DRAINAGE BASIN. 51

Rating table for Sheyenne River at Haggart, N. Dak., for 1905 to 1907.

Gage

height.

Feet.

5.00

5.10

5.20

Discharge.

Gage

 height.

Sec.-feet. ' Feet.

200

211

222

5.30

5. 40

5.50

Discharge.

Sec.-feet.

233

245

257

Gage

height.

' Feet.

5.60

5.70

Discharge.

Sec.-feet.

269 

281

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on 

discharge measurements made during 1902 to 1906 and is fairly well defined. Above gage height 5.7 feet 

the rating curve is a tangent, the difference being 13 per tenth.

Monthly discharge of Sheyenne River at Haggart, N. Dak., for 1907. 

[Drainage area, 5,400 square miles.]

Month.

Mav.... ................. ....

Discharge in second-feet.

Maximum.

632 

320

Minimum.

359

281 

211

Mean.

592 

442 

255

Per

square 

mile.

0.110 

.082 

.047

Run-off.

Depth in 

inches on 

drainage 

area.

0.12 

.09 

.05

Total in 

acre-feet.

33, 200 

27,200 

15, 200

Accuracy.

B. 

A. 

A.

DEVILS LAKE AT DEVILS LAKE, N. DAK.

Devils Lake, in the north-central portion of North Dakota, offers 

an interesting example of the rainfall-evaporation-rim-off ratio. 

This lake has no outlet, its surface elevation depending entirely upon 

the relation between evaporation from its surface, the rainfall upon 

it, and inflow from the surrounding country.

On the south the lake is bordered by hills 100 to 200 feet in height, 

and it is not far to the divide between the Devils Lake drainage area 

and the valley of Sheyenne River, which flows nearly parallel to the 

lake on the south at a distance of 6 to 12 miles. On the north a 

gently rolling prairie rises gradually, and on the northwest no other 

drainage area is reached for a distance of more than 50 miles. The 

total area draining to Devils Lake is theoretically somewhat more 

than 1,900 square miles.

This area is all included within the region covered by glacial drift; 

and small lakes, hollows, and pools are thickly scattered over it. 

The fall is slight, nearly the whole area being included between the 

elevations of 1,440 and 1,600 feet above sea level. The rainfall is 

but little in excess of the evaporation, the total run-off for the entire 

year as found at river stations in this State being rarely more than 

2 inches, and often only a fraction of 1 inch, as computed from the 

theoretical drainage areas. With so small run-off and so small fall, 

the drainage channels and river systems are therefore as yet very 

imperfectly developed. Much of the water that runs into the small 

lakes or coi' ^es is held there until it evaporates, and from large por-
52 SUEFACE WATER SUPPLY, 1907-8.

tions of the total drainage area no water ever reaches Devils Lake 

except in years of exceptionally great or sudden rainfall. The area 

which actually drains into Devils Lake in ordinary years is probably 

not more than a third or a half of the theoretical 1,900 square miles.

When the region was first settled, about twenty-five years ago, the 

surveys showed Devils Lake to have a total length of 35 miles, a 

width ranging from 1 mile to 15 miles, and an area of approximately 

120 square miles; on account of its many bays and slender arms, 

the total shore line measured more than 200 miles. With settlement and the conversion into farms of the prairies formerly tenanted 

by vast herds of buffalo, the sod was broken, the soil cultivated, and 

the flow of rainfall from its surface retarded. The lake thus lost a 

large portion of its annual supply, and its level was continuously 

lowered by evaporation, until the reduction in surface area had 

brought the evaporation to equality with the inflow. The present 

area of the lake is not precisely known, but is estimated as not more 

than a half of the 120 square miles formerly seen. The lake seems 

to be now approximately in a condition of equilibrium, which ought 

to be maintained unless some change in the extent or method of 

agriculture should use still more fully the water that otherwise would 

run into the lake from the surrounding country.

It is a shallow lake, the greatest depth found at present stage 

being said to be only about 30 feet. Many old beaches are seen surrounding it at elevations of from 15 to 30 feet above the present 

surface; at a still farther elevation of a few feet, it is said that the 

lake would overflow the rim of its basin at the eastern end and find 

outlet into Stump Lake or Sheyenne River. It is certain that the 

lake had an outlet in some direction in quite recent geologic times, 

for the waters, though quite saline and brackish, have as yet small 

solid content compared with many such lakes, containing slightly 

more than 1 per cent by weight of the salts of sodium, calcium, and 

magnesium, or only one-third as much as ordinary sea water.

Since June 8, 1901, a gage has been maintained on Devils Lake by 

the United States Geological Survey, the same being a staff gage 

attached to the piles of the pier at the Chautauqua grounds steamer 

landing, 6 miles southwest of the city of Devils Lake. This gage is 

read occasionally by Capt. E. E. Heerman.

A standard United States Geological Survey bench mark post is 

set in the bank directly behind the gage and about 8 rods distant. 

The gage zero is 1,416.2 feet above sea level, and the bench mark is 

22.90 feet above the gage zero.

Descriptions of this station were published with some records, in 

Water-Supply Papers No. 66, page 14, and No. 85, page 238, except 

that the elevation of the bench mark above the gage zero as previously published is in error.
RED RTVER BRATNAOE BASIN. 53

The normal rainfall over the area draining into Devils Lake is 

between 15 and IS inches a year, according to the more or less 

extended records of Weather Bureau stations, five in number, in or 

at the margins of the area, taken in comparison with others near by 

in adjoining areas. At each of these stations nearly complete rainfall records have been at some time maintained for a period of at 

least ten years.

The list of observed gage heights of the water surface of the lake 

since the establishment of the gage, with a few fairly well authenticated previous records, is given below:

Gage height, infect, of Devils Lake near Devils Lake, N. Dak.

Date.

1867...-......-......-..-..-.-...----..-.

1879.....................................

1901 

1902 

Mav 5........... .................

October 12

ions

May 29. ...........................

July 6....... .....................

July 19............................

July25.......... ..................

August 29

Gaf,re 

height.

Feet. 

26.75

22.9

13.0

12.15

12.4

12.35

12.25

11.9

12.15

12.1

13.8

13.85

13. 95

14.1

14.0

13.7

13.5

13.7

13.2

13.2

13.1

13.05

13.0

13.1

13.1

13.1

12.9

12.8

12. fi

I9 55

12.4

12.3

12.2

12.1

12.1

11.9

11.75

Date.

1904 

April 24....... ....................

April 30 ..........................

May 1. ............................

May 11............................

May 17............................

October 10 ........................

' 1905 

1906 

Aprils............................

JulyS.............................

October 11 ........................

1907 

May?-.......-....................

July 1.............................

July 17.................... ........

August 28................ .........

1908 

April 21............ ...............

July 12. ...........................

July 17. ...........................

Gage 

height.

Feet. 

12.7

12.8

12.7

12.75

12.8

13.2

13.4

13.4

13.0

12.75

12.65

13.5

12.65

12.8

12.95

13.0

12 .4

12.15

11.85

11.0

12.35

12.35

12.4

12.3

12.1

11.95

11.8

11.3

11.7

11.3

11.2

10.9

10-7

10.2

The gage height at the close of the season of 1908 is the lowest 

ever recorded, being 1.10 feet below the record of the lowest preceding 

year. This was due, at least in part, to the unusually small rainfall 

in the drainage area of Devils Lake during 1908. But the drainage
54 SURFACE WATER SUPPLY, 1907-8.

area has during the past two years been more fully opened to settlement than before, and much new prairie has been broken; it is 

therefore reasonable to suppose that this will cause permanently 

a small decrease in the run-off, so'that the lake will never entirely 

regain its former height, unless in a year of abnormally great rainfall.

RED LAKE RIVER AT CROOKSTON, MINN.

This station is located at Crookston, Minn., at the " Sampson's 

Addition" bridge, one block west of the Great Northern Kailway 

depot. It was established May 19, 1901.

This river is the most important tributary of the Ked. The 

station record has great value in connection with questions of flood 

damages or navigation on Red River, is necessary to determine the 

value of the water powers on the main stream and its tributaries, 

and will show the effect of drainage-ditch construction on the river 

regimen.

The drainage area above the station is about 5,520 square miles, 

of which 1,980 square miles lie above the outlet of Red Lake. This 

is the largest fresh-water lake wholly within the United States, and 

has an area of 441 square miles. From this portion of the whole 

drainage area the run-off is therefore very steady. By dredging 

the outlet, it is possible to use the lake for storage, if it should be 

profitable.

Red Lake River is a logging stream, and subject to brief abrupt 

variations when the logs are being sluiced down, but as all the mills 

are above the station at Crookston, except one at East Grand Forks, 

which is 25 miles below, the log jams never interfere with the station 

records.

The station is one-eighth mile below the power house of the Crookston Light, Water and Power Company, through the wheels of which 

the entire daily flow at low stages passes in about half of the day. 

At such times the sudden opening or closing of the gates at the mill 

causes abrupt changes in gage height at the station; but as the gage 

is read several times daily, it is not supposed that these fluctuations 

often affect seriously the daily mean.

There has been no change in gage datum nor appreciable change 

in channel conditions since the establishment of the station, and the 

open-season records are excellent.

The power-house dam above the station causes the river to remain 

partially open at the gage through most of the winter in some years, 

but within a short distance below it freezes smoothly over for about 

four months. Since 1906, winter discharge measurements have also 

been made, so that fair estimates of winter flow have been deduced.
RED RIVER DRAINAGE BASIN. 55

Discharge measurements of Red Lake River at Crookston, Minn., in 1907 and 1908.

Date.

1907.

1908.

Hydrographer.

E. F. Chandler .....................................

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

E. F. Chandler. ....................................

E. F. Chandler .....................................

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

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

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

Width.

Feet. 

178

174

173

158

138

138

182

150

Area of 

section.

Sq.ft.

288

426

297

334

379

325

911

331

Gage. 

height.

Feet. 

5.26

5.98

4.15

4.45

5.99

5.52

7.50

4.54

Discharge.

Sec.-ft. 

458

648

612

621

607

408

2,640

495

^Measurements through ice. b lce conditions. 

Daily gage height, in feet, of Red Lake River at Crookston, Minn., for 1907 and 1908.

Day.

1907. a

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

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

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

4

Jan.

5.6

Feb. Mar.

5 . - .

!:::::::::::::::

8............... 0

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

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

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

13

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

16

5.6

5.26

. ....

.......

.......

.......

17

18 ..'__.._

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

21

22

91

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

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

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

27

28........-.-.-.. ..-....--....-

29............... ......-..-...-

31

6.1 

6.3

6.2 

6.3 

6.4 

6.7 

8.35

8.9 

8.4 

10.35 

9.85 

9.2 

8. fin

1908. b 

1 4. 7 5. 2

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

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

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

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

7......--.....-.

8.-.......--....

Q

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

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

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

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

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

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

4.9 

4.95 

5.0

4.95

5.2 

5.1

4.8

5.4

5.4

4.55

5.0

5.0 

5.05

5.0 

5.2

5.3 

5.3

'

6.0

5.6

- ? 

o.5

5.6 

5.5

5.7

5.4 

5.5 

5.5 

5.8 

5.7

Apr. May.

9.2 

9.4 

10.85 

11.95 

11.9

11.7 

11.65 

11.2 

10.9 

10.15

10.1 

9.65 

9.35 

8.9 

9.15

9.2 

9.0 

9.7 

8.8 

9.5

9.4 

9.55 

11.2 

9.8 

8.75

8.25 

7.8 

7.4 

7. 5

6.5 

6.5 

6.6 

6.8 

11.9

14.7 

16.6 

15.95 

15.75 

15.8

14.65 

15.1 

11.7 

11.6 

11.4

7.5

Z'5§

7.3o

7.35 

7.35

7.45 

7.2 

6.9 

7.1 

6.9

6.7 

6.6 

6.75 

6.9 

6.45

6.55 

6.6 

6.4 

6.4 

6.45

5.95 

6.15 

5.9 

6.4 

6.3

5.9 

6.2 

6.1 

6.05 

5.85 

6.15

7.65 

7.6 

7.5 

7.3 

7.3

7.1 

7.1 

6.8 

6.6 

6.45

6.6 

6.75 

7.45

7.7 

7.9

June.

5.85 

5.8 

5.95 

5.65 

5.65

5.65 

5.6 

5.45 

5.6 

5.9

6.5

8.45 

8.9 

8.6 

8.3

7.75 

8.55 

8.2 

7.7 

6.95

6.75 

6.6 

6.8 

6.7 

6.7

6.6 

6.4 

6.3 

6. 15 

6.0

10.0 

9.8 

9.5 

9.1 

8.0

7.85 

8.4 

9.0 

8.9 

8.15

8.4 

8.35 

8.15 

7.95 

7.9

July.

5.9 

5.9 

5.85 

6.2 

5.8

5.95 

5.9 

6.0 

5.75 

5.55

5.1 

5.3 

5.0 

4.7 

4.95

5.3

5.0 

5.0 

4.5 

5.25

4.85 

5.0 

4.55 

4.9 

4.9

4.8 

4.8 

4.95 

5.0 

4.85 

4.6

6.25 

6.2 

6.2

6.15 

5.9

5.95 

5.5 

5.9 

5.8 

5.45

5.8 

5.2 

5.4 

5.4 

5.25

Aug.

4.75 

4.5 

4.6 

4.95 

4.8

5.0 

5.0

5.0 

5.0 

5.0

4.8 

4.8 

4.5 

4.4 

4.4

4.75 

4.5 

4.3 

4.4 

4.4

4.4 

4.45 

4.6 

4.4 

4.4

3.9 

4.45 

4.4 

4.4 

4.3 

4.1

5.4 

5.0 

5.45 

5.45 

5.4

5.4 

5.2 

5.05 

4.7 

4.9

4.8 

5.0 

4.8 

4.7 

4.95

Sept.

4.3 

4.2

4.3 

4.2

4 \

4.65 

4.55 

4.7 

4.55 

4.45

4.35 

4.4 

4.4 

4.45 

4.25

4.4 

4.3 

4.8 

4.1 

5.25

5.35 

5.85 

5.75 

5.9

5.85

5.3 

5.8 

5.3 

5.4

5.0

8.55 

7. 7 

6.8 

5.85 

5.9

5.6 

5.4 

5.05 

4.9 

5.0

4.75 

4.8 

4.45 

4.65 

4.6

Oct.

5.05 

5.3 

5.4 

5.35 

5.15

5.0 

5.2 

5.1 

5.05 

5.0

5.0 

5.0 

4.7 

5.1 

4.85

4.75 

4.9 

4.85 

4.9 

4.7

4.9 

4.9 

4.8 

4.7 4.5'

4.7 

4.6 

4.5 

4.75 

4.65 

4.7

4.8 

4.8

"475' 

4.7

4.8 

4.75 

4.7 

4.55 

4.5

4.4 

4.4 

4.4 

4.6 

4.65

Nov.

4.7 

47 

4.6 

4.65 

4.75

4.6 

46 

47 

4.65 

4.4

4.25 

405 

3.95 

3.95 

3.8

3.8 

4.3 

44 

4.1 

4.1

4.2 

4.25 

4.5 

4.4 

4.5

4.45 

4.55 

3.9 

4.55 

4.35

4.4 

4.1

4.7 

47 

4.4

4.7 

4.7 

4.5 

4.55 

45

4.5

4.5 

4.5 

4.5 

4.5

Dec.

4.25 

4.5 

4.7 

46 

4.45

4.5 

5.0 

4.2 

48 

4.6

4.8 

4.8 

4.65 

5.0 

4.95

4.85 

4.55 

4.45 

4.75 

4.8

495 

4.5 

5.2 

4.8 

4.5

5.4 

4.9 

5.05 

4.3 

5.2 

4.9

3.8 

4.0 

4.0 

3.8 

3.6

3.3

3.8 

3.8 

3.85

42

4.2 

4.05 

4.05 

4.05 

3.1

a- Ice conditions January 1 to about March 31 and November 15 to December 31,1907.

6 Ice conditions, or partial ice conditions, January 1 to April 5 and November 9 to December 31,1908.
56 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Red Lake River at Crookston, Minn., for 1907 and

1908 Continued.

Day.

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

5.05

5.05

5.05

5.10

5.15

5.15

5.15

4.85

5.0

5.0

5.1

5.15

Feb.

6.2

5.5

5.52

5.55

Mar.

5.5

5.7

6.0

5.8

6.0

6.1

6.2

6.3

6.4

6.3

6.4

6.4

6.5

Apr.

11.1

10.35

9.2

8.65

7.85

7.35

7.0

6.9

6.65

6.9

7.3

8.0

8.15

7.7

May.

7.8

8.0

8

1

9.2

10.2

12.1

12.2

12.1

10.9

11.1

11.35

11.15

10.85

10.55

10.4

June.

7.8

7.8

7.65

7.7

7.3

7.6

7.6

7.5

7.3

7 2

7.0

6.7

6.5

6.3

July.

5.25

5.35

5.1

5.1

5.0

5.15

5.2

5.2

5.15

5.1

4.8

5.4

4.95

5.0

5.15

Aug.

5.4

4 9

4.9

4.9

5.0

4.85

4.95

4.95

5.0

4.55

5.2

5.0

5.15

5.25

5.2

8.3

Sept.

4.75

4.4

4.45

4.45

4.55

4.6

4.55

4.6

4.6

4.7

4.75

4.9

4.85

4.8

Oct.

4.1

4.6

4.4

4.65

4.3

4.4

4.9

4.5

4.55

4.0

4.85

4.5

4.7

4.65

4.6

Nov.

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

Dec.

4.35

4.2

4.3

4.45

4.3

4.5

4.55

4.55

4.5

4.5

4.55

4.2

4.7

4.7

4.9

4.8

Rating table for Red Lake River at Crookston, Minn., for 1907 and 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

Discharge.

Sec. -ft.

475

515

560

605

655

705

760

815

870

925

980

1,035

1,090

1,146

Gage

height.

Feet.

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

Discharge.

Sec.-ft.

1,203

1,260

1,317

1,374

Gage

height.

Feet.

6.60

6.70

6.80

6.90

1,432 7.00

1,491

1,550

1,610

1,670

7.20

7.40

7.60

7.80

1,731 8.00

1,792 8.20

Discharge.

Sec.-ft.

Gage

height.

Feet.

2, 046 ! 9. 00

2,112 i] 9.20

2, 180

2,250 . 2,320

9.40

9.60

9.80

2,464 i 10.00

2, 610

2,758

2, 908

3,060

3,216

1,854 , 8.40 3,372 |

1,917

1,981

8.60 1 3,528

8.80 3,684

11.00

12.00

13.00

14.00

15.00

16.00

17.00

Discharge.

Sec.-ft.

3,840

4,000

4,160

4,320

4,480

4,640

5,460

6,300

7,150

8,000

8,900

9,800

10,700

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 

discharge measurements made during 1904 to 1908 and is well defined.

Monthly discharge of Red Lake River at Crookston, Minn., for 1907 and 1908. 

[Drainage area, 5,520 square miles.]

Month.

1907.

February

Discharge in second-feet.

Maximum.

. .

March ....... . . . . . . .... . . | . . .........

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

6,260 

2,720 

3,760 

1,790 

1,090 

1,610 

1,320 

952

6,260

Minimum.

2,610 

1,580 

1,350 

815 

515 

605 

815

Mean.

650 

460 

1,280 

4,370 

2,080 

2,180 

1.220 

854 

994 

1,040 

668 

626

1,370

Per 

square 

mile.

0.118 

.083 

.232 

.792 

.377 

.395 

.221 

.155 

.180 

.188 

.121 

.113

.248

Run-off.

Depth in 

inches on 

drainage 

area.

0.14 

.09 

.27 

.88 

.43 

.44 

.25 

.18 

.20 

.22 

.14 

.13

3.37

Total in 

acre-feet.

40,000 

25,500 

78,700 

260,000 

128,000 

130,000 

75,000 

52,500 

59, 100 

64,000 

39, 700 

38,500

991,000

Accuracy.

C. 

C. 

C. 

A. 

A. 

A. 

A.

J^

A. 

A. 

C. 

C.
EED RIVER DRAINAGE BASIN. 57

Monthly discharge of Red Lake River at Crookston, Minn.,for 1907 and 1908 Continued.

Month.

1908. 

January

Discharge in second-feet. Run-off.

Maximum.

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

10,300 

6,470 

4,640 

1,820 

3,290 

3,490 

1,040

10, 300

Minimum.

1,950 

1,850 

980 

842 

760 

605

Mean.

467 

508 

620 

4,660 

3,750 

3,050 

1,340 

1,190 

1,180 

860 

803 

437

1,570

Per 

square 

mile.

.085 

.092 

.112 

.844 

.679 

.553 

.243 

.216 

.214 

.156 

.145 

.079

.285

Depth in 

inches on 

drainage 

area.

.10 

.10 

.13 

.94 

.78 

.62 

.28 

.25 

.24 

.18 

.16 

.09

3.87

Total in 

acre-feet.

28, 700 

29,200 

38,100 

277,000 

231,000 

181,000 

82,400 

73, 200 

70,200 

52,900 

47,800 

26, 900

1, 140, 000

Accuracy.

C. 

C. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

C. 

C.

NOTE. Ice conditions existed, January 1 to March 25 and November 15 to December 31, 1907; from 

January 1 to April 5 and November 9 to December 31, 1908. Discharge for ice periods has been estimated 

from occasional measurements and some gage heights and is only fair.

PEMBINA RIVER AT NECHE, N. DAK.

This station, which was established April 29, 1903, is located at the 

Great Northern Railway bridge, two-thirds mile north of Neche, N. 

Dak. Discharge measurements are made from the highway bridge, 

20 rods below.

The records of this stream are necessary to determine the value of 

the many water-power sites on the Pembina, and are valuable in 

connection with problems of navigation and flood damages on Red 

River and in drainage investigations.

The total drainage area above this station is about 2,940 square 

miles, of which 2,020 are in Manitoba, as the stream rises in Manitoba, and flows for about 90 miles close to and nearly parallel with 

the international boundary, before crossing into North Dakota, 50 

miles above its mouth at Pembina.

A loose-rock dam, about 3 feet high, at the railway water-tank 

intake pipe, one-third mile below the gage, raises the water at the 

gage from 1 to 2 feet at low stage. As the dam is changed somewhat by the ice each spring, the lower portion of the rating curve 

requires revision each year. Hence, unless several low-stage discharge measurements* are made each season the summaries for the 

low-water season are merely approximate or fair. The gage datum 

has not been changed, and the curve for high stage remains constant.
58 SURFACE WATER SUPPLY, 1907-8.

Discharge measurements of Pembina River at Neche, N. Dale., in 1907 and 1908.

Date.

1907. 

May 13........

July 13.........

September 14...

1908.

April 3 b .......

June 24........

July24«.......

Do.........

Hydrographer.

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

E. F. Chandler ..................................... 

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

E. F. Chandler. ....................................

.....do.................-.,---..........-..-.-.--....

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

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

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

Width.

Feet. 

86

65

52

65

44

39

66.5

55

59.5

Area of 

section.

Sq.ft. 

886

168

113

168 

43

11.7

172

54

110

Gage 

height.

Feet. 

13.08

3.68

2.72

3.46 

3.46

2.13

3.40

4.13

3.18

3.18

Discharge.

Sec.-ft. 

1,940

159

75

36 

37

3.8

3.0

191

53

51

o Wading measurements. b Ice conditions, and discharge estimated. 

Daily gage height, in feet, of Pembina River at Neche, N. Dak., for 1907 and 1908.

Day.

1907.o

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

27....----....---.........-..-....-...

(JO

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

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

Apr.

4.05

4.7

5.85

5.9

7.0

8.9

12.2

12.4

May.

12.9

12.75

12.75

12.1

10.5

10.5

10.9

11.6

12.05

12.6

13.2

13.15

13.1

13.6

13.0

12.1

11.85

11.6

11.0

10.6

10.0

9.8

9 4

9.0

8.7

8.4

8.0

7.2

June.

7.0

6.9

6.6

6.5

6.5

6.4

6.2

6.0

5.9

5.9

5.9

5.95

5.9

5.8

5.6

5.5

5.4

5.3

5.2

5.1

5.05

4.9

4.8

4.7

4.5

4.4

4.3

4.3

July.

4.3

4.3

4.35

4.3

4.2

4.15

4.0

3.95

3.9

3.9

3.85

3.8

3.7

3.6

3.5

3.55

3.5

3.45

3.3

3.25

3.2

3.2

3.25

3.2

3.1

3.1

3.1

2.95

2.9

Aug.

2.85

2.8

2.8

2.7

2.65

2.65

2.6

2.65

2.6

2.5

2.35

2.3

2.25

2.55

2.5

2.5

2.5

2.4

2.35

2.3

2.3

63.3

3.3

3.3

3.35

3.3

3.35

0 1

3.45

Sept.

3.45

3.45

3.45

3.45

3.45

3.45

3.45

3.35

3.35

3.35

3.35

3.35

3.3

3.35

3.4

3.4

3.4

3.4

3.5

3.5

3.5

3.5

3.5

3.5

srs

0 C

3.5

Oct.

3.45

3.45

3.5

3.5

3.5

3.55

3.55

3.5

3.55

3.6

3.6

3.6

3.65

3.65

3.65

3.65

3.65

3.65

3.65

3.65

3.65

3.65

3.65

3.65

3 7

3.7

o 7

o 7

3.7

o 7 3.7

Nov.

3.7

3.65

3.65

3.65

3.65

3.65

3.65

3.45

3.45

3.45

3.45

3.45

a Ice broke up April 27, 1907; river frozen November 8 to December 31, 1907. 

6 Dam rebuilt and raised, August 22, 1907.
BED RIVER DRAINAGE BASIN. 59

Daily gage height, infect, of Pembina River at Neche, N. Dak., for 1907 and 1908 Con.

Day.

1908.a

1....

2....

3....

5....

6....

7....

8....

9....

10....

11....

12....

13....

14....

15....

Apr.

3.4

3.9

3.9

5.9

6.95

7.0

7.7

7.0

6.5

6.0

5.7

5.5

May.

4.85

4.85

4.8

4.8

4.75

4.85

4.95

5.5

5.6

6.1

6.0

5.9

5.85

5.85

Juno.

5.6

5.5

5.4

5.25

5.0

4.9

4.8

4.65

4.45

4.3

4.15

4.05

4.0

4.0

4.0

July.

3.8

3.8

3.8

3. 75

3.75

3.75

3.7

3.7

3.7

3.65

3.65

3.6

3.55

3.5

Aug.

3.0

3.0

3.05

3.1

3.1

3.1

3.05

3.0

3.0

3.0

3.3

3.3

3.3

3.3

3.25

Sept.

3.3

3.3

3.3

3.25

3.25

3.25

3.2

3.2

3.2

3.2

3.2

3.2

3.2

3.2

3.25

Oct.

3.2

3.2

3.1

3.1

3.15

3.1

3.2

3.15

3.1

3.1

64.1

4.1

4.1

4.1

4.4

Day.

1908.o

16....

17....

18....

19

20. ...

21....

22....

23

24....

25....

26....

27....

28....

29....

30....

31....

Apr.

4.7

4.7

4.7

4.7

4.7

4.65

4.65

4.6

4.9

5.2

5.3

5.1

5.0

4.9

4.85

May.

5.85

5.85

5.8

5.8

5.8

5. 75

5.75

5.7

5.7

5.7

5.75

5.8

5.9

5.75

5.7

5.7

June.

4.0

3.95

3.95

3.95

3.9

3.9

3.9

3.9

3.9

3.85

3.85

3.85

3.8

3.8

3.8

July.

3.45

3.4

3.35

3.3

3.3

3.3

3.3

3.3

3.2

3.2

3.1

3.1

3.1

3.05

3.05

3.0

Aug.

3.2

3.25

3.2

3.2

3.2

3.25

3.2

3.15

3.15

3.15

3.15

3.2

3.2

3.25

3.3

3.3

Sept.

3.25

3.25

3.25

3.25

3.25

3.25

3.25

3.25

3.25

3.4

3.4

3.3

3.3

3.3

3.2

Oct.

4.4

4.4

4.4

4.4

4.45

4.45

4.4

4.4

4.45

4.45

4.45

4.45

4.4

4.4

4.4

a Ice conditions January 1 to April 5 and November 8 to December 31,1908. 

6 Dam raised October 11, 1908.

Rating tables for Pembina River at Neche, N. Dak.

APRIL 20 TO AUGUST 21, 1907.

Gage 

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Sec.-ft.

49

54

59

64

70

76

83

90

98

106

Gage 

height.

Feet.

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Sec.-ft.

115

125

136

148

161

176

192

209

227

245

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

Discharge.

Sec.-ft.

263

282

301

320

339

358

377

396

415

435

Gage 

height.

Feet.

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Sec.-ft.

455

475

495

515

535

555

575

595

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 

three discharge measurements made during the above period and form of previous curves, and is well 

defined. Above gage height 6 feet the rating curve is a tangent, the difference being 21 per tenth.

AUGUST 22 TO DECEMBER 31, 1907.

Gage 

height.

Feet. 

3. 30 

3.40

Discharge.

Sec.-ft. 

23 

31

Gage 

height.

Feet. 

3.50

Discharge.

Sec.-ft. 

41

Gage 

height.

Feet. 

3.60

Discharge.

Sec.-ft. 

53

Gage 

height.

Feet. 

3.70

Discharge.

Sec.-ft. (it;

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on two 

discharge measurements made during above period and form of previous curves, and is not well defined.

JANUARY 1 TO OCTOBER 10, 1908.

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

36

45

55

66

78

91

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4. 10

Discharge.

Sec.-ft.

105

120

136

152

169

Gage 

height.

Feet.

4.20

4.30

4.40

4.50

4.60

186 i 4.70

Discharge.

Sec.-ft.

204

222

241

260

280

300

Gage 

height.

Feet.

4.80

4.90

5.00

Discharge.

Sec.-ft.

320

340

360

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 

four discharge measurements made during 1908 and form of previ9us curve, and is well defined. 

Above gage height 5 feet the rating curve is a tangent, the difference being 21 per tenth.
60 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Pembina River at Neche, N. Dak., for 1907 and 1908. 

[Drainage area, 2,940 square miles.]

Month.

1907.

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

1908.

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

1) 

Maximum.

2,190 

805 

272 

80 

47 

66

scharge in second-feet. Run-off.

Minimum.

826 

263 

76 

36 

23 

36

Mean.

860 

1,600 

507 

156 

54.3 

34.8 

55.2 

38.0 

19.0

927 

591 

486 

136 

66 

78 

55

310 

136 

36 

36 

55 

45

6 

3 

3 

375 

474 

224 

87.8 

52.1 

60.9 

49.0

Per 

square 

mile.

0.293 

.544 

.172 

.053 

.014 

.012 

.019 

.013 

.006

Depth in 

inches on 

drainage 

area.

0.11 

.63 

.19 

.06 

.02 

.01 

.02 

.01 

.01

.002 

.001 

.001 

.128 

.161 

.076 

.030 

.018 

.021 

.017

.002 

.001 

.001 

. 14 

.19 

.08 

.03 

.02 

.02 

.006

Total in 

acre-feet.

17,100 

98,400 

30, 200 

9,590 

3,340 

2,070 

3,390 

2,260 

1,170

168, 000

369 

173 

184 

22,300 

29, 100 

13,300 

5,400 

3,200 

3,620 

972

78,600

Accuracy.

C. 

B. 

B. 

B. 

B. 

C. 

C. 

D. 

D.

B. 

B. 

B. 

B. 

B. 

C. 

C.

a. Discharge corrected August 22 lo 28, 1907, for effect of construction work on dam.

NOTE. Discharge estimated for April 21-30, 1907, when ice was^breaking up. Also estimated for period 

November 1, 1907, to April 4,1908, being based on one measurement and an estimated measurement. The 

discharge January 1 to April 4, 1908, is only a rough approximation and is given merely to indicate in 

a general way the relatively low flow which probably occurred during this period.

MOUSE RIVER AT MINOT, N. DAK.

The Mouse (or Souris) River rises in the southeastern part of the 

province of Assiniboia, Canada, and flows southeastward 150 miles to 

the northern boundary of North Dakota; thence it continues in a 

southeasterly direction for 80 miles to the southwestern part of 

McHenry County, thence northeast 40 miles, thence it completes a 

loop by swinging to the north and northwest, and in 50 miles reaches 

the Canadian boundary again. Thence it flows north and east 120 

miles through the province of Manitoba to Assiniboine River, which 

discharges into Red River 120 miles farther east, at Winnipeg.

The drainage area above the point where the river enters the 

United States is about 7,200 square miles, nine-tenths of this area 

being in Assiniboia and the remainder a narrow strip along the northern edge of North Dakota. Above the point where the river leaves 

the United States the total drainage area is about 12,000 square 

miles.

The Mouse has only three important tributaries in North Dakota 

Des Lacs River, draining about 700 square miles, and Cut Bank and
BED EIVEE DRAINAGE BASIN. 61

Willow creeks, draining each about 1,100 square miles. All these 

streams flow from a rolling prairie whose surface was left uneven by 

the ice of the glacial epoch and whose drainage is imperfectly developed. Hence in ordinary years the run-off from only a small portion 

of the drainage area, perhaps one-fourth, reaches the streams, but the 

water stands in scattered pools and lakelets that dry away through 

the season. In unusually wet or stormy years, these pools and sloughs 

overflow, causing abnormal increases in the flow of the river.

The whole area is deeply covered with glacial drift, except a portion of the "Mouse River loop," which is covered with silt and is more 

level, having been in the glacial epoch the bottom of Lake Souris, an 

arm of Lake Agassiz, wThich filled the Red River valley at that time.

The elevation of this drainage basin is 1,450 feet above sea level at 

the lowest point in North Dakota and about 2,000 feet at its western 

margin in North Dakota.

In the upper portion of its course the river occupies a valley a hundred feet deep and a mile wide; after turning north around the loop, 

it runs through a prairie scarcely above the water level. The whole 

stretch in North Dakota is very sluggish on account of its small fall, 

and in the last 40 miles before the river reenters Canada its total fall 

is only 8 feet.

The area is without forests or trees except small scattered clumps 

or groves on the steep hillsides and fringes along the streams. The 

mean annual rainfall is from 13 to 17 inches, half of which falls in the 

three months of May, June, and July.

During the winter the streams are closed for at least four months, 

and the flow beneath the ice is very small. Thaws sufficient to cause 

any considerable rise or flood in winter are unknown.

The stations in the Mouse River basin were established to determine the possibility of irrigation, and the records have shown that 

(except in years so wet that the irrigation would be of little value) the 

flow of the streams is too small to justify as expensive construction as 

would be necessary for extensive irrigation works in a country of such 

small slope. The station records are now found to be essential for 

investigating the methods of reclamation by drainage in the Mouse 

River loop, and for flood prevention.

The tributaries present some storage possibilities, as, for example, 

at Des Lacs Lakes on Des Lacs River, but losses by evaporation 

would be so great that this storage would probably be useless except 

for flood prevention.

The gaging station, which is located north of the Great Northern 

Railway roundhouse, at Minot, N. Dak., was established May 5, 1903.

Des Lacs River enters 7 miles above the station.
62 SURFACE WATER SUPPLY, 1907-8.

The gage datum has not been changed, and channel conditions 

remain nearly constant, but the gage height at low stage is controlled 

by a 3-foot dam at the Soo Railway water tank, a mile below the gage, 

which at extreme low water raises the water at the gage about 2 feet. 

The dam was rebuilt and changed during the summer of 1904, but has 

since been unchanged. It is a tight plank dam with level crest, to 

which weir formulas have been found to apply satisfactorily, so that 

a very good rating curve for all ordinary stages has been developed, 

and the monthly discharge is accurate.

Discharge measurements of Mouse River at Minot, N. Dak., in 1907 and 1908.

Date.

1907. 

May 12. ........

July 1... .......

1908. 

May 30. ........

Dob.......

Hydrographer.

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

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

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

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

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

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

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

Width.

Feet. 

109

174

86

76

42

48

26

Area of 

section.

Sq.ft. 

850

1,490

386

214

50

226

89

40

11.4

Gage 

height.

Feet. 

11.23

15.88

6.61

4.50

3.80

4.67

4.67

3.82

3.82

Discharge.

Sec.-ft. 

1,360

2,170

672

149

9.6

172

156

13.1

11.7

a River frozen at point of measurement, but clear at gage. & Wading measurement. 

Daily gage height, in feet, of Mouse River at Minot, N. Dak., for 1907 and 1908.

Day. Apr.

1907. 

1.......... 4.0

2.......... 4.0

3.......... 4.0

4.......... 4.0

5.......... 4.0

6.......... 4.0 

7.......... 4.0

8.......... 4.1

9.......... 4.1

10.......... 4.1

12.......... 4.2

14.......... 4.4

15.......... 4.4

1

May.

6.8

7 0

7 9

7.4

7.8

8.0 

8.4

9.0

9.6

11.4

11.8

12.2

12.5

June.

15.7

15.0

14.7

13.0 

12.0

11.0

10.0

8.7

6.0

5.8

5.8

5.7

July.

6.8

7.5

7.9

7.7

7.4

6.0 

5.9

6.0

6.7

6.7

5.7

5.5

5.4

Aug.

4.9

4.8

4.8

4.7

4.5 

4.5

4.45

4.45

4.4

4.4

4.4

4.35

Sept.

4.1

4 1

4.1

4.1

4.1 

4.1

4.05

4.05

4.05

4.0

4.0

4.0

4.0

4.0

Day.

1907. 

16..........

17..........

18..........

39..........

20..........

21 .......... 

22.........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

31 ..........

Apr.

4.5

4.6

4.6

4.8

4.8 

4.8

5.0

5.2

5.4

5.8

6.2

6.4

May.

12.8

13.2

13.6

13.8

14.5 

14.9

15.0

15.2

15.9

16. 0

15.8

June.

5.7

5.6

5.6

5.4 

5.3

5.2

5.2

5.6

6.7

6.8

July.

5.4

5.2

5.2

5.6

5.9

5.9

5.7

5.2

5.2

5.0

Aug.

4.35

4.3

4.25 

4.25

4.2

4.2

4.2

4.15

4.15

4.1

Sept.

4.0

4.0

4.0

4.0

4 0

4.0 

3.95

3.95

3 Q

3.9

3.9

3.9

Q Q
RED RIVER DRAINAGE BASIN. 63

Daily gage height, in feet, of Mouse River at Minot, N. Dak., for 1907 and 1908 Con.

Bay.

1908. 

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

2

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

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

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

9

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

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

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

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

19

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

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

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

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

oc

29

Ofl

Apr.

4.7

4.8

4.8

5.0

5.0

5.0

5.1

5.5

6.0

5.5

5.0

5.5

6.5

6.0

5.85

5.75

5.0

5.4

5.4

5.35

5.25

5.15

5.0

4.95

4.95

4.95

4.85

4.75

4.7

May.

4.65

4.55

4.5

4.5

4.45

4.45

4.4

4.4

4.4

4.45

4.45

4.5

4.5

4.5

4.45

4.5

4.5

4.45

4.5

4.55

4.55

4.6

4.55

4.6

4.6

4.6

4.65

4.65

4.6

4.6

4.65

June.

4.6

4.65

4.7

4.75

4.8

4.85

4.9

4.95

4.95

4.95

4.9

4.9

4.85

4.9

4.9

4.9

5.6

5.6

5.6

5.5

5.3

5.3

5.1

5.0

4.9

4.8

4.75

4.75

4.7

July.

4.7

4.6

4.6

4.6

4.6

4.6

4.55

4.55

4.4

4.4

4.45

4.5

4.5

4.5

4.5

4.45

4.5

4.55

4.55

4.45

4.45

4.4

4.35

4.35

4.35

4.35

4.35

4.4

4.4

4.35

4.4

Aug.

4.45

4.45

4.4

4.4

4.35

4.35

4.35

4.35

4.35

4.35

4.35

4.35

4.3

4.25

4.25

4.25

4.3

4.3

4.35

4.3

4.3

4.3

4.3

4.3

4.3

4.25

4.25

4.3

4.3

4.3

4.35

Sept.

4.3

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.2

4.2

4.2

4.2

4.2

4.2

4.2

4.2

4.1

4.1

4.1

4.1

4.1

4.1

3.95

3.95

4.1

4.1

4.1

4.1

4.1

4.1

Oct.

3.95

3.95

3

QC

3.95

3.95

3.95

3.9

3.9

3.9

3.9

3.9

3.9

3.9

3.85

3.85

3.85

3.85

3.9

3.9

3.95

3.95

3.95

3.95

4.0

4.0

4.0

4.0

4.0

Nov.

3

QC

4.0

4.0

4.0

4.0

4.0

4.0

4.0

^ Q^

3.95

3

QC

4.0

4.0

4.0

4.0

4.0

3.95

3.95

3.95

3.95

3.95

NOTE. The page heights were affected by ice conditions during 1907-8 about as follows: January 1 to 

March 31, and during part of November and all of December, 1907; January 1 to March 31, November 14 

to 18 and November 29 to December 31, 1908.

Rating table for Mouse River at Minot, N. Dak., for 1907 and 1908.

Gage

height.

Feet.

3.80

Discharge.

Sec.-ft.

9.2

3. 90 20

4. 00 ' 35

4. 10 52

4. 20 70

4. 30 89

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

109

130

152

174

196

219

243

268

Gage Dis- Gage

height.

Feet.

5.20

5.30

charge, height.

Sec.-ft.

294

321

5.40 . 349

5.50

5.60

5.70

5.80

5.90

378

407

436

464

492

6. 00 . 519

6. 10 546

6. 20 1 572

6. 30 597

6.40

6.50

621

644

Feet.

6.60

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

Discharge.

Sec.-ft.

666

687

707

726

744

778

810

841

871

900

928

956

984

1,012

Gage

height.

Feet.

9.00

9.20

9.40

9.60

9.80

10.00

11.00

12.00

13.00

14.00

15.00

16.00

Discharge.

Sec.-ft.

1,038

1,064

1,088

1,112

1,136

1,160

1,280

1,400

1,530

1,700

1,910

2,190

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.
64 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Mouse River at Minot, N. Dak., for 1907 and 1908. 

[Drainage area, 8,400 square miles.]

Month.

1907. 

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

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

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

October

Discharge in second-feet.

Maximum.

621 

2,190 

2,100 

885 

219 

52

1908. 

January

Minimum.

35

707 

268 

243 

52 

20

Mean.

183 

1,500 

820 

470 

104 

36.2 

20 

16 

11

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

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

The year. .... ......

644 

163 

407 

174 

120 

89 

35 

35

174 

109 

152 

99 

80 

28 

15

644

o

6 

20 

311 

136 

239 

125 

94.1 

63.0 

23.1 

30 

15

89.2

Per 

square 

mile.

0.022 

.179 

.098 

.056 

.012 

.0043 

.0024 

.0019 

.0013

. 00095 

. 00071 

.0024 

.037 

.016 

.028 

.015 

.011 

.0075 

.0028 

.0036 

.0018

.011

Run-off.

Depth in 

inches on 

drainage 

area.

0.02 

.21 

.11 

.06 

.01 

.005 

.003 

.002 

.001

.001 

.0008 

.003 

.04 

.02 

.03 

.02 

.01 

.008 

.003 

.004 

.002

.14

Total in 

acre-feet.

10,900 

92, 200 

48, 800 

28, 900 

6,400 

2,150 

1,230 

952 

676

192, 000

492 

345 

1,230 

18,500 

8,360 

14, 200 

7,690 

5,790 

3,750 

1,420 

1,790 

922

64,500

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

D. 

D. 

D.

A. 

A. 

A. 

A. 

A. 

B. 

C. 

C. 

D.

NOTE. Discharge has been estimated for period October 1, 1907, to March 31, 1908, and is very approximate, there being only one measurement during the period. Discharge for November 29 to December 31, 

1908, has been estimated and is only fair. No accuracy values given for January to March; values are only 

roughly approximate.

EVAPORATION AT UNIVERSITY, N. DAK.

The evaporation gage at University, N. Dak., was established 

April 17, 1905. Daily observations have been made through the 

whole of the open seasons of 1905 to 1908, except the first few days 

of each season before the streams were entirely clear of floating ice 

cakes, which would interfere with the gage. It is located on a pool 

in a ravine called English Coulee, which runs through the campus 

of the University of North Dakota, which is immediately west of 

Grand Forks, N. Dak., and 2 miles west of the Minnesota boundary.

The coulee drains about 60 square miles of very level prairie. 

Occasionally, for a few days or hours during the spring thaws, it 

carries a very large flow. For example, on April 3, 1904, it reached a 

measured maximum of approximately 1,500 second-feet. Except for 

such brief freshets, however, the flow is small, varying from 1 secondfoot or less to 10 or 20 second-feet. In very dry weather for several 

weeks at a time there may be merely a succession of pools with no 

perceptible flow.

The gage is placed on the largest of these pools, which at extreme 

low stage has a central depth of 6 feet and an area of at least 30 square
EED KIVEK DKAINAGE BASIN. 65

rods. It is unshaded and there are no large trees in the vicinity. The 

water surface is ordinarily about 15 feet below the level of the surrounding open prairie, but the banks of the ravine slope so gently 

(from a top wT idth of 10 or 20 rods or more) that the wind has nearly 

its normal effect at the gage.

A heavy galvanized-iron tank, 3 feet square and 18 inches deep, is 

placed in the center of an anchored raft, so that the water in the tank 

is at the same level as the water surface outside. The tank is filled 

nearly to the top, to a height precisely marked by the pointed tip of a 

vertical rod in the center of the tank. Once each day, after the 

change produced by evaporation or rainfall, the water level is restored 

to the original height, the precise amount of water transferred being 

measured with a cup of such size that one cupful of water is equivalent to 0.01 inch depth in the tank.

A standard rain gage is located on the open prairie about 10 rods 

distant. On days of rainfall the difference (which is usually small) 

between the quantity measured by the rain gage and the surplus in the 

tank is considered the total evaporation for the day.

It has been found that the arrangement of this tank is such that the 

temperature of the water in the tank is always nearly identical with 

that of the water outside, the difference usually being imperceptible 

and rarely more than a degree. The temperature of the water and 

the air have been observed daily, at the same hour as the observation 

of evaporation, which was regularly between 6 and 7 p. m., and the 

amount of rainfall in the preceding 24 hours (if any) was recorded at 

the same time.

The evaporation shows great variation from d&y to day, between 

a minimum of zero in cold, damp weather, and an ordinary maximum 

of 0.20 inch to 0.30 inch per day in hot, dry, windy weather. These 

dairy variations can not be satisfactorily discussed without detailed 

comparison with complete records of wind velocity, cloudiness, and 

humidity, of which reliable regular observations were not continuously made. The records are therefore arranged in the most convenient form for reference or study, if summarized in ten-day periods.

In the following tables for each ten-day period (one-third of a 

month) the facts shown are, first, the total evaporation; second, the 

total rainfall; third, the approximate mean temperature of the 

water; fourth, the mean observed air temperature. In the years of 

1905 and 1906, the air temperatures are not the mean temperatures 

for the whole day, but merely the temperatures at the hour of observation (usually 6 or 7 p. m.), and are not entirely consistent, since the 

hour of observation varied slightly; but the increase of evaporation 

with rise of temperature is clearly shown. The air temperatures as 

given for the year 1907 are of more value, being the averages of the 

maximum and minimum thermometer readings for each day. 

' 22110 IRR 245 10 5
66 SURFACE WATER SUPPLY, 1907-8.

Evaporation, rainfall, and temperature at University, A7. Dak.

Date.

1905. 

April 17 to 20. ...................................................

April 21 to 30. ...................................................

May 1 to 10........................ .............................

May 1 1 to 20 .....................................................

May 21 to 31 ................... .................................

June 11 to 20. ....................................................

June 21 to 30. ....................................................

July 1 to 10. .....................................................

July 1 1 to 20 .....................................................

July 21 to 31 .....................................................

August 11 to 20. ..................................................

September 21 to 30. ..............................................

October 1 to 10. ..................................................

October 11 to 13 ..................................................

1906. 

April 1 to 10. .....................................................

April 11 to 20. ....................................................

April 21 to 30... ..................................................

May 11 to 20. ....................................................

June 11 to 20 .....................................................

July 1 to 10. .....................................................

July 1 1 to 20 .....................................................

July 21 to 31 .....................................................

August 11 to 20. ..................................................

September 11 to 20. ..............................................

October 1 to 10. ..................................................

October 11 to 20. .................................................

1907. 

April 22 to 30... ..................................................

May 11 to 20 .....................................................

May 21 to 31 .....................................................

June 1 to 10 ......................................................

June 21 to 30 .....................................................

July 1 to 10. .....................................................

July 11 to 20. ....................................................

July 21 to 31 .....................................................

August 1 1 to 20. ..................................................

August 21 to 31. ..................................................

Evaporation.

Inches. 

0.35 

1.43 

.67 

1.01 

1.80 

1.41 

1.27 

1.21 

1.64 

2.03 

1.79 

1.29 

1.37 

1.36 

1.11 

1.05 

1.59 

1.08 

.29

OQ re

.80 

1.32 

1.40 

1.01 

1.31 

1.36

1.16 

1.65 

1.32

1.50 

1.42 

1.91 

1.36 

2.02 

1.54 

1.91 

1.04 

1.09 

.98 

.61 

.33

27. 0-1

.46 

.83 

1.16 

1.49 

1.43 

1.51 

1.61 

1.95 

2.05 

1.99 

1.36 

ol.63 

a 1.54 

al.12 

1.04 

1.01 

.83 

.58 

.57 

.17

24.33

Rainfall.

Inches. 

0.00 

.20 

2.57 

.73 

.05 

1.83 

1.39 

.83 

.01 

2.31 

3.16 

.72 

2.55 

1.27 

.27 

.66 

.69 

.01 

.00

19.25

.35 

1.44 

.30 

.49 

1.40 

1.17 

.97 

1.39 

.73 

.20 

1.59 

.77 

.15 

.30 

.64 

.34 

1.07 

.20 

.06 

.52 

.00

14.08

.05 

.11 

.45 

.07 

2.32 

.81 

1.50 

.49 

1.47 

.95 

.52 

.21 

1.14 

.53 

2.58 

.75 

.42 

.00 

.22 

.05

14.64

Temperature of 

Water.

0 F. 

32 

40 

42 

48 

53 

56 

59 

59 

68 

73 

69 

71 

66 

69 

61 

60 

61 

53 

44

43 

52 

60 

55 

60 

57 

67 

72 

68 

74

73 

73 

79 

68 

75 

65 

61 

52 

51 

39

39 

43

48 

51 

51 

69 

76 

79 

79 

79 

74 

72 

70 

66 

64

Air.

° F. 

46 

56 

47 

60 

65 

68 

62 

65 

71 

74 

69 

75 

71 

73 

66 

61 

66 

58 

48

49 

52 

60 

51 

61 

57 

68 

70 

64 

71 

67 

72 

72 

76 

63 

75 

62 

66 

52 

54 

40

34 

33 

45 

53 

57 

65 

66 

67 

67 

65 

67 

66 

63 

58 

56 

44 

51 

41 

39 

36

o Subject to possible small errors, on account of occasional malicious disturbance of gage, requiring estimates of evaporation on a few days.
BED RIVER DRAINAGE BASIN. 67

Evaporation, rainfall, and temperature at University, X. Dak. Continued.

Date.

1908. 

April 15 to 20. ....................................................

April 21 to 30. ....................................................

May 1 to 10. .....................................................

May 11 to 20. ........................... ........................

May 21 to 31 .....................................................

June 1 to 10-.---.-............................--.-----...-.-.....

June 11 to 20 .....................................................

July 11 to 20. ....................................................

August 11 to 20- .--.-.-.-.-.-......---.---------------------..-.-.

October 1 11 o 20. .................................................

October 21 to 31 ..................................................

Evaporation.

Inches.

L49 

1.65 

1.32 

.86 

.79 

.74 

' 1.69 

2.21 

1.99 

2.12 

2.22 

1.89 

1.66 

1.70 

1.47 

1.07 

.67 

.62 

.29 

.19

27. 11

Rainfall.

Inches. 

.30 

.38 

.00 

3.32 

.45 

.40 

1.60 

.70 

.02 

1.00 

1.45 

.00 

.00 

2.41 

.00 

.00 

.50 

.15 

.21 

.26 

.01

13. 16

Temperature of 

Water.

0 F. 

35 

43

54 

56 

64 

65

76 

71 

69 

65 

68 

68 

39 

47 

44 

35 

32

Air.

o p

48 

47 

45 

55 

54 

63 

65 

69 

67 

68 

72 

68 

62 

64 

65 

70 

50 

51 

51 

35 

35

To summarize in the briefest form for the four years 1905 to 1908:

During the warm seasons of 180 days, 213 days, 203 days, and 210 

days the total evaporations were 23.75 inches, 27.04 inches, 24.33 

inches, and 27.41 inches respectively; expressed in daily averages, 

these figures are equivalent to means of 0.132 inch, 0.127 inch, 0.120 

inch and 0.131 inch per da}" for the four seasons, the smaller average 

for 1907 resulting from the fact that that year was colder than the 

normal.

During nearly all the remainder of each year water surfaces were 

frozen, and it was not convenient to make reliable evaporation observations. There is a very considerable evaporation from ice surfaces, and if including the many days when the ice surface is thawing 

and being rapidly dissipated in vapor, and the few days of the open 

season before observations were begun the mean evaporation for 

this period be estimated as between 0.030 and 0.070 inch per day, the 

total evaporation during the time not observed would be between 

5 and 11 inches, making the total annual evaporation between 30 

and 36 inches.

The latitude of this place is 48°, its elevation above sea level 820 

feet, and its normal rainfall about 20 inches a year.

The conditions at the gage are such that the results may be considered as fairly representative of those to be obtained at any stream or 

reservoir in the region.
68 SURFACE WATER SUPPLY, 1907-8.

UPPER MISSISSIPPI RIVER DRAINAGE. 

GENERAL DESCRIPTION.

Mississippi River drains the greater part of the territory of the 

United States lying between the Allegheny and the Rocky Mountains. 

Its basin, irregular in shape, occupying the central part of the United 

States, is best described as an oblong, with the major axis, 1,700 miles 

in length, running southeastward from the northwestern part of 

Montana, through North Dakota, Nebraska, Missouri, and Tennessee, 

into the northwestern corner of Alabama. On each side of this line 

the basin spreads out from 300 to 500 miles, while on the east is a 

large proturberance from the general outline extending to the Alleghenies. The basin comprises about 1,240,000 square miles, and includes wholly or in part 30 States, besides a small area in the Dominion 

of Canada. Of the total area, about 527,000 square miles drain to 

the Missouri, about 171,500 square miles to the upper Mississippi 

above the mouth of the Missouri, and about 204,000 square miles to 

the Ohio. The mean annual flow of the Missouri is about 100,000 

second-feet; of the upper Mississippi, about 125,000 second-feet; of 

the Ohio, about 300,000 second-feet.

Immediately beneath the covering of drift at the sources of the 

Mississippi lie the oldest rocks known to the geologist. Its mouth is 

surrounded by the soft marshes of its own delta now forming. Between these two extremes rocks of all geologic ages are represented.

All varieties of topography are likewise exhibited in the drainage 

basin, mountain and prairie, arid plain, and alluvial bottom covered 

with vegetation being fully represented; but the greater part of its 

broad extent is very uniform in contour.

For convenience in publication the basin of the Mississippi River 

has been divided into upper Mississippi, Missouri River, lower Mississippi, and Ohio drainage basins. The upper Mississippi basin, as 

considered in this discussion, is that portion lying above the mouth 

of the Missouri. The upper Mississippi basin therefore occupies the 

north-central part of the United States, including Minnesota, Wisconsin, Iowa, Illinois, Indiana, Missouri, and a few square miles in 

South Dakota and the northern peninsula of Michigan. The sources 

of this branch of the great river are almost exactly in the center of the 

continent on an east and west line.

The Mississippi rises, not in Lake Itasca, so long considered the 

source, but in a smaller lake which drains into Lake Itasca, called 

Hernando de Soto, situated in the northeastern part of Becker County, 

Minn. From these lakes to the mouth of Crow Wing River it flows 

almost in a circle, as at this point it is only 75 miles from its sources, 

while the distance following the river is about 450 miles. Leaving 

the lakes its course is northward, but below the junction with the
UPPER MISSISSIPPI EIVEE. 69

Crow Wing it turns to the south and continues in this direction until 

it finally reaches the Gulf of Mexico.

The total length of the river is about 2,555 miles; from the source 

to the mouth of the Ohio is about 1,500 miles.a

The important tributaries of the upper Mississippi beginning at the 

source and following down the west bank are: Leech Lake, Willow, 

Pine, Crow Wing, Sauk, Minnesota, Cannon, Turkey, Wapsipinicon, 

Iowa, Des Moines, and Missouri rivers. On the east bank are: Prairie, 

Elk, Rum, St. Croix, Chippewa, Black, La Crosse, Wisconsin, Rock, 

Illinois, Kaskaskia, Big Muddy, and Ohio livers.

From Lake Ilernando de Soto to the Falls of St. Anthony the river 

flows almost exclusively through a drift-covered region. Down to 

Pokegama Falls it occupies a valley which is in some places narrow, 

in others broad and savanna-like, with many rapids in the narrower 

and with gentle or sluggisji currents in the broader portions. In this 

part of its course it drains a number of lakes, among which Bemidji, 

Cass, Winnibigoshish, and Leech are the most important. The total 

fall from the head of the stream to the mouth of Leech Lake River, 

which is nearly as large as the main stream, is about 420 feet. The 

first rock in place is at Pokegama Falls, and thence to the mouth of 

Crow Wing River, which enters from the west, the average width of 

the stream is 300 feet, the valley is less winding, and the current is 

good, with many rapids of small extent.

Below the mouth of the Crow Wing the river flows in a general 

southeasterly direction for about 475 miles. Within this stretch are 

several rapids the chief being Little Falls and Sauk Rapids and 

many timbered islands. The banks are abrupt, of clay or sandy 

loam, and lead to meadows that stand 60 feet above the river. At 

the falls of St. Anthony the river pitches down a vertical fall and 

rapids amounting to 75 feet in half a mile, and in so doing leaves the 

prairie and clay banks for a channel that lies between rocky bluffs of 

limestone and sandstone, which continue for many miles down the 

river, gradually increasing to a height of 500 feet as the bed sinks 

below the general prairie level. The sides of the bluffs are not vertical, bare surfaces of rock, but are composed of easily eroded stone 

and drift, which form well-wooded or grassy slopes.

Minnesota River, formerly called St. Peters River, enters the Mississippi about 10 miles below St. Anthony Falls, and below its mouth 

the breadth of the main stream averages 1,000 feet. From this point 

to the mouth of the Missouri it is a broad, placid stream with innumerable islands, the entire width of the valley averaging 1 mile. In many

a The Twenty-Second Annual Report of the United States Geological Survey, Tt. IV, p. 210, contains 

a detailed description of the Mississippi from the sources to St. Paul, taken from the Reports of the Chief 

of Engineers, V. S. Army. The hydrographic investigations of the United States Engineer Corps on 

the upper Mississippi extend over a period of thirty-two years, from I860 to 1898, and form, according to 

the Report of the Chief of Engineers for 1897, "the largest continuous record over large drainage areas that 

has been made in the United States."
70 SURFACE WATER SUPPLY, 1907-8.

places, especially where tributaries enter, fertile flats lie between the 

river and the bluffs. Fifty-five miles below the mouth of the Minnesota is Lake Pepin, an expansion of the river apparently caused by 

the immense quantities of sand brought down by the Chippewa. At 

two places exceptions occur to the otherwise placid character of the 

river. At Rock Island, 111., 384 miles from St. Paul, there are rapids 

by which the river falls 20.4 feet in 12 miles; and at Keokuk, Iowa, 

509 miles from St. Paul, is the foot of the Des Moines Rapids, where 

in a distance of 11 miles the river falls 21.85 feet.

The elevation of the sources of the river is approximately 2,000 

feet; at St. Paul, Minn., the elevation is 690 feet; at Clinton, Iowa, 

570; at St. Louis, Mo., 385; at Cairo, 111., the elevation is 275 feet.

The headwaters of the main stream and its tributaries which lie 

in Wisconsin and Minnesota may be said to be in a forested area; 

that part of the drainage basin outside of -Minnesota and Wisconsin 

is deforested; a great portion consists of prairie land.

The mean annual rainfall in the upper Mississippi basin is about 

30 inches, ranging from 35 inches at the northern boundary to about 

40 inches in the southern part of the basin. The winter conditions 

in Wisconsin, Minnesota, and Iowa are severe, snowfall is heavy and 

lasts for considerable periods, ice forms to a thickness of 1 to 2 feet, 

and lasts for three to four months. In other parts of the drainage 

basin the winters are milder.

According to some authorities, the basin of the upper Mississippi 

contains from 5,000 to 6,000 lakes, nearly all of which are near the 

sources of the main river and its northern tributaries, and which, 

with the numerous swamps, produce a natural storage steadying the 

flow of the river. By building flams of ordinary height it is possible 

to create large reservoirs at many of these lakes. The Army 

Engineer Corps has built and is successfully operating a few reservoirs at the headwaters of the Mississippi River as an aid to navigation.

The basin affords numerous opportunities for water-power development, especially on those tributaries in the States of Wisconsin and 

Minnesota. (See Pis. Ill, B, IV, and V.) There are valuable power 

sites on the main stream, the more important of which are utilized or 

about to be.

The following gaging stations have been maintained on the Mississippi River and the minor tributaries. Those on the principal tributaries are given elsewhere.

Mississippi River near Sauk Rapids, Minn., 1903-1906. 

Mississippi River at Anoka, Minn., 1905-1908. 

Mississippi River at St. Paul, Minn., 1895-1901. 

Crow Wing River at Pillager, Minn., 1903. 

Minnesota River near Mankato, Minn., 1903-1906. 

Crow River near Dayton, Minn., 1906. 

Maquoketa River at Manchester, Iowa, 1903.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 245 PLATE IV

DAM AND POWER HOUSE AT ST. CROIX FALLS, WIS.
UPPER MISSISSIPPI RIVER. 71

MISSISSIPPI RIVER AT ANOKA, MINN.

This station, which is located at the highway bridge in the southwestern part of Anoka, Minn. ; was established May 8,1905, to obtain 

data for use in studying water power, water supply, pollution, flood 

control, storage, and navigation problems.

The drainage area above the section is about 17,300 square miles. 

Rum River enters on the left bank about one-half mile below the 

station.

Winter conditions are severe at this station. Ice forms to a thickness of about 2 feet and lasts from three to four months, but the 

section is generally open at one or two places during the ice period. 

Logging operations, for which the river is extensively used, may 

affect the gage readings to a small extent. Portions of the river 

bed are occasionally covered with sunken logs, but these probably 

have little or no effect on the gage heights.

The gage reader at this station has been paid by the Great Northern 

Development Company of Duluth, Minn., since August, 1906.

The gage was originally established in 1896 by the army engineers. 

The datum of the gage has remained unchanged.

No measurements have been taken at this station since 1906.

Daily gage height, in feet, of Mississippi River at AnoJca, Minn., for 1907 and 1908. 

[Ross Cutler and Bernard Witte, observers.]

Day.

1907." 

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

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

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

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

9

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

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

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

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

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

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

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

18.'. .................

19

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

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

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

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

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

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

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

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

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

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

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

Mar.

A Q

5.1

5.8

6.5

7.5

Apr.

7.4

7.0

6.8

6.2

6.0

5.8

5.6

5.2

5.0

4 9

4.7

4.5

4.3

4.1

4.0

3.8

3.7

3.5

3.4

3.3

3.3

3.0

3.0

2.9

2.8

2.7

2.7

May.

2.7

2.7

2.6

9 ft

9 t;

2.4

2.4

2.2

2.2

2.1

1.7

1.6

1.8

1.7

1.8

1 7

1.8

1 9

2.2

2.7

3.3

3.7

4.0

June.

3.9

3.8

3.6

3.5

3.4

3.3

3.0

2.8

2 7

2.8

3.0

3.7

4.3

4.0

3.8

3.4

3.4

3 9

3.0

3 fi

9 S

2.6

2.6

2.4

July.

2.3 

2.1 

1.9 

1.7 

1.6

1.6

1.7 

1.4 

1.3 

1.2

1.0 

.9 

.8 

.9

1.0

1.0 

1.2 

1.2 

1.1

1.0

.9 

.6

1.1 

1.5

.7 

.7 

.7 

.7 

.7 

1.0

Aug.

0.9

.8 

.6

.6

.0

.8

.9

1.0

.9

-8

.6

.8

.8

1.0 

9

.8

1.2

1.9

1.8

1.6

1.5

1.5

1.4 

1.4

1.4

1.4

1.3

1.3

Sept.

1.1 

1.0 

.9

.8

.7

.5

.4

.3

.3

.3

.3

.5

.6

.7

9

1.3

1.5

1 9

1.8

1.7 

1.6

1.7

1.7

1.6

Oct.

1.4 

1.4 

1.4

1.4

1.4

1.3

1.2

1.2

1.2

1.2

1.0

g

.8

1.0 

g

.9

g

g

.9

g

.9

.8

.7

.8

.5

g

.7

Nov.

0.9 

.9 

.9

g

1.0

1.1

1.0

1.0

g

1.0

1.1

g

.8

g

.8

.8

.8

.8

.8

Dec.

0.8 

.8

Ice conditions January 1 to March 25 and December 3 to 31, 1907.
72 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, infect, of Mississippi River at Ano'ka, Minn., for 1907 and 1908 Con.

Day.

1908.o 

I...................

f)2 ..............

i::::::::::::::::::

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

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

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

9

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

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

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

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

19

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

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

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

25 .. . .

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

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

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

29

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

91

Mar.

........

1.8

i y

Apr.

1.

1.

1.

1.

1.

1.6

1.4

1.2

1.2

1.1

9

1.0

g

1.0

1.2

1.4

1.0

1 9

May.

2.6

2.0

2.4

2.2

2.1

2.1

1 9

1.8

1.7

1.5

1.5

l.(i

1.7

1.8

1.8

1.9

1 9

2.0

2.0

2.0

2.1

2.4

2.8

3.2

3.0

4.0

4.8

June.

5.4

5.9

5.8

5.0

5.5

5.5

0.0

6.5

7.0

7.8

7.2

0.8

6.0

5.0

4.9

4 9

5.0

5.0

5.0

5.1

5.1

5.1

July.

4.9

4.7

4.5

4.2

4.0

3.8

3.0

3.4

3.2

2 9

2.7

2.5

2.3

2.1

2.0

2.0

1 9

1.8

1.8

1.8

1.7

1.7

1.0

1.0

1.6

1.6

1.0

Aug.

1.4

1.4

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.0

1.1

1.0

1.0

g

.8

Q

1.0

9

.8

.8

.7

.7

.9

1.1

1.1

1.1

1.0

.8

Sept.

.6

.6

.6

.6

.6

.0

.0

c

.0

.4

.9

1.0

.8

.8

1.0

.5

.0

.(>

.0

.5

.0

9

1.0

Oct.

1.0

.9

1.0

.8

.0

1.0

.8

.0

.6

.7

.6

.6

.6

.4

.4

.4

.5

.5

.0

.7

.8

.8

.8

9

Nov.

.7

.0

.0

.0

.0

.4

.4

.4

.0

.4

.4

.4

.4

.4

.3

.3

.4

.3

.3

.3

.2

2

.3

2

9

2

Dec.

.1

.2

.8

.8

.0

«Ice conditions January 1 to March 28 and November 30 to December 31, 1908.

CHIPPEWA RIVER DRAINAGE BASIN.

DESCRIPTION.

Chippewa River drainage system has its sources in more than a 

hundred lakes, large and small, with many connecting swamps, 

lying in the northwestern part of the State of Wisconsin, near the 

Michigan boundary and only 20 miles from Lake Superior. The 

main line of drainage runs very nearly along the central line of the 

basin, but the name of Chippewa River is not applied to the continuation of the main stream. The river divides 1 ] 2 miles from the mouth. 

One branch, the prolongation of the line of drainage, called the 

Flambeau, rises in the lakes near the Michigan line, at an elevation 

of a little over 1,600 feet above sea level; the other branch, the Chippewa, is formed in the central part of Sawyer County, by the union 

of East and West branches, both of which rise in the southwestern 

part of Ashland County. The course of the river is general southwestward to its junction with the Mississippi at the foot of Lake 

Pepin. The Flambeau drains about 1,983 square miles, while the 

Chippewa above its junction with the Flambeau drains only about 

1,777 square miles.

The important tributaries of the Chippewa are as follows: From 

the west, beginning at the sources, West Branch and Red Cedar
CHIPPEWA RIVER DRAINAGE BASIN. 73

rivers; from the east are East Branch, Thornapple, Flambeau, Jump, 

Yellow, and Eau Claire rivers.

The total length of the Chippewa is 267 miles. The total drainage 

area is about 9,573 square miles, of which over 6,000 square miles 

include the most unsettled region of northern Wisconsin.

The drainage basin is regular in outline and shape, being about 180 

miles long and about 60 miles in average width. The entire area 

above Chippewa Falls is covered with glacial drift, and the underlying crystalline rocks appear only in the river bed. In the southern 

part of the bed the rivers have eroded deeply into the drift and rock, 

but in the northern districts they have not cut much below the surface. The country is level or rolling.

With but few exceptions all the many and important water powers 

on Chippewa River are found in the region of crystalline rocks, but 

on account of the deep glacial drift the powers on the upper streams 

occur as bowlder rapids.

The lakes in this drainage basin are situated in two widely separated groups; one in the extreme northeastern part at the headwaters of the Flambeau, the other in the northwestern part at the 

headwaters of Chippewa and Red Cedar rivers. The remainder of 

the area is almost devoid of lakes. The wooded regions, however, 

include very large areas of cedar and tamarack swamps. The sources 

of Chippewa River have an elevation of about 1,500 feet above sea 

level; at Chippewa Falls it is 806 feet; and at the mouth of the river 

the elevation is about 665 feet. The elevation of the sources of Flambeau River is about 1,650 feet; atLadysmith the elevation is 1,115 feet.

This drainage basin contains the richest forests of both hard and 

soft woods. Although lumbering has been carried 011 actively for 

many years, considerable pine timber still remains, chiefly at the 

upper headwaters, but it is fast disappearing. The upper half of the 

drainage basin may be considered forested area.

The mean annual rainfall is about 30 inches. The winters are severe. 

The snowfall is heavy and lasts for long periods; ice forms on the 

streams about 2 feet in thickness and remains for three to four months.

This drainage area affords an unusual number of excellent sites for 

reservoirs. According to surveys made by the United States Engineer Corps in 1880, twelve reservoir sites were located and surveyed, 

whose total capacity was approximately 25 billion cubic feet. The 

highest dam necessary was about 26 feet. The operation of these 

reservoirs, it was estimated, would increase the ordinary low-water 

flow of the river by 3,245 second-feet for ninety days, thus about 

doubling the present available water power of the river. The main 

obstacle to building such reservoirs at the present time by the Government is the fact that, owing to the settling of this region, the land 

that would be flooded has become very valuable. Private enterprise 

has developed some of the smaller of these reservoirs.
74 SURFACE WATER SUPPLY, 1907-8.

Several valuable developed water powers and numerous undeveloped power sites are located on this river and its tributaries. The 

Dells Paper and Pulp Company's plant near Eau Claire has a turbine 

installation of over 8,000 horsepower, and plans have been made to 

increase the head from 26 to 32 feet by increasing the height of the 

dam. On the Flambeau and Red Cedar exceptionally good power 

sites exist. Near Ladysmith, on the Flambeau, are two developments, one of which has a rated turbine installation of 3,000 horsepower. In a 30-mile stretch of Red Cedar River there are six sites 

for water power capable of developing about 13,000 horsepower. 

On account of the numerous lakes in the drainage basin of the Chippewa, with the possibility of using them for storage, this river system is destined to become a great center of power, but the development of the numerous power sites is retarded by the fact that at the 

present time the section is not thickly settled and railroad facilities 

are lacking in many portions.

The river and its tributaries are used extensively for running logs, 

but in the areas where there are railroads, the logs are moved by rail, 

as it has been found that the rivers can not compete with railroad 

transportation for log running. The extension of railroad facilities 

in this section wTill tend to relieve the river of its burden of logs and 

correspondingly add to the value of the river for water powder.

The use of the river for flooding logs modifies the normal flow of 

the river very materially.

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

Chippewa River at Chippewa Falls, Wis., 1899-1908. 

Chippewa River near Eau Claire, Wis., 1902-1908. 

Flambeau River near Lady-smith, Wis., 1903-1906. 

Red Cedar River at Menominee, Wis., 1907-1908.

FLAMBEAU RIVER SURVEY.

In order to point out the power possibilities along Flambeau River, 

a survey w^as made during 1906 from Flambeau to a point near the 

western border of Lac Du Flambeau Indian Reservation; the section 

from the mouth to Flambeau had been surveyed by the Geological 

Survey in 1902. From the data collected 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 on application to the Director of the Geological Survey.

CHIPPEWA RIVER AT CIIIPPEWA FALLS, WIS.

This station is located at the highway bridge at Chippewa Falls, 

Wis. The gage was originally established by the Chippewa Lumber 

and Boom Company, in April, 1 899, and records of gage heights since 

that time have been obtained by that company. The gage heights
CHIPPEWA RIVER DRATXAGE BASIN.

as originally recorded are in feet and inches, but have been reduced 

to feet and lumdredths. On June 1, 1906, the United States Geological Survey began taking discharge measurements at this place to 

determine the amount of water available for water power and storage, and to obtain data of value in general statistical and comparative studies of rim-off. The United States Weather Bureau has obtained gage-height records for this station beginning with 1904, and 

the gage heights as furnished by them have been used for March to 

September, 1905, 1907, and 1908.

The dam of the Chippewa Lumber and Boom Company is about 

2,500 feet above the station.

The winters are severe in this vicinity, and ice forms on the river 

about 2 feet in thickness; but considerable open water is found at 

the measuring section, owing to the swift water and the proximity 

of the dam. The river fluctuates very rapidly at times during the 

"sawing season" on account of the storage and release of water at a 

reservoir at Holcombe, some 30 miles above. The stored water is 

used to flood logs to the sawmill.

The normal flow of the stream is much modified by logging and 

the power plants at Chippewa Falls, which cause great and rapid 

fluctuations in stage from day to day. The datum of the gage has 

remained unchanged.

Conditions of flow appear to be permanent, and an excellent rating 

curve has been developed. (See fig. ].)

Information in regard to this station prior to 1908 is contained in 

Bulletin XX of the Wisconsin Geological and Natural History Survey, entitled "Water powers of Wisconsin," by Leonard S. Smith.

charge.

June 1.......... Murphy and P>r<>nn,m.

Width. Area of 

section.

Gage 

height.

481 

47!)

1908. 

January 23 6.... G. A. Gray.

February 14 b .. .... .do...."..

April30........ .....do......

a. Rapid change of stage during measurement. 6 Ice conditions.
76 . SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Chippewa Hirer at Chippewa Falls, Wis.,for 1899 to 1908.

Day.

1899.Q

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

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

4

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

^

9 ....

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

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

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

13. .......... --------

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

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

17...........--.-.--.

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

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

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

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

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

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

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

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

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

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

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

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

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

1900.6

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

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

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

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

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

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

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

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

1 *3

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

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

16..-.-.-.-.........

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

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

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

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

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

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

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

24.....-.--...-.....

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

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

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

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

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

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

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

Mar. Apr.

1.00

1.42

2. 50

2.(.7

3.17

3. 29

4.47

6. 2.5

0. 00

6.33

6.33

5. 25

5. 00

5. 00

5. 25

5.25

4. S3

4.50

4.00

3. 75

2. 34

4.00

4.83

3.08

4.17

5.75

5. 25

4. 50

3. 67

3.58

2. 50

2.17

3. 25

8. 1:9

11. FO

10.83

9.17

7 ')()

5.75

4.83

3.83

3. 07

3.33

May.

-.33

". 50

". 50

f . 75

8. 75

4. 50

4. 25

3.50

3. 33

4.00

6.12

1.83

2.00

2.75

4. 50

6.25

6. 50

8.38

4.00

4.33

3.83

3.25

3.25

3.00

5.58

3. 50

4.00

3. 50

3.75

0 O'-J

3.83

3.42

5.17

3. 33

3.25

2.25

2.07

2. 07

3.17

fi. 25

2.42

2 92

2.58

2.17

2.17

4. 88

1.67

1.67

1.67

1.42

1.50

1.25

1.33

June.

2. 50

3.33

3. 50

1.08

4.83

4.83

4.75

6.50

3.00

2.50

4.83

7.00

6.07

5.75

4.12

3. 75

4.75

4.00

4.00

3.(>7

6. 54

1.83

1.83

9 ()()

2.25

2.30

2. 58

1.33

1.33

1.33

1.33

2.00

4.29

1.25

1.25

1.00

1 nn

1.00

1 . 00

1.00

1 nn

.92

.83

.83

.75

1.25

1.42

July.

5.71

1.00

1.67

1.83

2.00

2.25

2.17

4.79

.50

1.50

1.83

1.83

4.10

1.00

1.33

.33

.33

1.08

1.42

1.42

1.42

1.58

2.00

2.00

i ftQ

1.83

1.17

1.58

1 00

3

ro

4.83

017

3.00

2. 25

9 1 7

9 9'',

2.17

2.00

2.00

4.42

1.75

Aug.

1.58

6.50

1.00

1.50

1.00

6. 12

1.50

1.25

1.17

1.17

1.00

1 nn

1.17

1.17

2.17

1.67

1.50

1.50

1.50

2.00

5.50

6.17

3 1 7

3.50

4. 58

9.38

4.83

3.25

2.50

Sept.

1.00

1.00

1.17

1.17

1 95

1.67

1.75

1.67

1.00

1.25

1.25

1 00

1.00

1.00

1.17

1.08

i nn

7 00

3 1 7

4.00

4 79

13 00

12.00

7.00

4 83

A 1 r\

1 00

5.00

K KC

5.50

£ 9K

 % fi7

6.07

5.50

Oct.

.83

.83

.83

1.00

.83

.50

.83

.83

99

.92

1.00

2.00

5.48

2

0O

1.58

1.83

2.83

4.83 K nn

3.17

4 50

4.33

13.17

10. 67

9

00

8.17

6.83

5 50

7 91

2.33

2 1 7

9 nn

917

4 00

2 fij

2.17

2 67

4.33

Nov.

2.67

2.25

1 °.°.

1 00

i or

1 00

1.83

1.83

1.67

1.58

1.58

1.58

1. 50

1.58

1.50

1 r\C\

9.21

9 75

9.00

7 50

6.50

3

QO

4 00

2

7e

2

CA

2

9C

2 ^5

2.25

9 9^

Dec.

1.17

1 

' 25

i nn

i f\r\

1.50

alee, conditions January 1 to April 9 and about December 1 to 31, 1899.

b Ice conditions January 1 to April 7 and probably November 25 to December 31, 1900.
CHIPPEWA RIVER DRAINAGE BASIN.

Daily gage height, in feet, of Chippewa River at Chippeica Falls, Wis., for 1899 to

? Continued.

Day. Mar.

lOOl.o 

I

9

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

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

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

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

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

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

IS................... ........

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

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

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

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

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

26. .. .............. 3.50

27................... 3.75

28................... 3.75

30................... 3.75

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

1902. & 

1..... ............ ........ j

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

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

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

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

10................... 1.75

11................... 1.75

12................... 2.33

13................... 2.25

15................... 2.83

l(}. .................. ........

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

19................... 3.25

20................... 3.00

21...................' 2.83

22....... ............ 2.67

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

24................... 2.58

25................... 2.83

26................... 2.83

28.-..-.--....-.--.. 3.25

30..--.--.----.--. ..........

31............. ... 3.17

Apr.

3.00

4.00

4. 50

6.25

6. 50 ".25

- 05

".00

".00

0.67

6.25

5. 50

6.83

0. 83

5. 07

4. 67

4. 00

4.75

3.00

5.88

2.50

4.00

2.33

2.50

2.50

2.33

2.33

2.33

1.00

2.83

4.75

2.50

1.67

1 ^n

1.42

1.83

1.83

1.83

2.17

3.50

7.75

May.

4.00

4.00

(i. 21

1.50

2. S3

3. 17

3.42

3.25

5.42

1.00

1.67

2. 17

2. 25

3.17

3. 00

2.02

2.50

2. 50

2.40

2.40

2. 50

2.50

2. 50

2. 50

2. 08

1.50

5.84

5.92

5.33

4. 67

3. 50

4 50

A ",n

4.17

3.67

3.17

2.67

2.33

2.33

2.G7

4.92

2 nn

1.83

6.12

J une.

1.50

1.17

1.17

1.17

4.08

1.50

6. 00

1.00

1.75

1.75

2.33

2. 5S

2. 83

9 ()9

2.67

2.75

2.75

2.83

2.83

2.17

5.12

1.83

2.50

2.58

4.96

3.50

'J AA

3.00

3.00

2.25

9 *} ?

9 ^n

3.00

2.75

2

s; -3

5 '9

1.33

July.

3. 58

3.17

3.17

4.04

5. 25

5.58

4.17

4.17

3. 67

3.07

4.00

2.33

3.00

3 58

3. 25

1.00

1.00

1.92

2. 75

3.17

3.17

5. 58

.83

3. 25

2.25

3. 00

4.50

4.33

3.25

2.00

2.00

2.17

2.17

2 (1(1

1 <;' *

4.11

1.67

1.33

1.67

1.33

1.17

1.17

.83

Aug.

3.25

2. 75

5.08

1.50

2.00

2. 50

2. 50

2. 50

4.88

1.00

1.50

2.08

2.00

2. 33

2

00

1.00

1.25

1.75

1.25

1.50

1.75

1.75

1.75

6.50

2.17

2. 17

1 7^

.83

1.00

1.17

1.00

.83

.07

1.00

.83

.83

.83

.83

1 00

1 00

1 00

1.00

3.54

1.00

Sept.

1.00

1.25

1.50

1.25

1.50

1.50

1.50

1.50

1.50

1.50

1.00

1 ft'}

1.83

M5 1.7o

1 7^

1.50

1.00

1.00

1. 00

1 00

1.17

1.17

1.17

1.00

.83

1.17

1.17

1.17

1.00

CO

.83

1.17

3.G6

1.00

1.17

Oct.

3.25

3.25

3.17

5.30

.50

2.00

2.00

2.00

2.2.3

2.33

6. 00

2.00

2.25

9 Or

2.25

2.25

2.25

2.00

2.00

1.75

1.75

1.75

1.50

1.50

i ~n

1.17

1.17

1.17

1.00

1.00

1.00

1 00

1 00

.83

.83

1.00

1 Afl

1.17

1 00

1 00

1.17

1 3 1}

2.00

2.25

Nov.

1 %r>

^31

2.25

2.00

2.00

2.00

2. 25

2. 00

1 7^

1. 50

1.50

1.50

1.50

1 50

1.00

7.17

O (j()

2.25

o 50

2.67

2.83

2.17

9 54

8.28

9.0()

5.75

4.08

2

nn

9 Of)

2 25

Dec.

'

1.83

1.50

1.33

1.17

1 00

1.00

a Ice conditions probably prevailed from January 1 to March 25 and November 20 to December 31, 1901. 

b Ice conditions prevailed from January 1 to March 9 and December 10 to 31,1902. There may also have 

been some slight effect from ice during the rest of March and December.
78 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Chippeiva River at Chippewa Falls, Wis., for 1899 to

1908 Continued.

Day.

1903.o 

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

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

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

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

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

1 tt

19

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

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

22......---..----..--

94

 X)

30

01

1904. & 

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

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

-

9

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

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

12.-...-------..'.-.-

1 3

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

i s

19

21

99

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

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

2

r.

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

27

00

29.---.-------...- -

OA

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

Mar.

4.50

10. 12

9.25

5.25

4.42

4.17

3.58

3. 50

Apr.

3.25

3.42

3.92

4.29

4.00

3.88

4.25

4.75

4.58

4.00

3.02

4. 50

4.06

4. (52

4.25

3.75

3.38

3.25

2. 92

3.84

3.(i2

4.00

8. 58

3.58

3.75

4 00

4.00

4.50

5.83

7.00

5.50

5.38

May.

8.75

7.88

7.02

0.40

8.(i2

9.50

8. 88

7.83

6.12

5.21

5.21

0.00

9.21

11.71

12. 30

5.34

4.50

4.62

8.00

^ ^n

5.50

0.88

4.50

3.75

S

en

3.83

3.25

5.25

3.50

6.34

6

CA

4.75

June.

8.34

0.25

5.50

4.54

3.79

2.17

2.75

3.00

2.54

2.42

4.71

1.50

1.50

4.79

1 AA

3.88

1.50

1.83

3.75

6.38

7.28

7.25

6.71

5.92

C AA

4.17

4.70

2 on

2.25

2.75

2.25

2.25

4 00

3.75

July.

4.08

4.83

6.77

9.58

10.58

6.42

5.29

6.00

5.25

4.46

3.88

3.54

3.25

1.00

2.83

2.38

2.25

2 OS,

2.12

1.75

1.50

1 29

1.12

3.75

4.33

4.17

6.75

2.75

9 17

2

AA

2.00

1.75

1.75

1.75

1.50

1.50

1.50

2.00

1.50

1.75

Aug.

1.50

1.50

2.25

2.88

3.66

5.12

5.16

7.58

3.50

3.06

3.12

3.25

3.17

5.46

2.88

2.38

1.88

1.50

1.50

4.34

1.75

1.75

2.25

2.50

2.25

1.50

1.50

1.50

1.00

1.00

.50

.50

1.00

.50

.50

4.00

.75

.50

1.75

1.83

2.00

4.54

1.00

1.00

Sept.

2.25

2.25

2.00

2.25

2.50

2.80

4.29

4.06

5.04

7.73

7.81

12.70

13.25

12.50

11.00

8.50

6.16

5.25

4.25

3.58

3.38

3.25

3.33

3.25

3.25

6.25

4.00

4.67

4.17

4.25

3.75

3.00

6.12

1.25

1.75

2.00

4.08

1.00

.50

.50

1.00

4.00

4.75

3.00

7.75

Oct.

3.25

3.25

3.50

8.00

7.96

7.96

7.62

7.58

6. 88

6.25

5.50

5.17

4.83

4.04

3.83

3.75

3.25

3.25

2.50

2.25

2.25

2.25

2.25

2.00

2.50

1.50

11.75

11.08

9.00

6.67

5.50

4.17

4.33

3.25

3.00

4.33

7.44

5.25

5.33

4.50

4.17

4.33

3.67

3.67

3.42

3.25

Nov.

2.00

1.75

1.75

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.25

3.00

2.75

2.83

2.50

2.67

2.67

2.17

5.25

2.00

2.00

2.00

2.50

2.00

1.75

1.75

1.75

1.50

1.50

1.50

1.50

1.25

1.25

1.25

1.25

1.25

Dec.

........

alee conditions prevailed from January 1 to March 19 and probably from November 19 to December 31, 

1903. 

6 Ice conditions prevailed from January 1 to April 6 and from November 30 to December 31, 1904.
CHIPPEWA EIVER DRAINAGE BASIN. 79

Daily gage height, in feet, of Chippeua River at Chippcwa Falls, Wis., for 189'J to

1908 Continued.

Day. Mar.

1905.1 

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

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

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

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

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

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

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

8......-.--....-.... ........

9................... ........ 10................... ........

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

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

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

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

19

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

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

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

27................... 4.5

o-i nn

1906.6 

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

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

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

4 ..

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

6... .

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

8

9.....

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

11................ ..' . .

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

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

14....

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

8.3

7.5

7.8

6.5

6.7

6.8

6.5

6.0

4.9

4.1

2.0

3.0

2.8

2.3

2.1

2.0

1.8

2.0

1.8

1.9

1.8

1.5

1.7

1.33 

6.21

6. 83

8.67

7 92

7. 83

8.00

9.04

9.75

9.21

9.54

10.45

11.50

10.00

9. 10

8.17

7.50

7.33

6.83 

6.33

6.00

5.33

5.17

4.17

4.17

May.

2 2

2.4

2.5

2.9

3.5

3.7

3.9

4.0

3.7

3 9

4.1

4.0

4.1

5.0

6. 7

8.6

8.0

7.0

6.5

5.4

4 9

4.2

4.5

4.0

3.6

3.7

4. 00

4. 00 

4.17

4.25

6.50

-.25

1.75

7.42

5.67

4.00

1.50

3.75

7.00

3.75

6.67

5.50

June.

2.8

3.7

3.0

4.7

17.5

17.0

16.0

13.0

10.9

9.8

8.8

8.0

6.8

5.8

5.4

4.8

7.6

6.7

7.4

7.0

5.9

6.5

2.9

 ) 9

2.08

3.00

3.50

6. 17

4. S3

o.OO

3 42

4.84

1.67

1.67

2.00

4.79

3 33

July.

4.0

4.2

7. 5

2.5

3.9

7.8

7.3

8 7

7. 7

6. 7

6.1

2.4

3.0

2 6

2 7

9 7

3.0

2 8

2. 5

2.4

2.5

2.4

2.3

2. 1

1.9

1. 7

1.6

1.5

5. 00 

3.33

2.08

1.83

2. 17

4.46

1.00

1.67

4.42

1.75

1.75

2.00

1.75

1.25

1.25

1.25 

4.29

1.25

1.17

Aug.

1.7

1.6

1.4

1.2

1.5

1.7

1.8

1.9

2.0

2.5

2.3

2.2

2.3

2. 2

9 '1

2.0

2.1

2.0

2. 2

3.5

3.6

2.3

2.4

2.0

2.3

2. 0

2. 6

4.00

1. 00 

1.00

1.00

1.00

1.17

1.50

2.00

4.62

1.50

1.50

1.17

92

1.00

3.84

2.25

5.75

1.50

1.83

Sept.

2.7

2.8

2.0

3.0

3.1

2.6

2.5

2.0

1.8

1.7

1.6

2.3

2 2

2.1

2. 2

2.3

2 7

4. 5

3.0

5.0

7. 5

7. 0

5.8

5.0

3.0

4.5

2.3

2.6

2.5

2.4

4.34

.83 

.83

4.25

1.50

1.25

1.50

1.25

1.25

3. 66

1.33

1.83

3.00

3.17

3.50

2.50

3.00

6.50

2.25

2.00

Oct.

2.50

4.46

1.50

1.50

1.50

4.62

1.25

1.25

1.75

2.25

5.21

2. 75

2. 75

3.00

3. 25

3. 75

4.33

4.50

5.50

5. 25

4.50

4. 33

4.25

3. 33

3.25

3.25

3.00

2.50

1.50

1. 75 

4.92

1.75

1.50

1.25

1.00

1.17

1.17

 1PO

1.25

1.50

2.25

3.33

5.08

c AH

4

QO

4.00

Nov.

2.25

2.42

2.25

2.00

2.00

2.50

2.50

2.50

2.50

2. 75

2. 50

2. 50

2.25

2.00

2.00

2. 75

2.00

1.83

1.83

1.75

1.75

2.33

2. 50

2.50

2. 33

2.17

3. 83

3. 50 

3.33

3.00

3.00

3.00

3.00

3.00

3.00

3. 33

0 AA

3 00

2 9?

3.17

0 00

Dec.

2.08

2.08

2.25

2.50

2.50

2.50

2.25

2.50

2.25

2.0

2.0

2.0

2.0

2.0

2.0

2 0

2.0

2.0

2.0

2.50

a No notes regarding Ice conditions are available. 

January 1 to March 22 and December 22 to 31, 1905.

lee conditions are assumed to have prevailed from

b The above gage heights for 1906 supersede those published in Water-Supply Paper 207, and are considered to give somewhat better results when compared with the discharge at Eau Claire. Ice conditions 

prevailed from January 1 to March 31 and throughout the greater portion of December, 1906.
80 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Chippewa Falls at Chippewa Falls, Wis., for 1899 to

1908 Continued.

[N. O. Swift, observer, 1907 and 1908.]

Day.

1907.a 

I...............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21. . ... ...

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

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

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

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

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

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

31...-...-.....-.

Day.

1908. b 

\. ..............

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

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

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

e... ............

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

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

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

1 0

14

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

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

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

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

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

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

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

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

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

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

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

28

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

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

Mar.

2. 0

1.8

1.7

9 9

2. 3

2. 5

. . . ' 3. 5

4.0

4. 5

6. 5

7. 0

9.0

10. 0

11.0

10. 9

Jan. ' Fel

1.0 0.

1.0 : 1.0

1.0

1.0

1.0 .

1.0

1.0

1.0

9

9

.9

8

.8 1.

.8 1.

.8

.8

.8

.8

.8

.8

.8

.8

.8

g

.

8

8

8

8

8

0

0

q

q

7

8

9

9

9

9

9

ipr.

9.5

8.0

7.3

8.0

7.9

6.9

5.5

5.4

5.0

5.2

4.4

4.3

4.2

3.9

3.8

3.6

3.5

3.4

3.3

? 9

2.8

3.6

4.0

3.8

3.9

3.8

4.0

Mar.

0.9

.9

9

.9

9

.9

.9

.8

-

_

~

"

-

i

.8

.9

1.0

1.2

1.7

1.7

1.6

1.5

1.5

1.4

May.

3.9

3.9

4.2

4.0

3.9

3.8

3.9

q Q

3.7

3.8

3.5

3.4

3.7

5.9

6.6

6.5

6.0

5.2

4.8

4.3-

4.9

3.5

4.0

4.1

Apr.

1.6

2.9

3.0

q i

3.8

3.9

4.3

4.5

5.6

5.6

6.0

5.9

5.0

r Q

6.4

7.2

8.3

8.9

8.4

June.

4.0

3 9

3.5

3.4

3.3

2.5

3.0

3.3

2.7

2.5

2.9

2.5

2.8

9 7

2.6

2.4

2.5

2.2

2.1

2.2

2.4

3.0

2 6

2.4

2.3

May.

7.6

6.0

4.0

3.8

3.3

q 7

3.8

o Q

4.0

3.9

3.8

6.3

6.9

7.1

7.7

7.8

7.9

8.0

7.0

6.3

6.4

July.

2.2

2.1

2.2

2.3

3.2

3.5

2.9

2.4

2.3

2.1

2.2

1.9

1.6

1.4

1.5

1.6

1.4

1.6

1.3

1.9

1.6

1.5

1.3

1.2

1.1

1.0

1.7

1.0

June.

6.5

5.o

4.3

4.2

3.1

3.3

3.8

3.9

A Q

5.0

4.5

3.8

3.0

2.7

2.5

2.7

2.4

2.7

4.0

2.9

3.0

2.1

2.3

1 9

Aug.

1.0

1.1

1.2

1.0

1.2

1.3

1.2

1.3

1.2

1.3

1.2

1.1

1.1

1.0

1.1

1.0

.9

1.0

1.3

1.2

1.1

1.0

1.1

1.0

.9

1.0

.9

.9

July.

2.0

2.2

2.0

1 9

2.1

1.9

2.2

2.0 '

1.7

1.6

1.5

1.4

i q

1.9

1.6

1.5

1.4

1 9

1.5

2.1

2.4

Sep

1

1

4

8

10

9

8

4

6

4

4

2

4

Aug.

1.5

1.6

1.8

1.9

1 0

1.3

1 0

1 ?.

1.3

1.5

1.4

1.3

1.2

1.3

1.0

1.3

1.0

1.1

1.2

1.1

1.0

1.0

t.

8

9

8

8

7

7

S

9

8

8

9

0

1

0

0

4

3

3

9

9

7

7

.4

Se

O

pt.

.1

0

.1

0

6

1.0

1 1

1 3

1 ?,

1.1

8

9

8

1 0

9

1 0

9

1 0

9

8

1 ?,

1 1

1 0

*.

"> 8

? 8

?, 0

1 7

1 9

1 7

1 8

1 5

1 4

1.5

1 3

1.3

1 3

1.7

1 7

1 8

1 5

1,3

1.3

1 4

1 5

1 5

1 5

1 5

1 3

1 1

1 1

1 1

1 1

1 ?

1 3

Oc

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

Is

t.

9

1

n

i

0

9

0

8

9

0

0

9

9

0

9

0

1

1

3

3

4

ov.

1 3

1 4

1 4

1,3

1 5

1 3

1 1

1.1

1 3

1.3

1,4

1 4

1 4

1 5

1,4

1.4

1 3

1,3

1 >.

1 1

1 1

1 0

1 0

9

No\

1

1

1

1.

1

1

1

1

1

1

1,

1.

1,

*

3

-f

^

9

1

n

9

q

9

9

9

9

9

9

8

8

8

9

9

0

3

3

Dec.

0.9

g

g

.9

g

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

.9

.9

.9

.9

.9

.9

.9

.9

1.0

1.0

1.0

Dec.

i i

ll

1.3

1.3

1.3

i q

il

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.0

1.0

1.0

.9

.9

.9

1.1

a River frozen January 1 to March 16, and from about December 6 to 31, 1907.

fc Ri verf rozen January 1 to March 20 and during December, 1908. Readings during the frozen periods are 

to water surface.
CHIPPEWA RIVER DRAINAGE BASIN. 81

Hating tables for Chippewa River at Chippewa Falls, Wis. 

1899 TO 1908.

Gage

height.

Feet.

0.00

.10

.20

1 Discharge.

Scc.-ft.

500

600

710

. 30 840

.40 980

.50 1,130

.60 1,290

.70 1,460

.80

.90

1.00

1.10

1,640

1,830

2,030

2,240

1.20 2,450

1.30 2,670

1.40 2,890

Gage

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Sec.-ft.

3,110

3,340

3,570

3,800

4,040

4, 280

4,520

4, 760

2. 30 5, 010

2. 40 5, 2(iO

2. 50 ; 5, 510

2.60

: 2.70

i 2.80

: 2.90

5,770

6,030

6,300

6, 570

Gage

height.

Feet.

Discharge.

Sec.-ft.

3. 00 6, 850

3.20 7,420

3. 40 ' 8, 000

3. 60 8, 600

3.80 i 9,200

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

9,800

10, 420

11,050

11,690

12. 340

13,000

13, 680

14, 380

15,090

15,810

Gage

height.

Feet.

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

Discharge.

Sec.-ft.

16,550

20,350

24, 250

28,250

32,300

36, 400

40, 600

44.800

49, 100

53,400

57,800

62,200

66, 700

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 16 

discharge measurements made during 1906 to 1908 and is well defined between gage heights 1.0 foot and 

11 feet. Comparisons with the discharge at Eau Claire indicate that this table is applicable to Chippewa 

Falls gage heights with equal accuracy for all years 1903 to 1908 (except 1905) and hence it is assumed to 

apply correctly for 1899 to 1902. (See fig. l.t

JANUARY 1, 1908, TO MARCH 20, 1908.

Gage Disheight, charge.

Feet.

0.40

.50

.60

.70

Sec.-ft.

900

1,000

1,100

1,200

Gage

height.

Feet.

.80

.90

1.00

1.10

Discharge.

Scc.-ft.

1,300

1,400

1,500

1,600

NOTE. The above table is applicable only for ice conditions from January 1 to March 20, 1908. It is 

based on two discharge measurements made during 1908 and is approximate only.

Monthly discharge of Chippewa River at Chippeica Falls, Wis., for 1899 to 1908. 

[Drainage area, 5,300 square miles.]

Month.

1899.a 

April 10-30. ................:..............

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

1900.a 

April 7-30. ................................

Mav.. .....................................

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

November 1-24. ...........................

Discharge in second-feet.

Maximum.

26,200 

27, 200 

20, 400 

15, 500 

18, 400 

10, 600 

20,800 

5,950

40, 400 

17,500 

10,700 

23,300 

29,800 

44, 800 

45, 500 

31,300

Minimum.

5,110 

3,870 

3,870 

120 

1,550 

1,800 

1,130 

2,560

4,690 

2,560 

1,550 

2,120 

3,110 

5,510 

4,280 

4,880

Mean.

12,700 

13, 100 

10,600 

3,910 

3,540 

2,710 

4,700 

3,480

16,000 

7,180 

2,610 

6,810 

9,800 

17, 700 

15,600 

11,500

Per 

square 

mile.

2.40

2.47 

2.00 

.738 

.668 

.511 

.887 

.657

3.02 

1.35

.492 

1.28 

1.85 

3.34 

2.94 

2.17

Run-off 

(depth in 

inches on 

drainage 

area).

1.87 

2.85 

2.23 

.85 

.77 

.57 

1.02 

.73

2.70 

1.56 

.55 

1.48 

2.13 

3.73 

3.39 

1.94

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

j^

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A,

^Discharge estimated for days when the gage was not read. 

22110 IRR 245 10 6
82 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Chippewa River at Chippewa Falls, Wis., for 1899 to 1908 Con.

Month.

1901.o 

March 26-31. ..............................

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

1902.a 

March 10-31. ..............................

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

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

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

1903.<* 

March 18-31 ..............................

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

1904.a 

April 6-30. ................................

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

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

1905.a 

March 23-31. ..............................

July......................................

1906.a 

April.....................................

July......................................

1907. 

March 17-31. ..............................

July......................................

December & ..............................

Discharge in second-feet.

Maximum.

9,800 

21,300 

17,300 

16,600 

15, 000 

18, 400 

6,850 

16, 600 

5,510

8,060 

23,300 

17,000 

23,300 

15,000 

8,420 

8,780 

6,630 

28, 200 

3,870

32, 800 

26, 600 

41, 900 

25, 600 

34,700 

22,600 

45,900 

24, 200 

4,280

20, 500 

33, 300 

21, 400 

20, 400 

11, 500 

23, 300 

39, 600 

13,900

30,200 

25,400 

26,600 

64,400 

27,000 

8,600 

22,300 

14,700 

6,160 

5,510

38,500 

22,000 

24, 100 

13,000 

16, 800 

19, 400 

13, 300 

9,290

36, 400 

30, 200 

18, 800 

9,800 

8,300 

2,670 

32,300 

6,300 

3,110

Minimum.

7,950 

5,510 

3,110 

2,030 

1,700 

2,030 

2,030 

1,130 

2,030

3,680 

2,030 

3,870 

2,000 

1,700 

1,410 

1,700 

1,700 

4,000 

2,030

8,300 

6,630 

13,700 

1,130 

2,030 

3,000 

4,280 

4,280 

2,560

8,540 

6,850 

4,280 

3,000 

1,130 

1,130 

3,110 

2,560

4,280 

2,450 

4,760 

4,760 

3,110 

2,450 

3,340 

2,560 

3,680 

4,280

10,300 

3,110 

2,600 

1,700 

1,870 

1,700 

2,030 

4,280

3,570 

6,300 

8,000 

4,520 

2,030 

1,640 

1,290 

2,240 

1,830

Mean.

8,870 

14,800 

6,480 

5,210 

7,900 

5,490 

3,030 

5,260 

3,710

6,330 

6,830 

9,470 

6,960 

5,160 

2,250 

2,300 

2,520 

9,890 

2,730

17, 100 

10, 200 

22, 700 

7,040 

12, 400 

6,900 

16, 400 

11,700 

3,330

12,900 

15, 100 

11,000 

7,220 

2,840 

7,370 

14,600 

4,690

14,900 

9,720 

11,800 

21,600 

9,530 

4,780 

7,650 

7,890 

4,870 

4.630

23, 400 

11,400 

8,660 

4,660 

5,820 

5,930 

5,780 

7,050

15, 200 

13, 900 

11,400 

6,280 

3,970 

2,230 

8,170 

3,240 

2,630 

1,600

Per 

square 

mile.

1.67 

2.79 

1.22 

.983 

1.49 

1.03 

.572 

.992 

.700

1.19 

1.29 

1.79 

1.31 

.974 

.425 

.434 

.475 

1.87 

.515

3.23 

1.92 

4.28 

1.33 

2.34 

1.30 

3.09 

2.21 

.628

2.43 

2.85 

2.08 

1.36 

.536 

1.39 

2.75 

.885

2.81 

1.83 

2.23 

4.08 

1.80 

.902 

1.44 

1.49 

.919 

.874

4.42 

2.15 

1.63 

.879 

1.10 

1.12 

1.09 

1.33

2.87 

2.62 

2.15 

1.18 

.749 

.421 

1.54 

.611 

.496 

.302

Run-off 

(depth in 

inches in 

drainage 

area).

.37 

3.11 

1.41 

1.10 

1.72 

1.19 

.64 

1.14 

.49

.97 

1.44 

2.06 

1.46 

1.12 

.49 

.48 

.55 

2.09 

.17

1.68 

2.14 

4.93 

1.48 

2.70 

1.50 

3.45 

2.55 

.44

2.26 

3.29 

2,32 

1.57 

.62 

1.55 

3.17 

.99

.94 

2.04 

2.57 

4.55 

2.08 

1.04 

1.61 

1.72 

1.03 

.68

4.93 

2.48 

1.82 

1.01 

1.27 

1.25 

1.26 

1.48

1.60 

2.92 

2.48 

1.32 

.86 

.49 

1.72 

.70 

.55 

.35

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A.

A. 

A.

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

a Discharge estimated for days when the gage was not read.

6 Discharge December, 1907, estimated on the basis pf pne measurement made under ice conditions 

during the month.
CHIPPEWA KIVER DRAINAGE BASIN. 83

Monthly discharge of Chippewa River at Chippewa Falls, Wis., for 1899 to 1908 Con.

Month.

1908.

April.....................................

July.......... .............. ..............

The vear. ...........................

Discharge in second-feet.

Maximum.

1,500 

1,720 

3,800 

27,800 

24, 200 

18,400 

5,260 

4,040 

2,670 

2,890 

2 890

27. 800

Minimum.

1,200 

900 

1,200 

2,890 

7,710 

4,040 

2,670 

2,030 

1,290 

1,460 

1,640

900

Mean.

1,360 

1,300 

1,950 

12, 300 

15, 700 

8,880 

3,670 

2,730 

1,950 

2,190 

2,200 

1,500

4.640

Per

square 

mile.

.257 

.245 

.368 

2.32 

2.96 

1.68 

.692 

.515 

.368 

.413 

.415 

.283

.876

Run-off 

(depth in 

inches on 

drainage 

area).

.30 

.26 

.42 

2.59 

3.41 

1.87 

.80 

.59 

.41 

.48 

.46 

.33

11.92

Accuracy.

C. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

D.

a Discharge December, 1908, based on discharge at Eau Claire. 

CHIPPEWA RIVER NEAR EAU CLAIRE, WIS.

This station, which is located at the highway bridge at Shawtown, 

about 2 miles below Eau Claire, Wis., was established November 13, 

1902, to obtain data for water-power and storage problems.

Eau Claire River enters from the east about 3 miles above the station. Winter conditions are severe in this vicinity. Ice forms to a 

thickness of 1 to 2 feet, and greatly modifies the relations between discharge and gage heights. The normal flow of the stream is very 

materially affected by the power plants at Eau Claire and Chippewa 

Falls, and by the holding and releasing of storage water for logging.

Except as noted the records are reliable and accurate, and the estimates of the flow should be good. The datum of the gage has remained 

unchanged.

Information in regard to this station prior to 1908 is contained in 

Bulletin XX of the Wisconsin Geological and Natural History Survey, 

entitled "Water powers of Wisconsin," by Leonard S. Smith.

Discharge measurements of Chippewa River near Eau Claire, Wis., in 1907 and 1908.

Date.

1907. 

April 2.........

July 15. ........

September 22...

October 21.....

Do.........

December 19 a

1908.

Hydrographer.

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do...................... ........................

.....do..............................................

.....do..............................................

Width.

Feet. 

450

364

351

334

167

375

466

371

197

197

222

187

330

317

Area of 

section.

Sg.ft. 

5,670

3 880

2,970

1,900

6,380

4,210

2,340

2,290

2,230

2,180

1,680

2,670

2,670

Gage 

height.

Feet. 

11.78

7.50

6.06

5.37

4.21

12.92

4.77

4.60

3.90

4.00

4.65

3.90

Discharge.

Sec.-ft.

10,900

6,910

4 640

2.420

27,900

3,410

2,470

1,960

»Ice conditions and discharge partly estimated. 

6 Ice 30 to 35 feet wide at both shores. 

c Jce measurement; ice 0.8 foot thickt
84 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, infect, of Chippewa River near Eau Claire, Wis., for 1907 and 1908.

[Jos. E. Kimpton, observer.]

Day.

1907. " 

1. ..............

2

3!;.'!!];;."!!];!!

4..-.--..---....

fl. .............. 

7.---..----..... 

8... ----..--....

9..... .......... 

10. ..............

11...............

12............... 

13............... 

14...............

16........ ....... 

17............... 

18......... ......

21...............

22. ........ 

23...............

24...............

25...............

20....... ...

28... ............ 

29. ..............

30. ..............

31...............

1908. b 

1. ...... .. 

2. ....... ....... 

3............... 

4.. ... 

5...............

6...............

8...............

9.. ...

11............... 

12...............

13...............

14............ ..

15...............

16............... 

17...... ......... 

18..... .......... 

19............... 

20. ..............

21. ........

22............... 

23............... 

24. ..............

25..............

20. .............. 

27............... 

28.... ........... 

29............... 

30. .............. 

31..............

Jan.

5.00 

(i. 86 

4.74

4.81

4. 58 

4.78 

4.81 

4.96 

5.02

4.97 

4.71 

4. 69

5.20

5.10 

5. 39 

4.80

".'.'.'.'.'..

3.95 

"4." 08

4.5 

4.0

"3." 8

"s.'g"

Feb.

"3.3"

4.2

3.55

-----

4.65 

"4.55"

"i'lo"

'"4.5" 

4.19

4.32 

4.49 

4.43 

4.23

Mar.

4 79

5.08 

4.80 

4.98 

5.58

5.75

6.45

6.42

10.16 

12.07

14. 58 

14. 34

15.00

15.04

3.28 

3.91 

3.92 

4.26 

4.46

3.84

3. 37 

4.35 

3.76

3.87 

4.48

5.00 

4.60

4.36

5. 66 

5.01 

4.86 

4.69 

4.40

4.32 

4.45 

5. 15

5.C8

Apr.

13.48 

12.26 

11.05 

11.03

11. 48 

11. 19 

10. 38 

9.94 

9.51

9.02 

8.74

8.52 

7 98

7. 66 

7.24 

7.38 

7.19

6 82

0.48

6. 86

(' OQ

7.11

7.17

7.32 

7.32

7.11 

7.23

7. 12

4.89 

4.98 

5. 10 

5.43 

4.93

5.14

6. 22

6. 54 

6.49

6. 72

7.39

7. 68

7.75 

7.92

8,23

8.80 

8.8-8 

8.80 

8.82 

9.40

9.22

8.85 

8.49 

8.31

8.82

9.75 

10.77 

12.07 

12.64 

12.15

May.

7.56 

7.50 

7.42 

7. 65 

7 5 9

7.24 

7. 07 

7.30 

7.26 

7.25

7.20 

6.58 

6. 93

7.58

9 18

9.54 

9.98 

9.46

8.71

8.50

8.20 

7.51

8.50 

8.91

9.05

7.72

7.88

11.13 

10. 60

9.88 

9.38 

8.74

8.39

7.67 

7.28 

7.36

.74

.52

.88 

.21

.51

.67 

.56 

.60 

.93 

10.09

10. 50 

10.52 

11.06 

11.82 

11.42

11.99 

12.38 

11.30 

9.95

8.32

June.

7.59 

7. 34 

7.00 

0. 86 

6.74

6.18 

0. 62 

6.52 

6.04 

6.15

6. 29 

5.84 

5.94

6.12

6.40 

6. 39 

5. 98 

6. 10

5.73

5.53 

5.64

6.54 

6.46

5.97

5.68

10. 23 

9.00

8.20 

7.78 

7.20

7.28

6.94 

7.64 

8.41

7.84 

7.40

8.10

8.94

8.21

6.87 

7.35 

7.15 

6.81

6.81 

7.14 

6.54 

7.10

8.85

6.91 

6.32 

0.15

8.65 

5.54

July.

5.72 

5.78 

5.80 

5.60

8.34 

7.90 

6. 76 

6.34 

6.04

5.40 

5.18 

5.12 

4.38

5.90 

5.70 

4.61

5.32

4.57

5.48 

5.46

5.03

5.12 

4.82

4.63 

5.04

5.26

4.13

5.50 

5.65 

5.50 

5.14 

5.23

5.66

5.72

6.64

6.78

5. 96 

4.68

5.48 

5.12

4.73

4.30 

4.81 

4. 00 

4. 10 

5.40

6.08 

5.02 

4.95 

4.52 

6.57

5.12 

4.66 

5.10 

5.32 

6.54

Aug. .

4.10 

4.25 

4.20 

3.80 

4.53

4.40 

4.38 

4.45 

4.59 

4.48

4.38 

4.97 

5.10 

4.21

4.21 

4.80 

3.80 

5.08

5.24

4.94

5. 15 

4.42

4.49 

4.41

4.56

4.20

5.40 

5.28 

4.98 

4.92 

6. 50

5.5.3

4.67 

3. 70 

4.45

4. 56 

4.54

4.82 

4.82

5.45

5.52 

4.! 8 

4.80 

3. 86 

3.76

3.80 

3.80 

5.14 

5.00 

3.91

4.15 

4.45 

3.88 

3.81 

3.76 

3.77

Sept.

3.79 

4.04 

4.34 

4.34

4.20 

4.16 

3.74 

4.01 

4.18

4.40 

4.34 

4.52

3 92

4.10

4.48 

4.56

12.22

13. 85

12.92

10.55

9.22 

8.32

8.09 

7.20

7.75

4.68 

5.40 

5.28 

4.98 

4.92

5.48

4.64 

3.70 

3.74

3.70

"4." oi

3.96

3.85 

3.65 

3. 60 

3.50

3.58

3.94 

3. 93 

3.82 

,3.83 

3.74

3.58 

3.52 

3.42 

3.46 

3.52

Oct.

0. 38 

6.89 

6. 62 

5.61 

5.72-

5. 50 

0. 46 

5. CO

5.28 

5. 38

5.46 

4.82 

4.59 

4 gg

7.00 

5. 40 

4.72 

4.70

4.70

5.26

4.84

5.42

5.35 

5.18

3.97 

4.65

4.66

4.68

3.67 

3.62 

3.78 

3.86 

3.89

3.86

3.77 

4.49

3.40 

3.82

3.88 

3.74

3. 69

3. 86 

3.89 

3.51 

3.51 

3.61

3.77 

3.80 

3.94 

3.80 

3.68

3.83 

4.05 

4.24 

4.24 

4.47

Nov.

5.02 

5.65

5.18 

5. 12

5. 15 

5. 90

5.78 

4.80 

4.85

4.16

4.38 

5.02

4.44

4.58 

4.44 

5.20

4.87

4.82

4.48

4.76 

4.64

4.42 

4.52

4.36

4.26 

4.29 

4.33

4.28

4.28

4.22

4.22

3.34 

3.59 

3 99

3.70 

4.14

4.13 

4.18

3.95

3. 50 

3. 56 

4.35 

4.00 

4.65

4.70 

4.55 

4.55 

4.11 

4.19

4.48 

4.20 

4.41 

4.20 

4. 17

Dec.

4.31 

3.52 

3.66 

3.60

o C7

4.22 

4.35 

3. 52 

4.26 

4.42

4.32 

4.34 

4.30

3. 80 

4.20 

2.90

3.87

4.02

3. 20 

3.60

4.24

3.30 

4.00

3.82 

3.10

3.96

4.00 

3.64 

3.75 

3.87 

3. 68

3.32

3.98 

3.98

3.52

4.04

4.05

4.70 

3.98 

3.91 

3.78 

3.38

3.59 

4.19 

4.15 

3. 68 

3.45

3.30 

4.06 

3.90 

4.15 

3.92

a Frozen January 20 to March 13, 1907. Ice conditions during part of December, 1907. 

6 Stream frozen January 1 to February 24, December 7 to 9, and December 31,1908.
CHIPPEWA RIVER DRAINAGE BASIN. 85 

Rating table for Chippetva River near Eau Claire, Wis.,for 1906 to 1908.

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.00

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Gage 

height.

Sec.-ft. " Feet.

310 ; 4.30

440 ,. 4.40

600

750

900

1,050

1,210

1,390

1,570

1,760

1,950

2,140

2,340

4.50

4.60

4.70

Discharge.

Sec.-fl.

2,540

2,740

2,950

3,160

3,380

4. 80 3, 600

4.90 : 3.820

5.00

5.10

5.20

5.30

5.40

5.50

4,050

4,280

4.520

4, 760

5,000

Gage 

height.

Feet.

5.10

5.70

5.80

5.90

6.00

6.20

6.40

6. 60

6.80

7.00

7.20

7.40

5, 250 7. 60

Discharge.

Sec.-ft.

5,500

5, 700

6,020

6,280

6. 550

7.090

7, 640

8,200

Gage 

height.

Feet.

Discharge.

Sec.-ft.

7.80 11,730

8. 00 ; 12, 350

8.20

8.40

8.60

8.80

9.00

10.00

8,770 11.00

9, 350 12. 00

9,930

10,530

11,130

13.00

14.00

15.00

12,970

13,600

14, 240

14, 890

15,550

18, 950

22, 550

26, 350

30, 350

34, 500

38, 750

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on disiharge measurements made during 1902 to 1908, and is well defined between gage heights 4 feet and 15 feet.

Monthly discharge of Chippeu'a River near Eau Claire, Wis.,for 1907 and 1908.

[Drainage area, 6,740 square miles ]

Month.

1907.o

March 14-31. . .............................

July......................................

December. ............. . ......

1908.6 

January .

Discharge in second-feet.

Maximum.

8,940 

38,900 

32,300 

18,900 

11,100 

13,400 

6,500 

33,900 

9,350 

6,280 

3,060

July......................................

5,710 

28,900 

27,800 

19,800 

8,710 

8,090 

5,200 

2,930 

3,380 

3,380

28,900

Minimum.

3,120 

3,580 

7,310 

8,140 

5,320 

2,200 

1,570 

1,460 

1,890 

2,260 

190

720 

3,800 

7,980 

5,350 

2,140 

1,390 

930 

900 

810 

750

720

Mean.

4,130 

16,700 

15,100 

12,500 

7,310 

5,400 

3,310 

8,930 

4,870 

3,640 

1,770

2,100 

2,200 

3,260 

12,900 

16,400 

11,100 

5,040 

3,230 

2,160 

1,730 

2,310 

1,680

5,340

Per

square 

mile.

0. 613 

2.48 

2.24 

1.85 

1.08 

.801 

.491 

1.32 

.723 

.540 

.265

.312 

.326 

.484 

1.91 

2.43 

1.65 

.748 

.479 

.320 

. 257 

.343 

.249

.792

Run-off 

(depth in 

inches 

on drainage area).

0.43 

1.66 

2.50 

2.13 

1.20 

.92 

.57 

1.47 

.83 

.61 

.30

.30 

.35 

.56 

2.13 

2.80 

1.84 

.86 

.55 

.36 

.30 

.38 

.29

10.78

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

D. 

D. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

C.

a- Open-channel rating applied for December, 1907; discharge probably somewhat too high.

6 Discharge January 1 to February 24, 1908, based on two measurements made under ice conditions and 

the discharge at Chippewa Falls. Open-channel rating applied December, 1908; discharge probably somewhat too high.

RED CEDAR RIVER AT MENOMINEE, WIS.

This station, which is located at a highway bridge west of Menominee, about 200 rods from the Chicago and Northwestern Railroad 

depot, was established June 17, 1907, to obtain data for water power 

and storage problems. It was discontinued September 17, 1908.
86 SUEFACE WATER SUPPLY, 1907-8.

No important tributaries enter Red Cedar River in the immediate 

vicinity of this station. A power plant with large reservoir storage 

capacity a short distance above the station modifies the flow and 

causes considerable fluctuation in the water surface at the gage.

Winter conditions are severe in this vicinity, but ice does not affect 

the discharge to any important extent.

The datum of the gage has remained unchanged and the records are 

reliable and accurate. A fairly good rating curve has been developed.

Information in regard to this station, prior to 1908, is contained in 

Bulletin XX of the Wisconsin Geological and Natural History Survey, 

entitled " Water powers of Wisconsin," by Leonard S. Smith.

Discharge measurements of Red Cedar River at Menominee, Wis., in 1907 and 1908.

Date.

1907.

July 16.........

August 20......

October 22.....

Do.........

1908.

Do.........

Ilydrographer.

G. A. Gray .........................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do............... ...............................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

189

196

202

205

185

189

180

185

190

190

188

Area of 

section.

Sq.ft. 

860

942

991

1,210

710

784

658

758

848

776

Gage 

height.

Feet. 

2.85

4.35

2.43

3.00

2.40

2.85

3.40

3.42

2.60

Discharge.

Sec.-ft. 

1,330

2,500

782

657

1,270

686

866

1,520

936

a Plots about 80 per cent of the open-channel rating curve; probably due to ice below the station.

Daily gage height, in feet, of Red Cedar River at Menominee, Wis., for 1907 and 1908.

[H. II. "Fuller, observer.]

Day.

1907. 

1...

2.... 

3.... 

4....

5....

6....

7....

8.... 

9....

10.... 

11....

12....

13....

14.... 

15....

June. July.

3.42

4.52 

4.62 

3.68

3.28

4.06

3.51

3.18 

3.31

3.30 

3.14

2.89

2.84 

3.05

Aug.

2.84

2.78 

2.81 

2.72

2.79

3.01

2.91

2.80 

2.75

2.78 

2.76

2.65

2. 65

2.68 

2.72

Sept.

3.09

2.99

2.98 

2.88

2.80

2.70

2.74

2.68 

2.71

2.76 

2.69

2.G6

2. 05

2. 68 

2.64

Oct.

3.82

3- ^8 

3.30 

3.38

3.21

3.12

3.08

3.09 

3.25

2.96 

3.18

3.20

3.30 

2.75

Nov.

2.95

3. 35 

3.10 

3.15

2.85

2.80

3.10

.50 

1.45

2.70

2.78

2.72

2.68

2.35 

2.52

Dec.

2.70

2.48 

2.90 

2.52

2.48

2.41

2.69

2.82 

3.02

2.95 

2.55

2.62

2.48

2.30 

2.35

Day.

1907.

16....

17....

18.... 

19....

20....

21 ....

22.,..

23.... 

24....

25.... 

26....

27....

28....

29.... 

30....

31....

June.

2.50

2.74 

2.74

2.78

2.69

2.80

3.00 

3.04

3.00 

2.90

2.82

2.75

2.75 

2.88

July.

4.10

5.96 

5.32 

4.10

3.80

3.58

3.50

4.19 

3.65

3.15 

3.09

2 99

2.95

2.88 

2.82

Aug.

2.71

2.70 

2.72 

4.42

4.28

3.88

3.45

3.08 

3.04

3.00 

2.89

2.90

2.86

3.00 

2.99

Sept.

2.88

2.90 

2.62 

5.14

5.66

6.65

5.72

4.70 

4.16

4.12 

4.14

3.22

3.58 

3.30

Oct.

3.25

3.64 

2.70 

2.85

2.60

3.15

2.60

2.68 

2.72

2.71

2.74

2.72

2.92

2.92 

2.15

3.04

Nov.

2.50

2.95 

2.95 

3.00

2.85

2.76

2.84

2.95

2.82

2.85 

2.91

2.75

2.82

2.78 

2.50

Dec.

2.55

2.55 

2.50 

2.65

1.10

3.08

2.60

2.75 

2.55

2.70 

2.38

2.58

2.80

2.65 

2.90

2.52
CHlPPEWA RIVER DRAINAGE EASItf. 8

Daily gage height, in feet, of Red Cedar River at Menominee, Wis., for 1907 and

1908 Continued.

Day.

1908. 

1..1... .....................

2..... . ..................

3...........................

4...........................

5...........................

6...........................

7...........................

8...........................

9...........................

10...........................

11 ...........................

12. ..........................

13...........................

14...........................

15...........................

16...........................

17...........................

18.. .........................

19...........................

20.. ...... ...................

21...........................

92

23...........................

24...........................

25...........................

26...........................

27...........................

28...........................

29...........................

30.......--.-..------.---..--

01

Jan.

2.58

2.65

2.82

2.65

2.75

2.65

2.68

2.65

2.40

2.55

2.80

2.75

2.62

2.55

2.65

2.45

2.50

2.55

2.65

2.70

3.05

2.85

2.85

2.55

2.35

2.50

2.15

2.45

2.85

2.82

Feb.

2.88

2.72

2.85

3.00

3.00

2.85

2.65

3.16

3.58

3.72

3.68

3.85

3.20

2.90

3.02

2.75

2.55

2.72

2.60

2.68

2.88

2.75

2.68

2.58

2.75

Mar.

2.50

2.78

2.80

2.65

2.65

2.65

2.65

2.68

2.95

2.75

2.90

3.80

4.45

4.75

3.55

3.35

3.15

2.70

2.25

2.62

2.70

2.72

4.58

4.95

4.82

3.85

3.68

3.28

3.25

3.32

3.50

Apr.

3.28

3.60

3.25

3.33

3.47

3.80

3.55

3.37

3.77

3.65

3.45

3.80

3.70

3.30

3.63

3.72

3.65

3.42

3.65

3.93

3.55

3.30

2.98

3.30

3.63

4.70

5.95

5.78

5.45

5.18

May.

4.55

4.45

4.25

4.40

4.15

3.55

3.40

3.15

3.08

3.65

3.18

3.08

3.42

3.10

2.92

2.50

3.12

3.30

3.25

3.33

2.70

3.25

2.83

3.30

2.50

3.85

4.50

4.35

5.02

5.15

5.17

June.

5.15

3.90

3.50

3.35

3.35

3.70

3.25

3.10

3.45

3.30

3.28

3.50

3.60

4.05

4.30

4.55

4.10

3.45

3.48

3.40

2.90

3.30

3.40

3.15

4.05

3.95

3.60

4.10

4.30

3.70

July.

2.15

2.38

2.05

2.35

2.20

2.15

2.20

2.45

2.30

2.20

2.60

2.65

2.70

2.70

2.70

2.45

2.50

2.35

2.55

2.55

2.78

2.88

2.95

3.02

3.02

3.02

2.78

2.40

2.38

2.55

2.60

Aug.

2.25

2.30

2.12

2.15

2.28

2.30

9 d*.

2.35

2.40

2.22

2.28

2.35

2.50

2.35

2.25

2.22

2.28

2.35

2.30

2.50

2.40

2.45

2.25

2.15

2.15

2.22

2.22

2.20

2.25

2.02

1.95

Sept.

2.05

2.10

........

NOTE. Effect of ice conditions not known. As evidenced by the measurements made in January and 

February, 1908, and December, 1907, it must have been slight.

Rating table for Red Cedar River at Menominee, Wis., 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

Discharge.

Sec.-ft.

100

124

149

175

202

230

258

287

318

Gage 

height.

Feet.

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

350 | 2. 70

383

417

453

2.80

2.90

3.00

Discharge.

Sec.-ft.

491

531

574

621

671

725

783

845

912

984

1,060

1,141

1,227

Gage 

height.

Feet.

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

Discharge.

Sec.-ft.

1,317

1,411

1,509

1,611

1,717

1,825

1,935

2,047

2,162

2,280

2,535

2,800

3,080

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

Discharge.

Sec.-ft.

3,360

3,640

3,925

4,215

4,510

4,810

5,110

5,420

5,730

6,040

6,360

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 12 

discharge measurements made during 1907 and 1908 and is fairly well denned between gage heights 2.0 

feet and 6.0 feet.
SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Red Cedar River at Menominee, Win., for 1907 and 190$.

Month.

1907.

July. ..........................................................

1908.

July...........................................................

Discharge in second-feet.

Maximum.

1,260 

5,050 

2,830 

6,120 

2,070 

1,560 

1,300

1,270 

2,100 

3,570 

5,040 

3,880 

3,850 

1,240 

845

Minimum.

845 

1,080 

948 

948 

646 

100 

258

646 

878 

698 

1,210 

845 

1,140 

598 

552

Mean.

1,070 

1,870 

1,250 

1,840 

1,270 

1,040 

923

942 

1,200 

1,570 

2,160 

1,910 

1,940 

884 

713

Accuracy.

B. 

13. 

B. 

B. 

B. 

B. 

B.

C. 

C. 

B. 

B. 

B. 

B. 

B. 

B.

NOTE. Open-channel rating applied throughout the winter periods; effect from ice probably small. 

BLACK RIVER DRAINAGE BASIN. 

DESCRIPTION.

The drainage basin of Black River lies west of the central part 

of the State of Wisconsin. The river rises in the northeastern part 

of Taylor County, flows in a generally southwesterly direction, and 

joins the Mississippi at La Crosse. The drainage basin is long and 

narrow and the tributaries are small. The more important ones 

are Poplar River and East Fork of Black River, both of which are 

tributary from the east. The total length of the river is about 145 

miles; the total drainage area is about 2,272 square miles.

The basin is about 120 miles long and has an average width of 

20 miles. All that portion of the river north of Black River Falls 

is in the crystalline rock. Through a large portion of this stretch 

the river has worn deeply into the rock, and the banks rise 40 to 

60 feet above the river. In places the rock is covered with glacial 

drift. Below Black River Falls the river flows into a sandstone 

region; its valley is wide and the banks are usually low. The surface of the basin is level or rolling. The soil in the upper part of 

the basin is sandy, but a heavier clay soil is found in some places. 

This section was at one time covered with pine. In the lower part 

of the basin the soil is less sandy, as it contains more clay.

The elevation of the source of the river is about 1,400 feet; at 

Neillsville the elevation is 990 feet; at the mouth of the river the 

elevation is 628 feet.

The timber on this drainage basin has been about all cut off. 

The river is no longer used for running logs. The country is well 

settled.
BLACK EIVEK DRAINAGE BASIN. 89

The mean annual rainfall is about 32 inches. The winter conditions are severe. The snowfall is heavy, and ice forms from 1 to 2 

feet in thickness and lasts about three months.

Storage possibilities have not been investigated. There are but 

few lakes in the drainage basin; and some of these may produce 

suitable reservoirs, but the basin is so well settled that the building 

of storage reservoirs would be prohibited by the cost of the land 

that \vould be flooded.

Conditions are not favorable for the development of water power, 

for the drainage area decreases rapidly as the river is ascended. 

The porous nature of the soil, however, compensates in a measure 

for the smallness of the drainage area, and power sites of considerable head, favorably located for the building of dams, are numerous. Many of these will undoubtedly be developed. Most of the 

valuable sites are above Black River Falls. (See PL III, B.}

The following gaging stations have been maintained in this drainage basin:

Black River at Neillsville, Wis., 1905-1908. 

Black River at Melrose, Wis., 1902-3.

BLACK RIVER SURVEY.

In order to point out the power possibilities along Black River, 

a survey was made during 1906 from Black River Falls to Wisconsin Central Railway crossing. 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.

BLACK RIVER AT NEILLSVILLE, WIS.

This station, which is located at the lower highway bridge across 

Black River, about 700 feet below the Chicago, St. Paul, Minneapolis and Omaha Railroad bridge at Neillsville, Wis., was established April 7, 1905, to obtain data for use in studying water power, 

water supply and pollution problems.

The winter conditions are severe in this vicinity; ice forms to a 

thickness of 1 to 2 feet and modifies the relation between discharge 

and gage heights.

The datum of the gage has remained unchanged. The records are 

reliable and accurate.

Information in regard to this station prior to 1908 is contained 

in Bulletin XX of the Wisconsin Geological and Natural History Survey, entitled "Water powers of Wisconsin," by Leonard S. Smith.
90 SURFACE WATER SUPPLY, 1907-8.

Discharge measurements of Black Hirer at Neillsville, Wis., in 1907 and 1908.

Date.

1907. 

Aprils.........

May 3. .........

June 14........

July 13.........

Do.........

Do.........

1908. 

July 20. ........

Hydrographer.

.....do.............................................

G. A. Gray . . .......................................

.....do..............................................

.....do..............................................

.....do......................................... . .

.... .do. .............................................

Width.

Feet. 

184

139

147

116

116

121

129

Area of 

section.

Sq.ft.

772

346

257

226

108

108

140

218

78

Gage 

height.

Feet. 

6.52

4.14

3.39

3.52

2.70

2. "5

3.00

9 Q7

2.10

Discharge.

Sec. ft. 

2,340

537

334

66

67

107

QQ

947

07

Daily gage height, in feet, of Black River at Neillsville, Wis., for 1907 and 1908.

[A. Bissell, observer.]

Day.

1907. a

2...............

8...............

9

10...............

11...............

12...............

14...............

15...............

16.. ............ .

17..-------..-...

18...............

19

20. ..............

21...............

22...............

23......-.--.-.-.

25...............

26.--.----..-.--.

27.... ...........

28. ..............

29

30...............

31. -....---.. ....

1908.6 

1...............

2

3.... ......... ..

8...............

9

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

.......

3.3

3.2

3.0

3.4

Feb.

3.7

3.7

3 9

Mar.

9.2

10.1

11.3

12.4

12.4

11.0

11.8

10.5

4.8

7.4

Apr.

6.9

6.6

6.9

6.7

6.4

6.5

5.9

5.7

5.8

5.6

5.6

5.4

5.0

4.8

4.7

4.6

4.4

4.4

4.2

4.1

4.0

3.9

4.0

4.1

4.3

4.2

4.2

4.6

4.7

5.2

5.2

5.1 

4.9

5.4

G.I

6.3

6.2

6.3

7.0

6.7

6.5

7.1

6.6

6.8

May.

4.6

4.5

4.3

4.1

4.0

3.8

3.8

3.6

3.6

3.5

3.5

3.4

3.4

3.6

5.2

5.9

5.7

5.3

4.7

4.3

4.0

5.6

5.2

4.8

4.5

5.0

4.8

4.4

4.2

3.8

3.6

6.6

6.0

5.4 

5.0

4.7

4.2

4.1

3.9

3.7

3.8

4.7

5.7

5.6

5.9

June.

3.7

3.4

3.2

3.2

3.1

3.0

3.0

2.9

2.9

2.8

3.0

3.1

3.4

3.5

3.2

3.0

3.0

3.0

3.0

3.0

3.1

4.0

3.9

3.9

3.9

3.5

3.2

3.0

2.9

3.1

8.5

6.8

5.7

4.8

4.4

4.0

4.2

8.4

8.2

6 9

6.1

5.5

7.8

7.1

6.1

July.

3.3

3.5

3.4

3.6

6.9

10.15

4.1

5.1

4.5

4.0

3.6

3.3

3.1

3.3

3.2

3.2

3.1

3.0

3.0

3.0

3.0

3.3

3.0

2.8

2.7

2.7

2.6

2.5

2.9

2.5

2.4

3.8

4.1

3.6 

3.6

4.0

8.6

9.9

8.5

7.1

6.0

5.2

4.5

4.0

3.7

3.7

Aug.

2.5

2.4

2.3

2.3

2.4

2.4

2.4

2.4

2.4

2.4

2.6

2.5

2.4

2.4

2.4

2.5

2.4

2.2

4.3

3.6

3.2

3.2

3.3

2.9

2.7

2.7

2.7

2.6

2.5

2.5

2.5

3.0

2.9

2.9

2.8

2.7

2.4

2.4

2.4

2.5

2.4

2.4

2.4

2.4

2.4

2.4

Sept.

2.5

2.4

2.4

2.4

3.2

2.6

2.5

2.5

2.3

2.7

2.3

2.2

2.2

2.4

2.3

2.6

2.5

2.6

6.5

7.0

6.4

5.8

5.3

4.8

4.5

4.0

3.8

3.6

3.4

3.3

2.4

2.3

2.3 

2.3

2.2

2.2

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

Oct.

3.2

3.1

3.1

3.1

3.1

3.2

3.3

3.1

3.1

3.0

3.1

3.0

3.0

2.9

3.4

2.9

2.8

2.8

2.8

2.7

2.5

2.5

2.5

2.5

2.5

2.5

2.6

2.6

2.5

2.6

2.6

3.2

3.0

3.0 

2.9

2.8

2.8

2.7

2.7

2.6

2.6

2.5

2.5

2.4

2.4

2.4

Nov.

2.6

2.6

2.7

2.7

3.0

3.0

2.9

2.7

2.9

2.9

2.8

2.8

2.6

2.5

2.7

2.6

2.7

2.7

2.6

2.6

2.7

2.8

2.7

2.9

3.0

3.0

2.9

2.9

2.9

2.7

3.2

3.1

3.0 

3.0

2.9

2.9

2.8

2.8

2.7

2.9

2.9

2.7

2.7

2.65

2.8

Dec.

2.7

2.8

2.8

2.7

3.0

2.8

2.7

2.8

2.9

2.7

2.8

2.9

2.8

2.7

2.7

2.5

3.0

2.5

2.7

2.7

2.6

2.6

3.1

3.2

3.4

3.4

3.5 

3.5

3.5

3.6

3.8

3.7

3.3

3.2

3.2

3.2

3.1

3.0

3.0

a Stream frozen January 1 to March 22 and December 22-31,1907; readings to water surface. 

6Ice conditions during January, February, March, and after December 18,1908. Gage readings during 

the frozen periods taken to water surface.
BLACK EIVER DEAINAGE BASIN. 91

" Daily gage height, in feet, of Black River at Neillsville, Wis., for 1907 and 1908 Cont'd.

Day.

1908. 

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

25...............

26...............

27...............

OQ

29...............

30..... ..........

31...............

Jan.

3.4

3.5

3.3

3.5

2.8

Feb.

4.8

...

4.8

4.7

4.6

Mar.

6.7

5.2

6.8

Apr.

0.4

6.0

5.9

5.9

5.5

5.3

5.1

5.2

6.1

6.6

10.8

10.7

9.1

7.6

May.

5.7

5.3

7.4

5.8

9.7

8.0

7.3

7.2

7.2

6.3

5.9

5.7

8.6

9 9

June.

5.1

4.5

4.2

4.4

3.9

3.9

3.6

5.5

5.0

4.5

4.0

3.8

3.6

3.5

3.8

July.

3.4

3.4

3.3

3.3

3.2

3.2

3.1

3.1

3.1

2.7

2.8

2.8

2.7

2.7

2.8

3.4

Aug.

2.8

2.7

2.5

2.4

2.4

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.4

Sept.

2.1

2.1

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.0

2.0

2.6

2.4

2.5

2.9

Oct.

2.4

2.3

2.45

2.4

2.5

2.55

2.6

2.6

2.7

2.8

3.7

3.8

3.7

3.65

3.4

0 0

3.3

Nov.

2.7

2.9

2.8

2.7

2.6

2.9

2.9

2.8

3.5

3.8

4.6

4.5

4.2

4.0

Dec.

2.9

3.0

3.0

2.9

2.8

Rating table for Black River at Neillsville, Wis., for 1907 and 1908.

Gage

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Sec.-ft.

29

33

38

43

49

55

62

70

80

92

108

129

154

Gage

height.

Feet.

3.30

3.40

3.50

1 3.60

1 3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

Discharge.

Sec.-ft.

183

215

251

291

334

380

429

480

533

587

642

699

757

Gage

height.

Feet.

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

Discharge.

Sec.-ft.

817

878

941

1,005

1,070

1,204

1,346

1,495

1,645

1,800

1,960

2,130

2,300

Gage

height.

Feet.

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

Discharge.

Sec.-ft.

2,480

2,660

2,850

3,050

3,250

3,460

3,680

4,820

6,020

7,300

8,700

10,200

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 

discharge measurements made during 1905 to 1908 and is well denned between gage heights 2.7 feet and 

8 feet.

Monthly discharge of Block River at Neillsville, Wis., for 1907 and 190S. 

[Drainage area, 675 square miles.]

Month.

1907.

April .....................................

July......................................

August

1908. 

April.....................................

July......................................

Discharge in second-feet.

Maximum.

3,350 

1,720 

480 

6,200 

642 

2, 660 

215 

108 

108

7,040 

5,900 

4,230 

5,900 

108 

92 

380 

817 

380

Minimum.

4,940 

429 

215 

80 

49 

38 

38 

55 

55 

55

1,000 

334 

251 

70 

43 

29 

43 

62 

92

Mean.

7,200 

1,280 

707 

183 

487 

91.7 

473 

98.7 

79.1 

76.8

2,300 

1,960 

1,410 

847 

56.3 

38.3 

112 

183 

188

Per 

.square 

mile.

10.7 

1.90 

1.05 

.271 

.721 

.136 

.701 

.146 

.117 

.114

3.41 

2.90 

2.09 

1.25 

.083 

.057 

.166 

.271 

.279

Run-off 

(depth in 

inches on 

drainage 

area).

3.58 

2.12 

1.21 

.30 

.83 

.16 

.78 

.17 

.13 

.89

3.80 

3.34 

2.33 

1.44 

.10 

.06 

.19 

.30 

.20

Accuracy.

B. 

A. 

A. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

A. 

A. 

A. 

A. 

C. 

D. 

B. 

B. 

B.
92 SURFACE WATER SUPPLY, 1907-8. 

WISCONSIN RIVER DRAINAGE BASIN. 

DESCRIPTION.

The drainage basin of Wisconsin River, except for a few square 

miles, lies wholly within the State of Wisconsin. The river rises in 

Lake Vieux Desert, lying directly on the boundary line between 

upper Michigan and Wisconsin, whence it flows in a southwesterly 

direction for about 300 miles to the city of Portage near the center of 

Portage County. At this point it turns westward and empties into 

the Mississippi River at Prairie du Chien, Wis., about 40 miles from 

the southern boundary of the State. The important tributaries 

beginning at the sources are as follows: On the west or right bank of 

the river, Tomahawk, Rib, Big Eau Pleine, Eau Pleine, Yellow, 

Lemon weir, Baraboo, Pine, and Kickapoo rivers; on the left bank, 

Pelican, Prairie, Eau Claire, and Plover rivers.

The total length of the river is about 429 miles; the total drainage 

area is about 12,280 square miles.

The drainage area is comparatively long and narrow, being about 

225 miles long and about 50 miles average width. The river flows, 

for the most part, in the eastern half of its basin; below Portage it 

flows within 10 miles of its southern edge. At Portage the divide 

between Wisconsin River and Fox River is so low that during high 

water the current in one of the tributaries of the Wisconsin is reversed 

and flows into the Fox.

Like all the large rivers of the State, the Wisconsin heads in the 

high drift-covered region. That part of the Wisconsin River basin 

which lies above Nekoosa, including more than half of the drainage 

area, is underlain by crystalline rocks, which, by presenting a barrier 

to erosion, cause numerous rapids that afford excellent sites for 

water power. Below Nekoosa the crystalline rocks give way to the 

softer sandstone, the disintegration of which has made the bed of 

the river one succession of shifting sand bars almost without interruption to its mouth. Where this formation is near the surface in 

the surrounding country the soil is very light and in places even 

sterile. North of Nekoosa this sandy belt rapidly narrows, and at 

Merrill, Wis., about 90 miles above, almost entirely disappears, 

being replaced by the clayey loams and loamy clays. North of 

Tomahawk the clays are again replaced by sandy soils containing 

gravel and by bowlders and glacial drift.

In general, the country is level or undulating. In places decided 

ridges break the surface, as, for example, the Baraboo ranges of 

quartzite and the bluffs along the lower river. The northern part of 

the drainage area is covered with innumerable lakes and swamps, 

which tend to make the flow of the stream uniform and steady.
WISCONSIN EIVER DRAINAGE BASIN. 93

According to the United States Engineer Corps, the elevation of 

Lake Vieux Desert, the source of the river, is about 1,650 feet, the 

elevation at the mouth is about 604 feet, or a total fall of about 1,050 

feet. About 634 feet of this fall occur in the 150 miles between 

Rhinelander and Nekoosa, an average of over 4 feet to the mile. 

This descent is concentrated at many places, producing a large number of valuable water powers.

The dense growth of pine which covered the upper part of the 

drainage basin of Wisconsin River has nearly all been cut off, and a 

thick growth of brush and second-growth timber has taken its place; 

large areas have been brought under cultivation. In some places 

this second growth has been burned over, leaving almost impenetrable thickets of brush and dead timber. The effect of this new 

growth of brush and timber on the run-off is probably about the 

same as the pine forests which it has replaced.

The mean annual rainfall on the headwaters of the river is about 

31 inches; at the lower part of the basin the rainfall is about 34 

inches.

The winter conditions, except in the very lowest part of the basin, 

are severe. The snowfall is comparatively heavy and sta}T s on the 

ground for long periods, and the streams are covered with ice from 

1 to 2 feet in thickness for three to four months. These severe 

conditions tend to make the winter season the period of minimum 

flow, and discharge measurements taken during the ice period are 

very valuable.

The basin affords numerous opportunities for storage. The United 

States Engineer Corps located and surveyed eight reservoir sites at 

the headwaters of Wisconsin River to aid navigation of the Mississippi 

River. The capacity of these reservoirs is about 20,000,000,000 

cubic feet, and it was estimated that a flow of 3,000 cubic feet 

per second could be maintained for three months. Such a flow 

would nearly double the low-water flow of the river and its resulting 

water power. Several of these reservoirs have been constructed by 

private parties for water-power development. The Wisconsin Valley 

Improvement Company has been authorized b}~ law to construct, 

acquire, and maintain a S3'stem of reservoirs located on the tributaries of the Wisconsin River north of the south line of township 34, 

about 6 miles below Tomahawk, for the purpose of producing a 

uniform flow of water, etc. The law provides that when this company shall have completed reservoirs of a capacity of 2,000,000,000 

cubic feet it may collect and receive reasonable tolls from the owner 

of every improved and operated water power located on the river 

below such reservoirs. The tolls are to yield not to exceed 6 per cent 

on the actual investment.
94 SURFACE WATER SUPPLY, 1907-8.

The opportunities for water-power development in this drainage 

basin are numerous. The development of some of the larger sites is 

beginning, but many valuable sites on the main river and on the 

tributaries are still undeveloped. (See PI. V.)

The stream is used quite extensively for logging, but the greater 

part of the large timber has been cut off and lumbering is decreasing, 

although considerable pulp wood is being run on the river. The 

dams at the water-power sites do not interfere seriously with the 

small run of logs at the present time.

The following gaging stations have been maintained on the Wisconsin River, viz:

Wisconsin River near Rhinelander, Wis., 1905-1908. 

Wisconsin River at Merrill, Wis., 1902-1908. 

Wisconsin River near Necedah, Wis., 1902-1908. 

Wisconsin River at Muscoda, Wis., 1902-1903.

WISCONSIN RIVER SURVEY.

In order to point out the power possibilities along the Wisconsin 

River a survey was made during 1906 between Sauk City and Dekorra 

and between Lewiston Station and Jersey City. From the data collected 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.

EAU CLAIRE RIVER SURVEY.

In order to point out the power possibilities along the Eau Claire 

River, a survey was made during 1906 from the mouth to Johnson. 

From the data collected 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.

WISCONSIN RIVER NEAR RHINELANDER, WIS.

This station, which is located at a highway bridge about 8 miles 

southwest of Rhinelander, Wis., at Forbes & Wixson's power station, 

was established December 1, 1905, to obtain data for wrater power, 

water-supply, pollution, and storage problems.

Pelican River enters about 8 miles above the station.

The winter conditions in this section are severe, but the operation 

of the power plant about 400 feet above the bridge prevents the river 

from freezing at the gaging section, and ice forms only in narrow 

strips along the shores, The pond above the dam modifies the
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 545 PLATE V

DAM ON WISCONSIN RIVER AT BROKAW, WIS.
WISCONSIN KIVEK DEAINAGE BASIN. 95

normal flow, and the total range in gage height is small. The fluctuations of the load on the turbines may also affect discharge 

measurements.

The datum of the gage has remained unchanged, and aside from 

the above conditions the records are reliable and accurate.

Information in regard to this station prior to 1908 is contained in 

Bulletin XX of the Wisconsin Geological and Natural History Survey, entitled "Water powers of Wisconsin," by Leonard S. Smith.

Discharge measurements of Wisconsin River near Rhinelander, Wis., 1906 to 1908.

Date.

1906.

1907.

Do.........

Do.........

190S. 

July 17.........

Hydrographer.

A. H. Horton.. . ....................................

.... .do. ............................................

.....do..............................................

G. A. Gray .........................................

G. A. Gray .........................................

Width.

Feet. 

209

215

216

211

211

211

190

200

Area of 

section.

Sq.ft.

473

822

656

708

712

785

330

353

Gage 

height.

Feet. 

2.71

3.60

3.94

3.97

4.29

2.55

2.30

Discharge.

Stc.-ft. 

1,040

2,580

2,050

2,390

2,620

2,820

690

Daily gage height, in feet, of Wisconsin River near Rhinelander, Wis., for 1907 and 1908.

[Charles Ilagen, observer.]

Day.

1907. 

1...............

2............... 

3...............

5...............

6...............

7...............

8...............

9

10...............

11...............

12...............

13...............

14..............

15...............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

2.6

2.5

2.4

2.4

2.45

2.4

2.2

2.75

2.75

2.7

2.8

2.7

2.5

2.9

2.3

2.7

2.7

2.3

2.3

2.5

2.8

9 7

2.3

2.5

2.9

2.2

Feb.

2.8

2.3 

2.5

2.5

2.8

2.4

2.5

2.5

2.6

2.4

2.5

2.9

3.1

2.5

2.9

2.5

3.1

2.7

2.4

2.5

2.5

2.5

0 1

Mar.

2.5

2.4 

2.4

2.5

2.5

2.3

2.5

2.4

2.4

2.4

2.5

2.4

2.4

2.1

2.4

2.5

2.9

2.4

2.4

2.4

2.8

2.9

2.7

3 3

3.3

0 C

4.2

4.4

Apr.

4.5

4.3

4.8

4.4

4.0

4.4

4.3

3.6

3.6

3.4

3.8

3.7

4.1

3.3

3.1

3.1

3.3

3.4

3.1

3.4

0 f\

Q q

3.4

3.6

3.5

May.

3.2

4.0 

3.4

3.3

3.6

3.3

4.0

3.3

3.5

3.6

3.5

A n

3.9

4.2

3.5

4.4

4.6

4.2

3.9

4.4

3.8

2 9

3.7

3.4

3.7

3.5

June.

3.9

4.1 

3.5

2.9

3.7

3.1

3.5

3.1

3.8

3.0

3.0

2.9

3.0

3.0

3.0

2.6

2.4

9 (\

2.6

9 7

3.0

3.0

9 3

Q n

q i

3.1

1 Q

July.

3.0

3.1 

3.1

3.0

2.9

3.1

3.3

2.9

3.5

3.1

3.0

3.1

3.7

3.3

2.5

2.6

2 9

3.0

2 9

1 9

2.9

2 9

2 9

3 2

1.5

2.6

2.7

2.6

Aug.

2.8

2.3 

2.1

(a)

2.1

2.6

2.1

2.1

2.3

2.7

2.1

2.1

3 0

0 0

2.8

2.7

9 fi

9 ft

9 C

2.0

2.8

2.1

Sept.

1.4

2.8 

2.2

2.2

9 9

2.2

2.2

1.4

1.9

2.6

2.6

Q

2.6

9 S

o ft

Q 7

0 0

3 7

0 Q

3 3

3 1

3 1

3

0

3 2

Oct.

2.5

2.7

9 S

3.0

2.8

1.6

2.7

2.7

2.2

2.7

9 ^

1.3

2.7

2.6

2.0

9 ^

2 3

1.4

9 ^

2.6

2.2

9 fi

2.6

2 3

2.1

Nov.

2.1

2.7

2.4

2.7

2.7

2.1

2.1

1.4

2.5

2.6

2.1

2.0

1.4

2.2

2

1

9 ^

2.1

1.3

9 f\

2 1

2 4

2.0

Dec.

1.5

2.1

2.1

2.1

2.1

2.2

2 2

1.6

2.1

2.1

2.1

2.1

1.6

2.6

2.6

9 (\

2.6

2.2

2.6

1.6

2 4

2.6

2.6

2.4

a Water standing in pools,
96 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Wisconsin River near Rhinelander, Wis., for 1907 and

1908 Continued.

Day.

]90S.

9

9

10...............

11.. .............

1 9

14...............

20...............

21......... .....

00

27...............

28 ..............

29

30...............

Jan.

2.6

2.7

2.6

2.9

2.5

9 3

2.7

2.6

2.5

2.7

2.8

2.0

2.2

2.2

2.2

9 9

2.2

1.6

2.7

2.2

2.3

2.2

2.4

1.8

2.1

2.3

2.3

2.4 

2.4

Feb.

2.4

1.8

3.2

2.3

2.4

2.5

2.4

2.4

2.7

2.7

2.5

2.9

2.9

2.7

3.1

2.2

2.6

2.6

2.8

2.4

2.9

2.3

2.3

2.4

2.3

2.4

Mar.

2.8

2.5

2.5

2.4

 > .-

2.4

2.0

2.4

2.7

2.8

2.8

2.5

2. 5

2.3

2.6

2.0

2.5

2.6

2.5

2.6

2.4

2.7

2.6

2.6

2.6

2.6

3.0

2 2

2.9 

2.5

Apr.

o q

3.0

2.9

1. 7

2.9

2.9

2.9

3.0

4.0

2 7

3.2

3.2

3.4

3.4

3.4

3.2

3.9

3.5

3.4

3.4

3.4

3.5

3.5

3.0

3.7

4.7

3.7

3.9

May.

4.1

4.9

4.4

3.5

3.8

3.5

3.4

3.4

3.4

3.3

3.4

3.2

3. 5

3.3

3.1

].fl

3.4

3.4

3.2

3.0

3.3

2.9

2.7

3.3

3.3

3.7

3.1

3.4

3.3 

3.1

June.

3.1

3.2

3.2

2.9

2.9

3.1

3.2

3.3

3.0

3.3

3.5

3.4

3.3

3.2

3.2

3.3

3.4

3.1

3.1

3.1

.9

3.3

3.0

3.0

3.2

2.9

3.1

1.6

3.0

2. 7

July.

2.6

2.5

2.4

1.4

.9

2.8

3.0

3.2

2.9

2.6

1.9

1.9

2.4

2.4

2.0

2.3

2.3

2.5

1.8

3.2

3.6

3.2

3.8

3.3

3.3

2.1

3.3

2.8

2.1

2.9 

3.0

Aug.

3.2

2.8

3.4

2.8

2.8

2.7

2.6

1.6

2.5

2.7

2.6

2.1

2.7

1.7

2.5

2.7

2.4

2.4

2.8

2.3

1,6

2.8

2.7

2.8

2.8

2.4

2.6

1.6

2.8

Sept.

2.6

2.6

2.4

2 9

2.4

1.7

2.2

2.6

2.6

2.4

2.3

2.2

1.6

2.2

2.4

2.2

2.2

2.1

2.3

1.7

2.7

2.2

2 2

2.2

2.2

2.3

1.7

3.5

2.9

3.1

Oct.

3.1

3.0

3.3

1.7

2.7

2.6

2.3

2.6

9 3

1.8

2.2

2.3

2 2

2.2

2.2

1.7

2.2

1.8

1.8

1.8

1 9

1 8

1.4

1 9

2 2

2.0

2.0

2.0 

2.0

Nov.

1.0

2.2

2.2

2.1

2.2

1.5

2.0

2.1

2.1

2.1

9 1

1 6

1 9

1.9

1.8

1.6

1.8

2.7

2 7

2 2

2 7

2.3

2.3

Dec.

2.0

9 1

2.1

1.5

2.3

9 3

2.3

2.2

2.7

1.6

2.8

2.8

2.3

2

0

') O

2.8

2.5

2 9

2.7

2.4

2.6

2.6

2.3

2.8

9 c

Rating table for Wisconsin River near Rhinelander, Wis., 1905 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

Discharge.

Sec.-ft.

0

15

31

52

77

106

140

179

223

270

1 Gage

. height.

Feet.

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge.

Sec.-ft.

324 ! 384

452

526

606

Gage

height.

Feet.

2.90

3.00

3.10

3.20

3.30

690 || 3.40

775

870

980

1,090

3.50

3.00

3.70

3.80

Discharge.

Sec.-ft.

1,205

1,320

1,435

1,550

1,665

1,780

1,895

2,030

2,125

2 2iC

Gage

height.

Feet.

3.90

4.00

4.20

4.40

4. 60

4.80

5.00

Discharge.

Sec.-ft.

2.355

2,470

2,700

2,945

3,200

3,460

3,720

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on eight 

discharge measurements made during 1906-1908 and is well defined between gage heights 2.5 and 4.5 feet.
WISCONSIN EIVER DRAINAGE BASIN. 97 

Monthly discharge of Wisconsin River near Rhinelander, Wis., 1905 to 1908.

Month.

1905. 

DGC6m}3Gr

1906."

April. ..........................................................

July ...........................................................

November

December

1907.

July...........................................................

1908.

April ..........................................................

July...........................................................

Discharge in second-feet.

Maximum.

1,660

1,320 

1,550 

1,320 

3,330 

2,700 

2,940 

2,580 

2,010 

1,660 

1,440' 1,380 

1,320

3,330

1,200 

1,780 

2,940 

3,460 

3,200 

2,580 

2,120 

1,320 

2, 240 

1,320 

980 

1,320

3,400

1,200 

1,550 

1,320 

3,330 

3,590 

1,900 

2,240 

1,780 

1,900 

1,660 

980 

1,320

3,330

Minimum.

566

775 

452 

606 

1,090 

270 

690 

384 

106 

223 

270 

77 

452

77

526 

606 

452 

1,320 

1,200 

106 

775 

0 

0 

77 

77 

140

0

179 

270 

384 

223 

324 

0 

0 

179 

179 

106 

15 

140

0

Mean.

1,210

1,080 

999 

1,020 

2,120 

1,660 

1,730 

1,180 

1,150 

826 

1,040 

812 

899

1,210

870 

963 

1,080 

2.070 

2,230 

1,300 

1,240 

639 

1.050 

676 

573 

578

1,110

691 

839 

837 

1,620 

1.770 

1,390 

968 

870 

671 

564 i 

425 

749

950

1

Accuracy.

B.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

C. 

B. 

C. 

C.

c. 

c.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

C. 

C.

c.

B.

« Because of a constant error in gage readings, 1906 gage heights after October 17 as published in WaterSupply Paper 207 have been reduced 0.1 foot before the application of the rating table.

WISCONSIN RIVER AT MERRILL, WIS.

This station, which is located at a highway bridge at the east end 

of Merrill, Wis., was established November 17, 1902, to obtain data 

for water-power, water-supply, pollution, and storage problems. The 

bridge is about 1,000 feet below the dam. Prairie River enters from 

the east about one-half mile above the station. The flow is somewhat modified by the dam and power plants above the station.

The current is so swift that ice does not form across the section, 

and there is open water at the gage the year round, but winter conditions are severe, and during the ice period the relation between 

gage height and discharge is affected by backwater. The stream is 

22110 IBR 245 10 7
98 SURFACE WATER SUPPLY, 1907-8.

used considerably for log running, and jams below the measuring 

section may affect the gage heights for short periods.

The datum of the gage has remained unchanged; the records are 

reliable and accurate except as conditions above may affect the 

readings.

Information in regard to this station is contained in Bulletin XX 

of the Wisconsin Geological and Natural History Survey, entitled 

"Water powers of Wisconsin/' by Leonard S. Smith.

Discharge measurements of Wisconsin River at Merrill, Wis., in 1907 and 1908.

Date.

1907.

July 12. ........

1908.

Hydrographer.

A. H. Horton. ......................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

328

257

324

316

292

293

Area of 

section.

Sq.ft. 

2,420

1,420

1,340

1,180

924

1,020

Gage 

height.

Feet. 

8.47

7.26

5.64

5.33

4.62

5.00

Discharge.

July 18.........' G. A. Gray. 295 4.70

Sec.-ft. 

11,900 

5,470 

3,070 

2,460 

1,570 

1,880

1,650

Daily gage height, in feet, of Wisconsin River at Merrill, Wis.,for 1907 and 1908.

[A. F. Lueck, observer.]

Day.

1907.a 

1...............

2.... ........... 

3...............

5...............

6...............

7............... 

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15..............

16. ..............

17...............

18. ..............

19...............

20. ..............

21...............

22. .............. 

23. ..............

24...............

25...............

26

27. ..............

28. ..............

29. ..............

30...............

31...............

Jan.

4.9

5.15 

5.0

4.8

4.95

4.95 

5.0

5.15

5.25

4 9

5.25

5.15

5.05

5.0

5.6

5.1

5.15

5.1

5.05

5.0 

5.5

5.2

5.3

5.2

5.35

5.05

5.2

5.25

Feb.

5.15

5.0

5 9

5 1

5.2

5.15

5.05 

5.05

5.2

4.95

5.0

5.1

5.25

5.2

4.95

5.3

4.9

5.0

5.0

5.05

5.35

5.35 

5.1

5.1

5.1

5.1

5.35

5.05

Mar.

5.2

5.2 

5.3

5.75

5.25

5.2 

5.1

4.9

5.4

5.05

5.25

5.1

4.9

5.15

5.15 

5.15

Apr.

8.6

8.5

8.55

8.1 

7.9

7.2

7.1

6.2

6.9 

7.1

6 9

7.25

6.75

6.2

6.75

May.

6.95

6.85 

7.3

7.05

7.35

7.1

7.25 

8.3

6.5

6.8

6.9

8.05

8.3

7.95

7.5

7.0 

7.0

7.25

7.15

7.2

6.95

6.65

6.05

June.

5.8

5.4

f, 9

5.8

5.95

5.75 

5.7

5.55

5.2

5.5

5.4

5.45

(5.2

5.8

5.1

4.7

4.9

5.4

C A

5.35

4.9

5.25

5.2

5.6

4.9

July.

5.8

5.35 

5.95

5.55

5.6

5.9

5.2

5.6

5.8

5 7

5.5

5.35

5.3

C A

c £

5.8

5,5

5.1 

5.5

5.4

5.25

5.2

4.95

4.7

4.5

Aug.

4.8

4.95

4.65

4.6

4.75 

4.3

5.55

4.55

4.85

4.25

4.3

3.8

Q OS

4.65 

z n

5.05

5

0

4.3

4.4

4.55

Sept.

4.1

3.5 

3.8

4.05

4.5

4.15

4.65

3.3

4.25

4.85

4.6

A 9

4.8

4 95

5.1

0 KZ

9 9

9 1

8.9

6.95

6.0

6.0

5 (\

Oct.

5.3

5.55

C C

c yc

C AK

4.55

c ^

c 9

5.3

4.35

5 2

5.1

4 95

4.95

4.55 

4 9

4 9

5.15

z n

5.1

Nov.

5.25

5.2 

c n^

4.9

4.9

0 QZ

4.2

4.3

4 3

4.55

4 35

4 9

c n^

4.4 

4.35

5.0

4.5

4.5

Dec.

4.35

3 Q

4.4

4.35

5.05

4.6 

4.75

4.8

4.3

A or;

4.7

4.55

4.25

4.3

4.7

4.45 

4.35

3

Qc

o ye

4.1

4 95

4.85

4 tt

4.6

a, Bridge was being repaired during March and April, 1907.
WISCONSIN RIVER DRAINAGE BAfelN. 99

Daily gage height, in feet, of Wisconsin River at Merrill, Wis., for 1907 and

1908 Continued.

Day.

1908.

2.... ..........

3...............

5. ..............

8...............

9...............

10..............

11...... .......

12............ ..

13...............

14........ ......

15..............

16. ..............

18...............

19........ ......

20...............

21....

22

23...............

94

25..............

26...............

27

28...............

9Q

30...............

31...............

Jan.

4.75

4 9

4.8

4.4

4.9

4.65

4.6

4.75

4.2

4.7

4.7

Feb.

4.8

4 *?

4.55

4.6

4.8

4.85

4.85

5.0

4.5

4.8

4.85

4 9

Mar.

4.6

4.75

4.85

5.0

4 9

4.5

4.4

4.6

4.8

4.8

4.85

4 9

4 9

4.8

4 95

5.0

4.85

4.8

4.85

5.1

Apr.

4 85

5.1

4.9

5.15

5.5

^ Q

6.7

6.65

6.95

7.25

8.1

8.15

7.75

7.25

7.15

7.2

7.2

7.25

7.3

8.2

8.9

8.7

May.

8.15

7.85

7.8

7.3

7.2

6 9

6.4

6.45

6.15

6.5

6.3

6.4

6.2

6.5

6.5

6.8

6.3

7.0

7.1

7.35

7.15

6.95

6.9

6.95

6.6

June.

6.8

6.6

6.35

6.0

C C

7.15

6.8

6.5

6.6

6.5

6.9

6.85

5.7

5.8

5.25

5.0

5.9

5.85

4.9

4.5

July.

4.8

5.6

4.9

5.75

7.6

7.2

6.75

6.1

5.7

4.35

4.85

4.75

4.7

4.75

5.1

5.3

5.4

5.65

5.75

5.2

5.5

4.75

4.95

5.0

5.25

Aug.

5.2

4.95

4.5

4.65

4.6

5.2

5.65

4.85

4.75

,4.7

4.3

3.6

4.4

3.6

4.0

4.1

4.2

4.5

5.05

5.15

4.8

4.3

2.9

3.8

4.2

4. 45

Sept.

4.2

3.9

4.4

4.1

4.3

6.1

4.55

3.95

4.05

4.1

5.05

3.1

3.2

3.1

2.85

2.85

2.85

2.9

2.45

2.8

3.15

5.1

Oct.

5.6

5.2

4.95

4.95

4.55

A 7C

4.75

4.6

4.45

4.75

4.6

4.1

4.5

4.45

4.25

4.3

4.3

5.2

4.8

Nov.

3.7

4.5

4.6

4.6

4.2

7.35

5.35

4.8

4.4

4.05

4.05

3.95

4.25

2.8

2.7

3.15

3.05

3.15

3.2

T 1

5.05

C 1

4.65

Dec.

4.6

4.55

4.65

4.55

4.35

4.55

4.45

4.45

4.25

4.3

4.6

4.9

4.8

4.85

4.1

4.75

4.85

4.75

4.8

d *>

4.5

5.05

5.2

4.95

4.6

Rating tables for Wisconsin River at Merrill, Wis. 

FOR 1907.

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Discharge.

Sec.-ft.

200

242

287

335

386

440

498

560

626

697

772

852

Gage 

height.

Feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

Discharge.

Sec.-ft.

937

1.027

1,122

1,225

1,340

1.465

1,600

1,750

1.915

2.090

2,270

2,450

Gage 

height.

Feet.

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Gage 

height.

Sec.-ft. ' Feet.

2,635 , 7.20

2,820

3,010

3,210

3,420

3,640

3,870

4,335

4,815

5,305

5,795

6,300

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

Discharge.

Sec.-ft.

6,820

7,360

7,910

8,480

9,070

9,680

10. 310

10, 960

11,620

12. 300

15,800

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is bas?d on discharge measurements made during 1904 to 1907. On account of repairs to the bridge, piers, and abutments, and logjams above and below the section, the above table may be 20 per cent in error for low gage 

heights and about 10 per cent for high gage heights.

FOR 1908.

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

80

100

120

150

180 !

210 !

250 '

290 ,

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

340

390

440

500

560

630

700

770

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

850

940

1,030

1,130

1,240

1,350

1,470

1,600

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

1,730

1,870

2,010

2,160

2,310

2,470

2,640

2,820

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on disecharge measurements made during 1905 to 1908, and is fairly well defined between gage heights 4.5 feet 

and 8.5 feet. Above gage height 5.5 feet it is the same as the 1907 table.
100 SURFACE WATEE SUPPLY, 1907-8.

Monthly discharge of Wisconsin River at Merrill, Wis.,for 1907 and 1908. 

[Drainage area, 2,630 square miles.]

Month.

1907.

July.................................... ..

1908.

July ......................................

Discharge in second-feet.

Maximum. Minimum.

3,010 

2, 540 

fi, 600 

11.000 

10. 200 

4,340 

3,760 

2,920 

13,000 

3.320 

2.360 

2,000

1,600 

1.830 

1.460 

3.760 

3.980 

1.460 

469 

626 

335 

662 

221 

593

13.000 221

1.870 

2,310 

2.160 

13,200 

9,520 

6.690 

8,620

4,100 

3.010 

7,220 

2,310

13, 200

1,030 

1,130 

1,180 

1,800 

3,110 

1,350 

1.180 

210 

90 

940 

150 

665

90

Mean.

2,140 

2,130 

2,690 

6. 390 

6,880 

2,700 

2,690 

1,370 

3.710 

2. 000 

1,370 

1,200

Per 

square 

mile.

0.814 

.810 

1.02 

2.43 

2.62 

1.03 

1.02 

. 521 

1.41 

.760 

.521 

. 456

2,940 1.12

1,510 

1,650 

1.700 

6.630 

5,870 

4,220 

3.030 

1,370 

1,050 

1,600 

1.340 

1,490

2,620

.574 

.627 

.646 

2.52 

2.23 

1.60 

1.15 

.521 

. 399 

.608 

.510 

.567

.996

Run-off 

(depth in 

inches on 

drainage 

area).

0.94 

. 84 

1.18 

2.71 

3.02 

1.15 

I. 18 

.60 

1.57 

.88 

.58 

.53

15. 18

.66 

.68 

.74 

2.81 

2.57 

1.78 

1.33 

.60 

.45 

.70 

. 57 

.65

13.54

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B.

Q B'.

B. 

C. 

C.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

C. 

C. 

B. 

C. 

C.

NOTE. Discharge estimated by comparison with Khinelander station for portions of March and April, 

1907, when bridge was being repaired.

WISCONSIN KIVEK NEAR NECEDAH, WIS.

This station, which is located at the highway bridge about 3 

miles east of Necedah, Wis., was established December 2, 1902, to 

obtain data for studying water power, water supply, and pollution 

problems.

Big Roche a Cri Creek is tributary from the west about 5 miles 

below the station. The drainage area above the section is about 

5,800 square miles.

The winter conditions are severe. Ice forms from 1 to 2 feet in 

thickness and lasts for about three months. Part of the river bottom 

is liable to shift in floods. But few discharge measurements have 

been made since 1906. The 1906 discharge table should not be used 

for later years.

The datum of the gage has remained unchanged. The gage 

heights are reliable and accurate.

Information in regard to this station prior to 1908 is contained 

in Bulletin XX of the Wisconsin Geological and Natural History 

Survey, entitled " Water powers of Wisconsin," by Leonard S. Smith.
WISCONSIN RIVER DRAINAGE BASIN. 101

Discharge measurements of Wisconsin River near Necedah, Wis., in 1908.

Date.

February 19 *>. ..

July 7..........

Hydrographcr.

G. A. Gray.........................................

.....do..............................................

Width.

Feet. 

276

273

309

Area of 

section.

Sq.ft.

1,400

2.610

Gage 

height.

Feet.

5. 70

6.12

Discharge.

Sec.-fl

2,280

5,570

a Ice measurement; average thickness of ice 0.9 foot. 

b Ice measurement: average thickness of ice 1.1 feet.

Daily gage height, in feet, of Wisconsin River near Necedah, Wis., for 1907 and 1908. 

[AV. F. Binghamand AV. F. Huber, observers.]

Day.

1907."

2...............

3............... 

4...............

5. .............. 

6. ... .........

7...............

10...............

11...............

12,... ...... .. 

13...............

15............... 

16. ..........

18...............

19............... 

20...............

21...............

22 

23...............

26...............

28...............

29 . .......

30............... 

31...............

1908.& 

I...............

3............... 

4...............

C...............

10...............

n. ..............

12............... 

13...............

14............... 

15...............

Jan.

....... 

.......

.......

:::::::

.......

"5.3

zi:

5.2

5.2

Feb.

.......

.......

:::::::

.......

:::::::

5.2

'"5.2

5. 2

5. 4

5. 5

Mar.

"T. 4"

6 55

6.4 

6.3,5

6. 6

6. 85 

6.4

6.2

6.3 

6.9 7 *>

9.05

10.0

13.2 

13.5 

13.3

5.0

"5.9"

5.6

5. 8

5. 2 

5. 1

Apr.

13.3

13.3

12.7 

11.75

10.9 

10.5

10.7

9.6

9.2 

8.75 

8 Q

8 9

9.0

8. 8

8. 35

8.2

8. 0

7.8

". 5

8.0

8.0 

8 2

8 2 

8.05

5.45 

5.65

5.95 

5.8

5. 05 

6.2 

6.4 

6.8

7. 15

7. 4 

8.0

8. 4 

8.4

May.

8.05

7.75

7.65

7.7

7.3

7. 1

7.4 

7. 1 

7.05

7.1

6.9

7 7

8.2

8.4 

8.3

8.1

7.8 

7. 5 

7 ?5

7.45

7.2 

6.9

7.2 

7.0 

6.9

12. 15

12. 05

11. 12 

10.1 

9.5

8.95 

8. 45 

7.98 

7.68

7.6

7. 25

6.98

7.1

June.

6.6

6.6

6. 4 

6.7

6.4

6.0

6. 2

5.85

6.1 

5.9 

6.0

6.1

6.0 

6.05

6.05

5.55 

5.65

5.9 

5.6

5.7

6.15

6.0 

5.75

5.8 

5. 7

7.63 

8.3

9.5

8. 63

7.78

7. 1 

7.0 

6.65 

6.48

7.12

8.08

8.2 

7 94

7.35 

7. 15

Julv. "

5. 2

5.9 

6.4

6.6 

7.1

7.4

6.7

6. 55 

6.3 

0.15

5 9

5.5

5.8

5.2

5.4

5.4 

5.8

5.6

5.6 

6.0

5.8

5.1

5.4 

5.35

4.85 

5. 5 

5.1

5. 75

c a

5. 3 

5. 4o

T 45

, ;

6. 15 

6.85 

8.95

10. 15

10.15

9.25

7.35 

6.95

Aurr.

4.85

5.1

4.8 

4.75

4.8 

4 9

4.7

4 6

4.8 

4.3 

4. 25

4.3 

4.7

4.7

4.75

4.2 

4.85

4.4

4.6

4.8 

4.8

4.8

4 6

5.0 

4.9

4.9 

4.95

4.8

5.5

t?5 

5.3

5.35 

5.3 

5.05 

5.05

5.1

5.2

5.0 

4.95

Sept.

4.6

4. 15

5.05 

4.6

4.4

1'r

4.8

4.45 

4.45 

4.4

4.6

4.55 

4.4

4 7

4.6

4.7 

4.75

5.4

8.6 

9.7 

9.8

8.8

8.6

7.45 

7.1

6. 75 

6.5

4.55 

4.6

4.75 

4.75

4.7 

5. 15 

5. 05 

4 7^

475

4.35

5.35

4.7 

5.05

Oct.

6.3

6.2

6.0 

5.75

5. 7

5.45

5. 2

.5.0 

5. 25 

5.2

4.75

5.4 

5.2

4.8

4.9

4.8,5 

5.5

4.65

5.2 

4.85 

4. 85

4.8

4.8 

4.6

5.05 

4.9 

4.6

4.7

4.7

5.2 

5.4 

a. 2

5. 55 

5.0 

5.2 

5. 05

4.85

4.85

4. 7 

5.15

4.9

4.85

Nov.

4.7

4.7

4.8 

4.5

5.15 

4.9

4.5

4.8

4.8

4.4 

5.1

4.8

4.6

4.4

4.7

4.3

4.5

4.6 

4.35

4.4

4.5 

4.6

4.8

4.6

4.75

4.4 

4.7

4.7 

4.5

5.15 

5. 05

5. 05 

5.0 

4.9

4. 75 

4.65 

4.9 

4. 65

4.65

4.6

5. 75

4.8 

4.85

Dec.

4.7

4.6

4.3 

4.55

4. 45 

4.6

4.7

4. 35

4.2

4.5

4.7 

4. 5 

4.7

4.4

4. 4 

4.5

4.5

4.6

4.6

5.8

5. 7

"~4.T

......

'Ti'

5. 65 

4. 95

5.0 

5.0 

5.3

7.35

"AT

"River was frozen January 1 to March 12, and December 22 to 31, 1907. Gage heights during the 

frozen period taken to the water surface.

6 Ice conditions, January 1 to March 11, and December 9 to 31,1908. Gage readings during the frozen 

periods taken to water surface.
102 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Wisconsin River near Necedah, Wis., for 1907 and 1908 Con.

Day.

1908. 

16...............

17...............

i8....... ........

19...............

20. ..............

21...............

22......... .....

23...............

24...............

26......... ...

27

28...............

29............... 

30. ..............

31......... ..

Jan.

5 2

5.1

Feb.

.......

5.7

5. 7

Mar.

4.95

5.4

5.4

5.4

5.3

4.9

5.2

5 9

5.9 

5.7

5.8

Apr.

8.8

8.9

9.15

8.9

8.5

8 2

8.2

8.1

7.8

7.7

8.7

9 9

in. 9

11.5

May.

7.6

7.62

7.75

7.88

7.6

8.28

9 1

9.1

8.05

8.24

8.28 

8. 15

7.78

June.

7.15

6.8

6.6

6.45

6.18

6.1

6.1

6.05

6.15

6.1

5.8 

5.8

July.

6.45

6.1 6.-0

5.95

5.95

5.65

5.85

5 9

5.85

5.65

5. 7 

5. 7

5. 25

Aug.

5.0

4.9

4.85

4.85

4.75

4.9

4.9

4.75

5.35

4.8

5.2

4.85

4.75

4.75

4.8

5.1

Sept.

4.55

4.35

4.55

4.65

4.95

4.9

4.65

4.45

4 4

4.5

4.4

4.55

4. 45

Oct.

4.8

4.8

4.7

4.35

4.9

4.5

4.3

4.7

4.6

4.75

4.6

4.7

4.6

4.7 

4.9

5.1

Nov.

4.6

4.4

4.3

4.6

4.9

4.75

4.5

4.65

4.25

4.3

4.25

4.3

4.55

5.5

Dec.

6.4

6.2

"6."6~

WAPSIPINICON RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of Wapsipinicon River lies almost entirely in 

the northwestern part of Iowa. The river rises a few miles north 

of the Minnesota state line in Mower County, flows southeastward, 

and joins the Mississippi along the southern boundary of Clinton 

County, Iowa, about 10 miles below the city of Clinton, Iowa. The 

length of the river, not following the numerous bends, is about 220 

miles, and the total length by stream course is not far from 300 miles. 

The drainage basin is long and narrow, being approximately 185 

miles in length and 14 miles in average width.

The tributaries are all small. The more important are the West, 

Middle, and East branches, which unite above Tripoli in Bremer 

County, and Little Wapsipinicon River and Buffalo Creek, which 

enter from the east.

The basin is underlain by limestones, which have been thinly 

covered with glacial drift. The surface of the country is a gently 

undulating prairie, and the valley of the river is narrow with gently 

sloping sides. Near Anamosa the valley is quite narrow and picturesque; the bed and banks are rocky, the banks rising to a good 

height and in places running abruptly up into bluffs.

The elevation of the sources of the river is about 1,250 feet; at 

Independence the elevation is about 900 feet; at Stone City about 

780 feet; at the mouth the elevation is 560 feet.

The drainage basin contains no forested areas. The mean annual 

rainfall is about 32 inches. The winters are severe, snowfall is heavy, 

and ice forms from 1 to 2 feet in thickness and lasts about three 

months.
WAPSIPINICON RIVER DRAINAGE BASIN. 103

Storage possibilities have not been investigated, but the topography 

of the basin is not favorable and the high value of the land for farming would undoubtedly prohibit the construction of reservoirs.

A number of fair power sites are found along the river, some of 

which have been developed. Conditions are favorable for building 

dams, as the banks are as a rule firm, and rock forms the river bed 

in many places. The geological formation tends to keep the flow 

of the river fairly uniform and steady, as the glacial drift is thin, 

and the rainfall reaches the river through springs at the rock outcrops.

One gaging station has been maintained in this drainage basin:

Wapsipinicon River at Stone City, Iowa, 1903 to 1908.

WAPSIPINICON RIVER AT STONE CITY, IOWA.

This station is located at Stone City, Iowa, at the highway bridge, 

a short distance above the Chicago, Milwaukee, and St. Paul Railroad 

bridge. It was established August 19, 1903, to obtain data for use 

in studying water power, wrater supply, and pollution problems.

Buffalo Creek is tributary from the east about 4 miles below the 

station.

The winter conditions are severe, ice forming from 1 to 2 feet in 

thickness and lasting about three months.

The records at this station are furnished by Frank Dearborn.

December 4, 1906, the gage datum was changed by an unknown 

amount, due to repairs made on the bridge.

Gage-height and monthly-discharge tables are withheld pending 

further investigation.

ROCK RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of Rock River lies in the southeastern part of 

Wisconsin and in the northwestern part of Illinois. The river rises 

in the southeastern part of Fond du Lac County in Wisconsin, flows 

in a slight southwesterly direction across the Illinois state line, and at 

Rockford, 111., turns more to the southwest and joins Mississippi 

River about 6 miles below the city of Rock Island, 111. The total 

length of the river is about 286 miles. The total drainage area is 

about 11,000 square miles, of which 5,650 square miles is in Wisconsin and about 5,350 square miles in Illinois.

The more important tributaries beginning at the source of Rock 

River are East Branch of Rock River, Oconomowoc, Bark, Turtle 

Creek, Kiskaukee, Kyte, and Green rivers on the left or east bank; 

and West Branch of Rock River, Crawfish, Catfish, and Pecatonica 

rivers, and Rock Creek on the right or west bank.
104 SURFACE WATER SUPPLY. 190*7-8.

The drainage basin is irregular in shape, being about 175 miles in 

length, and about 85 miles in greatest width. In the upper part of 

its course the river flows rather toward the eastern side of the basin, 

at the Illinois state line it approaches the center, and in its lower 

course it flows decidedly near the western boundary. The rocks 

underlying this basin are limestones and shales, which have been in 

large part covered by the drift and morainic debris of glacial times, 

and the soils vary with the geologic formations on which they rest.

The topography in the Illinois portion of the drainage area is an 

undulating, semiprairie region; in Wisconsin the surface is moderately hilly, elevations ranging from 750 feet where the river enters 

the State of Illinois to 1,100 feet on the crests of the Kettle Range. 

The rise from the interior of the valley is gradual, and few of the hill 

tops are more than 100 feet above the intervening valleys. The 

low, uneven topography has led to the formation of an intricate 

tributary system with numerous spring-fed lakes. These lakes 

occur chiefly in an eastern and western group, the eastern comprising 

about 20 lakes with an aggregate area of 11 square miles, and the 

western including 5 lakes with a total area of 13 square miles. The 

elevation of the source of the river is approximately 1,000 feet 

above sea level; at Horicon the elevation is 858 feet; at the state line 

it is 731 feet, and at the mouth of the river 540 feet. The average 

slope is a little over 1 foot per mile.

The forested area, according to L. S. Smith, of Madison, Wis., is 

about 30 per cent in that part of the drainage area in Wisconsin. 

The forested area in Illinois is probably less than in Wisconsin, as the 

State has been longer settled.

The mean annual rainfall is about 35 inches. The winters in the 

northern part of this drainage area are comparatively severe, snowfall is heavy, and ice forms a foot or more in thickness on the streams. 

In the lower part of the drainage basin the winters are somewhat 

milder.

The basin affords good opportunities for storage, but the value 

of the land that would be flooded by reservoirs prohibits their construction. Lake Koshkoning, an expansion of Rock River, 23 

square miles in extent, is the only body of water now controlled in 

the interests of manufacturing.

Although the average slope of Rock River is small, sites for water 

power are numerous, as in general good foundations for dams may 

be found. A great many of the power sites are fully or partly 

developed, but there are still undeveloped power sites on the main 

stream and its tributaries. The power sites on the tributaries, with 

few exceptions, have small fall, and many developed sites have been 

abandoned because of the greater value of the submerged land for 

farms.
EOCK RIVER DRAINAGE BASIN. 105

The following gaging stations have been maintained in this drainage 

basin:

Rock River above mouth of Pecatonica River at Rockton, 111., 1903. 

Rock River below mouth of Pecatonica River at Rockton, 111., 1903-1908. 

Rock River near Nelson, 111., 1906. 

Rock River at Sterling, 111., 1905-6. 

Catfish River at Madison, Wis., 1902-3. 

Lake Mendota at Madison, Wis., 1902-3.

ROCK RIVER AT ROCKTON, ILL.

This station, which is located at the highway bridge at Rockton, 111., 

was established May 13, 1903, to obtain data for studying water 

power, water supply, and pollution problems.

Pecatonica River is tributary from the west about three-fourths 

of a mile above the station. A dam and power plant above the 

station may modify the flow somewhat during periods of low water. 

The winters in this vicinity are comparatively mild; ice forms on 

the river, but open places generally exist at the section. Ice jams 

are frequent below the station and cause backwater at the gage.

On October 1, 1906, the gage datum was changed by an unknown 

amount, which approximates about 1 foot.

The monthly discharges for October, November, and December, 

1906, were determined from a rating curve applicable to gage heights 

based on the original datum, and hence are considerably in error. 

When a new rating curve is developed these will be revised.

Discharge measurements of Rock Hirer at Rockton, III., in 1907 and 1908.

Date.

1907. 

April 30

Hydrographer. Width.

Feet. 

A . H. Horton. .............. ........ . . ..... 498

Do........ .....do.............................................. 517

1908. 

February 5. ... G. A. Gray . . ....................................... 508

February 21 .... dn 427

Aprils. ......

April 11........ .....do.............................................. 500

Area of 

section.

Sq.ft. 

1,520 

1,610

1,100 

2,940 

2,320 

1,910

Gage Disheight.a: charge.

Feet. 

3.23 

3.33

2.85 

7.37 

4.90 

4.12

Sec.-ft. 

5,110 

5,240

b2,000 

< 8, 520 

7,860 

0,430

a New gage _datum.

6 Ice conditions; average thickness of ice, 0.8 foot.

clce gorge below gage.
106 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Rock River at Rockton, III., for 1907 and 1908. 

[O. T. Bartholemew, observer.)

Day.

1907.Q 

1.... ...........

2............... 

3.. ............ .

6...--.-.----...

o

g

10...............

11...............

13...............

15...............

16...............

18...............

19...............

20...............

22...............

23...............

24...............

25...............

20............... 

27...............

28............... 

29...............

30...............

31

1908. b 

1............... 

2. .............

3.. .............

4...............

5...............

6...............

9...............

10...............

11...............

12............... 

13...............

14...............

15...............

16............... 

17......-------.. 

18...............

19............. .. 

20...............

21...............

22...............

23...............

24...............

25............... 

26...............

27...............

28...............

29...............

30...............

31

Jan.

4.2

3.7

3.6

4.4

4.25

4.05

4. 05

4.9

4.3

4. 15

3.9

3.5

3.4

2.95

2.95

2.3

2.3

7.1

8.0

4.7

5.7

(i. 8

7.5

7.0

C.3 

6.45

6.!

1.60 

1.95

1.80

1.85

2.10

2.00

1.90

1.90

2.10

2.00

1.70

1.70 

2.00

1.70

1.85

1.80 

2.00 

1.75

1.90

1.40

1.60

1.50

1.80

1.85 

1.60

2.00

1.80

2.55

2.95

2.40

Feb.

3.7

4.0

4.1

4.4

5.0

4.35

3.9

3.5 

3.0

2.9

3. 60 

4.00

2.50

2.95

2.90

2.80

"7." 26"

5.71 

6.51 

6.56

6.81 

7.51

7.40

6.01

4.40

3.63 

5.38

5.30

5.50

6.35

Mar.

2.7

2.6 

2.5

2.5

2.5

2.65

2.5

2.4

2.3

2.3

2.3

2.3

2.6

2.5

3.5

3.3

3.2

3.15

3.15

3.1

3.1

3.15

3.35

3.4

3.35 

3.5

3.5 

3.9

5.2

6.05 

6.00

5.82

5.92

5.75

7.33

7.50

7.60

7.72

7.60

7.32 

7.05

6.50

5.50 

5.3d 

5.30

5.18 

4.90

4.65

4.50

4.35

4.20

4.15 

3.92

4.00

4.70

5.35

5.55

5 47

Apr.

6.3

6.0 

5.1

4.8

4.75

4.65

4.6

4.9

5.25

5.3

5.2

4.95

4.7

4.6

4.45

4.3

4.1

4.1

3.85

q o

3.5

3.35

3.4

3.4

3.25 

3.0

3.0 

3.05

3.28

5. 55 

5.20

4.90

4.65

4.40

4.48

4.42

4.52

4.45

4.32

4.50 

3.70

3.82

3.60

3.65 

3.42 

3.35

3.25

3.18

3.05

3.00

3.18

3.00 

3.00

4.08

4.50

4.82

4.80

May.

3.5

3.5 

3.25

3.35

3.0

2.9

2.8

2.8

2.8

2.4

2.5

2.3

2.1

1.8

2.1

2.0

2.1

2.15

2.0

1.9

1.9

1.9

2.2

2.6

2.8

3.3 

3.45

3.6 

3.3

3.2

3.0

4.80 

4.78

4.55

4.55

4.58

4.70

4.82

5.00

5.05

4.85

4.75

4.60 

4.85

5.02

5.75

5.45 

5.30 

5.45

5.95 

6.15

5.95

5.80

5.60

5.40

4.90 

4.70

4.45

4.20

4.55

4.68

June.

3.0

2.9

2.7

2.55

3.1

3.15

3.7

4.1

4.7

4.5

4.2

4.0

4.1

4.0

3.9

3.65

3.2

3.5

3.2

3.1

2.85

2.85

2.8

2.9

2.95 

2.75

2.4 

2.5

2.3

4.70 

4.48

4.25

4.05

3.95

3.82

4.05

4.92

4.43

4.02

3.72

3.42 

3.85

4.30

4.15

3.60 

3.30 

3.10

2.85 

2.75

3.00

4.40

4.70

4.78

4.95

4.65

3.78

3.00

2.60

2.25

July.

2.2

2.15 

2.1

2.0

3.6

3.4

3.2

3.0

3.15

3.1

2.65

4.3

4.2

4.15

3.7

3.25

3.2

3.0

2.95

2.75

2.6

3.3

4.5

4.8

5.5

5.85 

5.8

5.3 

5.0

3.65

3.4

2.15 

2.18

2.30

2.82

3.35

3.18

2.88

2.65

2.42

2.30

2.02

1.90 

2.12

2.05

2.00

2.05 

2.18 

3.30

3.75 

3.90

3.38

2.65

2.18

2.00

1.88 

1.85

1.80

1.70

1.50

1.48

1.52

Aug.

3.2

3.0

2.85

2.8

2.8

2.6

2.5

2.4

2.55

2.5

2.35

2.2

2.15

2.1

2.0

2.0

2.5

3.5

3.2

3.15

3.2

3.2

3.25

3.15

2.8

2.5 

2.5

2.45 

2.25

2.25

2.2

1.48 

1.45

1.40

1.38

1.22

1.32

1.30

1.25

1.15

1.10

1.12

1.18

1 99

1.32

1.42

1.75 

1.62 

1.48

1.40 

1.42

1.28

1.18

1.35

1.10

1.18 

1.08

1.05

1.28

1.08

1.20

Sept.

2.1

2.05 

2.1

2.0

1.9

1.8

1.75

1.7

1.65

1.8

1.7

1.8

1.75

1.65

1.55

1.25

1.45

2.55

3.6

4.55

5.25

5.35

5.35

4.8

3.7

3.15 

2.9

3.3 

4.5

4.8

1.05 

1.15

1.08

1.10

1.08

1.15

.98

1.10

1.10

1.00

1.00

1.05 

.95

1.15

1.00

1.00 

1.12 

1.05

.98 

.95

.95

.95

.95

1.00

.95 

1.00

.95

1.02

1.00

1.00

Oct.

5.1

5.15 

4.65

4.2

4.05

3.85

3.5

3.4

3.2

3.0

2.85

2.85

2.8

2.6

2.55

2.6

2.5

2.45

2.45

2.5

2.3

2.2

2.1

2.0

2.0

2.0 

1.9

2.0 

1.9

1.9

1.9

1.08 

1.00

1.00

.95

.98

.95

1.00

.98

.98

1.12

1.05

1.05 

.95

1.08

1.02

.95 

.95 

.95

1.00 

1.05

1.12

1.08

1.10

1.18

1.15 

1.12

1.18

1.18

1.22

1.18

1.20

Nov.

1.95

1.85 

1.75

1.85

2.0

1.85

1.75

1.8

1.75

1.65

1.6

1.7

1.7

1.45

1.7

1.6

1.55

1.6

1.55

1.6

1.7

2.0

2.0

2.3

2.3

2.1

2.0

2.0 

2.1

2.1

1.20 

1.10

1.10

1.15

1.12

1.12

1.18

.95

1.05

1.10

1.08

1.10 

1.10

1.02

1.05

1.05 

.90 

1.08

1.10 

1.08

1.12

1.15

1.28

1.48

1.68 

1.58

1.68

1.68

1.50

1.70

Dec.

2.0

1.9 

1.75

1.8

1.85

1.95

1.7

1.75

1.85

1.9

2.0

2.0

1.9

1.7

1.75

1.8

1.75

1.8

1.8

1.7

1.6

1.4

1.65

1.7

1.7

1.75 

1.7

1.8

1.85

1.9

2.0

1.70 

1.35

1.10

1.40

1.35

1.15

1.40

1.50

1.50

1.55

1.45

1.50 

1.40

1.25

1.35

1.35 

1.40 

1.52

1.75 

1.95

1.85

1.75

1.75

1.65

1.65 

1.85

1.25

1.35

1.45

1.45

1.55

a Stream frozen about January 29 to February 17, 1907.

b Ice conditions probably prevailed from about the last of January to the middle of February, 1908.
SURFACE WATER SUPPLY, 1907-8. 107 

IOWA RIVER DRAINAGE BASIN. 

DESCRIPTION.

The drainage basin of Iowa River and its tributary, Cedar River, 

occupies the north central and southeast central part of the State of 

Iowa, and parts of Freeborn, Dodge, and Mower counties in southern 

Minnesota. The river rises in the northern part of Hancock County, 

Iowa, flows southeastward, and joins Mississippi River in the southeastern part of Louisa County. The length of Iowa River is about 

270 miles, not following the bends. The total drainage area is about 

12,400 square miles. Cedar River, which is called a tributary of the 

Iowa, although its drainage is much the larger, rises in the southern 

part of Dodge County, in southern Minnesota, flows southeastward 

into Iowa, and continues in that direction until it reaches Moscow, in 

the northern part of Muscatine County, where it makes an abrupt 

turn to the southwest and joins the Iowa in Louisa County. The 

river is about 260 miles long, not following the bends. In its upper 

course it is called Red Cedar River. The drainage area above its 

mouth is about 7,600 square miles. It is the only important tributary of the Iowa. The principal tributaries of Cedar River are: 

Little Cedar, Shell Rock, and West Fork of Red Cedar rivers, all of 

which are tributary above Waterloo.

The drainage basin of Iowa River proper is long and narrow. The 

river rises in a broad, flat, or slightly undulating drift region, and the 

first rock exposed in its valley is the limestone that forms the rocky 

banks of the stream in the southwestern corner of Franklin County; 

from this point to its confluence with the Cedar, the river crosses a 

succession of sedimentary rocks. The drift which covers this region 

is well supplied with springs which help to maintain the flow of the 

stream. The surface of the surrounding country is a gently undulating prairie.

The drainage basin of Cedar River is underlain throughout its 

entire course by limestones which are thinly covered with glacial 

drift. Rock is exposed at many places along the main stream and 

its tributaries. The valleys of the upper tributaries are narrow, with 

gently sloping sides; below the mouth of the Shell Rock the valley is 

broad and shallow, and is separated from the uplands by distinctly 

defined borders. The surface of the country is a gently undulating 

prairie, apparently level in some sections. The upper basin is about 

50 miles wide, but the lower is much narrower, and at one point below 

Cedar Rapids it measures only 8 or 9 miles across.

At the headwaters of both Iowa and Cedar rivers are a few lakes, 

ranging in area from 2 to 10 square miles.

The elevation of the sources of Iowa River is about 1,250 feet above 

sea level; at Iowa City the elevation is 670 feet; at the mouth of the
108 SURFACE WATER SUPPLY, 1907-8.

Cedar it is 565 feet, and at the junction with the Mississippi the elevation is about 522 feet. The elevation of the sources of Cedar 

River is about 1,300 feet; at Waterloo about 820 feet; at Cedar 

Rapids about 725 feet, and at the mouth about 565 feet.

The basin contains no large forested areas. The mean annual rainfall is about 32 inches. The winters are severe, especially in the 

upper part of the basin. The fall of snow is comparatively heavy, 

and ice forms to considerable thickness on the streams and lasts for 

three to four months.

Storage possibilities have not been investigated; it may be possible to make storage reservoirs at the lakes at the headwaters of both 

Cedar and Iowa rivers, but the overflow damages would undoubtedly 

prohibit their construction.

Iowa and Cedar rivers are by far the most important streams in 

Iowa for water power. Power sites of small head are numerous, and 

a number of them have been developed. Those on Cedar River are 

more important than those on the Iowa. The numerous rock outcrops furnish good foundations for dams. The flow of the streams 

sustained is kept up by numerous springs, but during long-continued 

droughts the flow becomes very low.

The following gaging stations have been maintained in this drainage basin:

Iowa River at Marshalltown, Iowa, 1903. 

Iowa River at Iowa City, Iowa, 1903-1906. 

Red Cedar River at Janesville, Iowa, 1905-6. 

Cedar River at Cedar Rapids, Iowa, 1903-1908.

CEDAR RIVER AT CEDAR RAPIDS, IOWA.

This station, which is located on the First Avenue Bridge at Cedar 

Rapids, Iowa, was established October 26, 1902, to obtain data for 

studying water power, water supply, and pollution problems.

The gage is located about one-half mile below the First Avenue 

Bridge. Discharge measurements previous to 1903 were made from 

a cable immediately above the gage. There is a large island in the 

river about 500 feet below the section.

The gage is located where the current is swift and the river rarely 

freezes clear across, ice forming only along the shores. The relation 

between gage height and discharge is probably therefore very little 

affected by ice. A dam and power plant above the station may 

modify the flow to some extent in low water.

The gage is an inclined timber set on posts in the bank of the river. 

The elevation of the gage has not been checked for a number of years, 

but it is thought that the datum has remained unchanged. The 

records and estimates of the discharge at this station are considered 

excellent.
IOWA EIVER DRAINAGE BASIN. 109

Daily gage height, in feet, of Cedar River at Cedar Rapids, Iowa, for 1907 and 1908.

[R. S. Toogood, observer.]

Day.

1907." 

1...............

3..........-.--. 

4.. ...... .......

6...............

9............... 

10...............

11...............

12............... 

13....--..---..-- 

14............... 

15....--.....-...

16..-......-....- 

17........---.... 

18......-..--.... 

19............... 

20....---........

21...............

22

24............... 

25....--..-......

26...............

27. 28!!!...!!.......

29............... 

30....--..---.... 

31...............

1908. b 

1.. .............

2............... 

3............... 

4............... 

5. ..............

6............... 

7..........----.

8...............

9............... 

10...............

11...............

13...............

14............... 

15...............

16. .............. 

17............... 

18...............

19...............

20...............

21...... ... ..

22

23............... 

24...............

25...............

26............... 

27............... 

28............... 

29...............

30...............

31...............

Jan.

4.15 

4.25

4. 65 

4.7

4.65

4.55

4.7

4.8

4.65 

4.45

4.2

4.1 

4.3

4.35 

4.25

4.1 

3.85 

3.6 

6.1 

6. 15

6.05 

5.1

4.95

5.1 

4.95

4.85 

5.0 

4.75 

4.55 

4.5 

4.5

3.05

3.0 

3.05 

3.15

3.25

3.25 

3.2

3.15

3. 1 

3.05

3.05

3.1

3. 05

3.05 

3.1

3.15 

3.2 

3.15

3.1

3.15

3.2

3.2

3.15 

3.05

3.05

3.15 

3. 2 

3! 15

3.2

3.25

Feb.

4.4

4.45 

4.3

4.25

4.4

4.2 

4.15

4.05 

4.0

3.9

3.85 

4.15

4.8 

4.65

5.2 

5.35 

5.6 

5.75 

5.8

5.85 

6.3

6.6

6.3 

5.4

4.95 

4.75 

4.6

3.25

3.2 

3.2 

3.15 

3.25

3.2

3.15

3.15 

3.2

3.25

5.2

4.7 

4.45

4.9 

4.7 

4.65

4.6

4.55

4.3 

4.25

5.2

5.05 

5.0 

4.95

4.8

Mar.

4.55 

4.75

4.8 

5.95

6.4

6.55

5.6 

5.3

5.0 

4.75

4.65

4.5 

4.45

4.4 

4.5

4.55

4.65 

4.65 

4.7

4.7

4.7

4.6

4.65 

4.65

4.65 

4.6 

4.6 

4.65 

4.7 

4.9

4.7 

4.55 

4.45 

4.3

4.25

4.95

5.2 

6.15

6.2

6.05

5.4

5.25

5.25 

5.15 

4.85

4.4

4.25

4.1

4.0 

3.85

3.95

3.85 

3.85 

3.8

4.05

Apr.

5.05 

5.0

5.0 

4.85

4.6

4.4

4.3 

4.25

4.2 

4.15

4.15

4.1

4.05 

3.95 

3.9

3.85 

3.8 

3.75 

3.65 

3.65

3.65

3.6

3.55 

3.55

3.5 

3.5 

3.5 

3.45 

3.55

4.1

3.95 

3.8 

3.75 

3.75

3.75

3.

3. 5 

3.

3. 5

3. 5

3. 5 

3.7

3.65 

3.65 

3.6

q c

3.6

3.55

q 7

3.85 

3.85

3.9

3.8 

3.75 

3.75

May.

3.55 

3.6

3.65 

3.6

3.5 

3.5

3.45 

3.4

3.35

3.3 

3.25 

3.3 

3.3

3.25 

3.2 

3.2 

3.15 

3.15

3.1 

3 1

3.3

3.8

3.8 

3.7 

3.65 

3.65 

3.6 

3.5

 3.9

3.95 

3.9 

3.85 

3.8

3.75

3.6

3. 7 

3.75

4.1

4.1

4.2 

4.0

3.9 

4.1 

4.45

4.55

4.5

4.4

4.8

5.7

6.55 

6.85 

7. 2

?!?

8.05

June.

3.5

3.45

3.55 

3.65

3.85

4.1

4.4 

4.85

5.4

5.3 

5.5 

5.85 

5.95

5.75 

5.3 

5.25 

5.35 

5.35

5.05 

4.85

4.55 

4.45

5.0 

5.15 

4.95 

4.55 

4.15

7.15

6.55 

6.15 

5.85 

5.45

5.25 

5.1

4.95

4.8

4.65

4.6

4.6

4.65

4.6 

4.5

4.35 

4.3

4.25

4.5

4.6

5.25 

5.65

6.65

8.0 

7.65 

7.45

July.

4.15

4.05 

4.4

4.4

4.6

5.05

5.1 

5.4

5.45

5.5 

5. 5 

5.9 

6.45

6.6

7.2 

7.25 

7.8 

8.4

7.6

6.6

6.2 

5.85

5.6 

5.55 

5.6 

5.9 

5.75 

5.2

6.05

5.85 

5.45 

5.3 

5.15

5.05

4.8

4.65

4.85 

5.15

5.25

5.2

4.95

4.6 

4.4

4.35 

4.4 

4.3

4.3

5.45

5.9

5.55 

4.9

4.5

4.3 

4.2 

4.1

3.95

3.9

Aug.

4.85 

4.6

4.4 

4.3

4 9^

4.65

5.0

4.6

4.85

5.0

4.8 

4.65 

4.3 

4.15

7.2 

8.15 

6.25 

5.0 

4.55

4.25

4 i c

4.4

4.5 

4.5

4.35 

4.3 

4.4 

4.75 

5.35 

5.25

3.8

3.8 

3.75 

3.7 

3.7

3.6

q CC

3.55

3.5 

3.5

3.5

3.5

3.5 

3.5

3.5 

3.45 

3.45

3.6

3.6

3.55

3,5 

3.45

3.45

3.4 

3.35 

3.35 

3.4

3.4

3.4

" 

Sept.

4.95

4.8

4.55 

4.3

4.05

3.95

3.9 

3.9

3.95

3.9 

3.85 

3.7 

3.65

3.65 

3.6 

3.65 

3.75 

3.9

3.9

4.25

4.1 

3.9

3.85 

3.8 

3.95 

4.35 

4.15

3.4

3.35 

3.35 

3.35 

3.3

3.3

q 9

3.2

3.2 

3.15

3.15

3.05

3.05 

3.0

3.0 

3.0 

2.95

2 95

2.95

2.95

2.9

2.9 

2.9

2.9

2.85 

2.9 

3.05 

3.0

3.0

Oct.

4.0

4.95 

5.15

4.5

4.2

3.9 

3.85

3.7 

3.7 

3.65 

3.6

3.6 

3.55 

3.55 

3.5 

3.5

3.5

3.45 

3.4

3.4 

3.35 

3.35 

3.4 

3.45 

3.4

2.95

2.95 

2.9

2.9 

2.95

2.95 

2 9

2.9

2.9 

2.95

2.95

3.0

3.0

2.95 

2.95

2.95 

3.0 

3.0

2.95

2.95

2.95

2.95 

3.0

3.1

3.2 

3.3 

3.4 

3.45

3.5

3.45

Nov.

3.45

3.45 

3.4

3.4

3.4

3.45 

3.4

3.45 

3.45

3.4

3.4 

3.4 

3.35 

3.35

3.4 

3.35 

3.3 

3.3 

3.3

3.4

3.55

3.5 

3.5

3.45 

3.45 

3.45 

3.4 

3.4

3.4

3.35 

3.3 

3.25 

3.25

3.2

3.2

3.15 

3.1

3.1

3.1

3.05

3.1 

3.15

3. 1 

3.1 

3.05

2.95

2.95

9 QT

2.9

2.95

3.15

3.1 

3.1 

3.05 

3.05

3.25

Dec.

3.45 

3.4

3.3

q or

3 15

q q

3.45

3 6

3.55

3

C

q A

3.25 

3.35 

3.4 

3.45

3.4 

3.45 

3.35 

3.2 

3.15

3.1

3

1

3.35 

3.3

3.35 

3.35 

3.35 

3.3 

3.3 

3.15

3.15

3.05 

3.05 

3.1 

3.05

3.1

3.05

3.05 

3.0

3.0

3.0

3.05

3. 1 

3.05

3.1 

3.15 

3.15

3.25

3.15

3.1

3.1

3.05 

3.0

3.0

3.0 

3.0 

2.95 

2.95

2.9

2.9

alee conditions from January 7 to February 20, 1907.

6 Ice conditions from January 14 to March 9, and December 2 to 31, 1908.
110 SURFACE WATER SUPPLY, 1907-8. 

Rating table for Cedar River at Cedar Rapids, Iowa, for 1906 to 1908.

Gage 

height.

Feet.

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

Discharge.

Sec.-ft.

840

970

1,110

1,270

1,440

1,625

1,825

2,050

2,300

2,575

2,875

3,175

Gage 

height.

Feet.

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

Discharge.

Sec.-ft.

3.475

3,800

4,125

4,450

4,775

5,100

5,450

5,800

6,150

6,500

6, 850

7,200

Gage 

height.

Feet.

5.30

5.40

5.50

5.60

5.70

5.80 

5.90

6.00

6.20

6.40

6.60

6.80

Discharge.

Sec.-ft.

7,550

7,900

Gage 

height.

Feet.

7.00

7.20

8,250 --I 7.40

8,600

8,950

9,300

9,650

10,000

10. 750

11,510

12,280

13,060

7.60

7.80

8.00

8.20

8.40

8.60

8.80

Discharge.

Sec.-ft.

13,850

14, 640

15, 430

16,220

17,010

17, 800

18, 590

19,380

20, 170

20, 960

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 34 

discharge measurements made during 1903 to 1906 and is well denned. Above gage height 7 feet the rating 

curve is a tangent, the difference being 395 per tenth.

Monthly discharge of Cedar River at Cedar Rapids, Iowa, for 1907 and 1908. 

[Drainage area, 6,320 square miles.]

Month.

1907.

May......................................

July......................................

1908.

July......................................

The year

Discharge in second-feet.

Maximum.

10,600 

12,300 

12,100 

6,680 

2,580 

9,820 

19,400 

18, 400 

6,320 

7,020 

1,940 

2,050

19,400

1,360 

7,200 

10, 800 

3, 480 

20, 400 

17, 800 

10,200 

2,580 

1,620 

1,820 

1,620 

1,360

20, 400

Minimum.

2,050 

2,720 

4,450 

1,720 

1,110 

1,720 

3,320 

3,640 

2,050 

1,530 

1,440 

1,110

1,110

970 

1,190 

2,440 

1,940 

2,050 

3,800 

2,880 

1,530 

840 

840 

840 

840

Mean.

5,410 

6,130 

6,040 

3,280 

1,740 

5,650 

9,350 

6,090 

3, 250 

2,710 

1,650 

1,510

4,400

1,170 

3,920 

5,370 

2, 460 

6, 030 

8,330 

5,940 

1,910 

1,100 

1,050 

1,150 

1,050

840 3, 290

Per 

square 

mile.

0.856 

.970 

.956 

.519 

.275 

.894 

. 1.48 

.964 

.514 

.429 

.261 

.239

.699

.185 

.620 

.850 

.389 

.954 

1.32 

.940 

. 302 

.174 

. 166 

.182 

.166

Run-off 

(depth in 

inches on 

drainage 

area).

0.99 

1.01 

1.10 

.58 

.32 

1.00 

1.71 

1.11 

.57 

.49 

.29 

.28

9.45

.21 

.67 

.98 

.43 

1.10 

1.47 

1.08 

.35 

.19 

.19 

.20 

.19

.521 ! 7.06

Accuracy.

A. 

A.

A. 

A. 

A. 

A. 

A.

1:

A. 

A. 

A.

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B.

NOTE. Open-channel rating applied during the periods of ice conditions; accuracy only very slightly 

affected thereby.

The above values of accuracy are dependent on the constancy of conditions of flow since the last measurements were made in 1906.

SANGAMON RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of Sangamon River lies wholly within the o o v _

State of Illinois, very nearly in the center of the State. The river 

rises in the southwestern part of Ford County, flows southwestward 

to Decatur, in Macon County, thence westward to a point near
SANGAMON EIVEK DRAINAGE BASIN. Ill

Springfield, northwestward to its junction with Salt Creek at the 

northern boundary line of Menard County, and westward to its 

junction with Illinois River at the northern boundary of Cass County. 

Springfield is about 20 miles southwest of the center of the basin, 

which is roughly a right triangle in shape, with the mouth of the 

river opposite the vertical. The total drainage area is about 5,180 

square miles. The principal tributaries are Salt Creek and South 

Fork.

The eastern third of the drainage basin is somewhat undulating 

and elevated, the rest of the basin is a level prairie. The soil is very 

fertile, rich, black loam, especially adapted for raising corn. There 

are coal mines in the vicinity of Springfield. The bed and banks 

of the river are soft and insecure. The slope of the river is small. 

The elevation of its source is about 700 feet above sea level, and that 

of its mouth is about 430 feet. The only timber in this drainage 

basin is in small groves or along the river banks.

The annual rainfall is about 37 inches. The winters are mild. 

Ice forms to some extent, and during severe winters attains considerable thickness.

Storage possibilities have not been investigated, but are of considerable interest.

The basin contains numerous swamp areas, and is so level and low 

that very little ground storage is available. High water follows 

every heavy rain, floods are of frequent occurrence and considerable 

duration, and as the banks of the river are low large areas are flooded. 

The drainage of the swamps and the opening up of channels so that 

flood waters may have an opportunity of returning quickly to the 

main stream makes the study of flood control and drainage of considerable importance. In some places short sections of the main 

stream are being straightened in an effort to provide a better channel 

so that floods will quickly drain off the adjacent land. Such work 

is of doubtful value, for in a few years at the most the river will 

return to its former channel or make new channels in order to keep 

in equilibrium. Any improvement of this nature should take into 

account the stream as a whole and should be commenced at the 

lower end.

On account of the low slope, floods, low water, and lack of suitable 

foundations for dams, opportunities for water power are lacking.

The following gaging stations are being maintained in this drainage 

basin:

Sangamon River at Monticello, 111., 1908.

Sangamon River at Decatur, 111., 1905.

Sangamon River at Riverton, 111., 1908.

Sangamon River at Springfield, 111., 1903.

Sangamon River near Chandlerville, 111., 1908.

South Fork of Sangamon River near Taylorville, 111., 1908.

Salt Creek near Kenney, 111., 1908.
112 SURFACE WATEE SUPPLY, 1907-8.

SANGAMON RIVER AT MONTICELLO, ILL.

This station, which is located at the Illinois Central bridge, about 

one-half mile west of the town of Monticello, 111., was established 

February 4, 1908, for the purpose of collecting data to be used in 

studying drainage, water supply, and flood control.

No important tributaries enter near this station. The drainage 

area above the section is about 544 square miles.

The datum of the gage has not been changed. The records are 

reliable and accurate; the figures for low-water discharge should be 

used with caution until verified by more measurements.

The daily and monthly discharge have not yet been determined 

on account of insufficient data.

Discharge measurements of Sangamon River at Monticello, III., in 1908.

Date.

May 12........

July 26.........

Hydrographer.

.....do...-.............----...---...--..............

.....do..............................................

.....do..............................................

Width.

Feet. 

154

366

101

67

Area of 

section.

Sq.ft. 

1,110

130

64

Gage 

height.

Feet.

2.05

Discharge.

Sec.-ft.

61

13

Daily gage height, infect, of Sangamon River at Monticello, III., for 1908. 

[Martin Doyle, observer.]

Day. Feb.

2

0

4..................... 4.2

5..................... 6.1

6..................... 8.6

7..................... 9.0

10..................... 6.9

II..................... 1 6.3

12..................... 7.3

13....-....-----------. 8.6

H. .................... 10.2

15..-..--..---------... 11.2

17..................... 12.0 

18--.-.-.-.------.-..-. 11.3

19 10 2

21..................... 8.0

22 77

93 79

24. .................... 7.4

28.....-....-------.--. 10.1

29..................... 10.5

31..................... .......

Mar.

9.9

10.0

10.5

10.7

10.7

10.7

10.7 

10.8

10.7

10.2

9.6

9.2

8.8

8.4

8.0

7.1

8.9

8.5

7 9

7.3

6 9

6.6

6.3

6.9

Apr.

6.6

6.7

6.3

6.2

6.2

6.1 

6.8

9.1

9.4

8.8

8.2

7.4

7 2

6.9

6 9

7.0 

7.0

6.8

6.7

6.4

6.0

6.0

8.0

10.5

11.1

11.0

10.8

10.7

May.

10.0

9.1

8.5

9.6

11.3

11.5

12.5 

13.5

13. 1

12.8

11.8

13.6

14.6

15.2

14.0

12.6

11.7 

12.0

11.6

11.5

11.5

11.6

10.8

10.1

9.2

8.7

8.2

8.1

8.0

7.8

June.

7.3

6.8

6.4

6.2

6.0

5.6

5.4

5.0

4.9

4.7

4.5

4.3

4.4

4.2

4.0 

3.9

3.8

3.8

3.5

3.5

3.4 

3.3

3.2

3.1

3.1

3.2

3.2

July.

3.1

3.7

3.3

3.2

3.1

3.0

3.0 

2.9

2.9

2.9

2.8

9 "

2.9

3.1

2.9

2.8 

2.7

2.6

2.6

2.6

2.6

2.5

2 5 

2^6

2.6

2.5

2.5

2.4

2.3

2.3

Aug.

9 9

9 2

2.2

2.1

2.1

2.1

2.1 

2.1

2.0

2.0

2.0

2.0

2.1

2.3

9 9

2.2

2.2 

2.1

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

Sept.

2.0

1.9

1 9

1.9

1 9

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8 

1.8

1.8

1.8

1.8

1.8

1 0

1.8 

1.8

1.8

1.8

1.9

1.9

1.9

Oct.

1 9

1 9

1 9

1.9

1 S

1.8 

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8 

1.8

1.8

1 9

1 9

1.9 

1 9

1.9

1.9

2.0

2.0

2.0

2.0

Nov.

2.0

2.0

2.0

2.0

2.0

2.0 

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0 

2.0

2.0

2.0

2.0

2.0

2.1

2.1 

2.1

2 2

2.2

2.1

2.3

Dec.

2.2

2.2

2.2

2.2

2.2

2.1 

2.1

2.1

2.0

2.0

2.0

2.0

2.0

2.0

2.0 

2.0

2.0

2.0

2.0

2.0

2.0 

2.0

2.0

2.0

2.0

2.3

2.4
SANGAMON RIVER DRAINAGE BASIN. 113

SANGAMON RIVER AT RIVERTON, ILL.

This station is located at the Wabash Railroad bridge about onefourth mile west of the depot at Riverton, 111. It was established 

February 13, 1908, to obtain data to be used in the study of drainage 

and flood-control problems.

The South Fork enters 2 or 3 miles above the station. The drainage area above the section is about 2,530 square miles.

The datum of the gage has not been changed. The records are 

reliable and accurate.

Sufficient data have not been collected to enable determination of 

the daily and monthly discharge.

Discharge measurement* of Sangamon River at Riverton, III., in 1908.

Date. Hydrographer. Width.

Feet. 

218

151

Area of 

section.

Sq.ft.

o 9HO

7QO

Gage 

height.

Feet. 

16.50

8.4

Discharge.

Sec.-ft. 

3,760

326

Daily gage height, infect, of Sangamon River at Riverton, III., for 1908. 

[B. H. Watson, observer.]

Day.

1. ....................

2.....................

3. ....................

4.....................

5.....................

6. ....................

8.....................

9.....................

10. ....................

11.....................

12.....................

13.....................

15. ....................

16.....................

17. .................... 

18. ....................

19. ....................

20.....................

91

22.....................

23.....................

24.....................

25.....................

26.....................

27.....................

28.....................

29.....................

30. ....................

Feb.

19.9

20.0

20.9 

20.5

20.0

20.4

20.5

20.5

20.1

20.0

20.6

21.7

22.1

22.0

21.8

Mar.

22.1

21.9

21.7

21.5

21.3

21.6

21.5

21.6

22.1

22.3

22.1

21.9

91 7

21.5

21.0

20.7

19.5 

17.1

16.5

16.0

15.5

15.1

14.9

14.7

14.4

14.3

14.6

15.0

15.6

15.9

Apr.

15.9

16.0

16.1

16.0

15.8

15.7

16.0

16.4

16.7

16.9

17.1

17.1

17.0

16 9

16.4

15.9

15.1 

14.5

14.0

13.9

13.4

13.4

13.9

14.9

16.0

18.6

19.7

21.1

20.9

20.7

May.

20.4

19 8

19.4

21.8

23.1

23.8

24.8

26.3

26.4

26.0

25.8

24.8

24.3

23.3

23.2

23.4 

23.5

23.1

22.6

22.1

22.6

22.4

22.2

22.0

21.9

21.4

20.5

19.7

19.0

17 9

June.

16.2

15.1

14.3

13.8

13.5

13.2

12.9

12.5

12.0

11.9

11.7

11.5

11.4

11.0

10.8

10.6

10.4 

10.3

10.2

9.9

9.8

9.6

9.5

9.4

9.3

9.2

9.1

9.0

9.0

9.6

July.

9.5

9.4

9.2

9.0

9.0

8.9

9.7

10.6

10.5

10.0

9.5

9.3

9.1

8.9

8.7

8.7

8.6 

8.6

8.5

8.5

8.5

8.5

8.5

8.6

8.6

8.5

8.5

8.4

8.3

8.2

8.1

Aug.

8.0

7.9

7.9

7.8

7.8

7.7

7.7

7.7

7.7

7.7

7.7

7.7

7.7

7.7

7.7

7.7

7.7 

7.6

7.6

7.6

7.6

7.5

7.4

7.4

7.3

7.3

7.2

7.2

7.2

7.1

7.4

Sept.

7.6

7.6

7.5

7.5

7.4

7.3

7.3

7.2

7.2

7.2

7.2

7.2

7.2

7.2

7.2

7.2

7.1 

7.1

7.0

6.9

6.9

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.0

7.0

Oct.

7.0

7.0

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.9

6.8

6.8

6.8

6.8 

6.8

6.8

6.8

6.7

6.7

6.7

6.7

6.7

6.7

6.7

6.7

6.7

6.7

6.7

Nov.

6.7

6.7

6.7

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.7 

6.8

6.8

6.8

6.8

6.8

6.9

6.9

7.0

7.0

7.1

7.1

7.1

7.1

Dec.

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1 

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

22110 IRR 245 10-
114 SURFACE WATEE SUPPLY, 1907-8.

SANGAMON RIVER NEAR CHANDLERVILLE, ILL.

This station is located at the highway bridge about 1 mile west of 

the town of Chandler ville, 111. It was established February 9, 1908, 

for the purpose of collecting data for use in studying drainage and 

flood-control problems. It was discontinued December 31, 1908, 

because it was found that the flood flow could not be measured, as 

part of the flow passed around the section at high water.

No tributaries enter near the station. The drainage area above 

the section is about 5,070 square miles.

The low-water fall between this point and Illinois Eiver is about 20 

feet; the Illinois rises about 22 feet above low water, and therefore 

there is liable to be backwater effect at this station from Illinois Eiver.

The gage datum has not been changed. The records are reliable 

and accurate. Sufficient data were not obtained to enable the determination of the daily and monthly discharge.

Discharge measurements of Sangamon River near Chandlerville, TIL, in 1908.

Date.

July 30. ........

Hydrographer.

.....do............rrrr-=- _____ ....................

Width.

Feet. 

140

110

Area of 

section.

Sq.ft. 

1,380

872

Gage 

height.

Feet. 

4.6

2.17

Discharge.

Sec.-ft. 

1,150

368

'ge height, in feet, of Sangamon Eiver near Chandlerville, III., for 1908. 

[Mrs. Frank Long, observer.]

Daily ga

Day.

1..........

2..........

3..........

4..........

5..........

6..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15 ..........

17.......... 

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

3]..........

Feb.

11.3

11.5

11.4

11.25

11.25

11.7

12.0

12.5 

12.9

13.4

13.3

13.0

12.5

12.3

12.5

12.6

12.9

13.0

13.25

Mar.

13.5

13.5

13.3

13. 25

13.3

13.2

13.2

13.2

13.2

13.1

13.0

13.0

13.0

13.0

12.9

12.8

12.6 

12.5

12.2

11.8

11.5

11.25

11.0

10.8

10.6

10.5

10.3

10.1

10.0

10.0

10.3

Apr.

10.3

10.2

10.0

10.1

10.2

10.1

10.1

10.2

10.3

10.6

10.9

11.0

11.1

11.0

11.1

11.0

11.0 

11.2

11.0

10.8

10.6

10.2

10.2

11.2

12.0

12.7

13.0

13.1

13.1

May.

13.0

12.9

12.7

12.8

13.0

13.5

14.2

14.8

14.9

15.1

15.2

15.5

16.0

16.3

16.5

10.5

16.0 

15.2

14.8

14.4

14.1

14.1

14.0

13.8

13.6

13.4

13.1

13.0

13.0

13.0

13.0

June.

13.0

12.7

12.2

11.5

11.0

10.6

10.2

10.0

9.8

9.5

9.1

9.0

8.9

8.9

8.6

8.2

8.0

7.7

7.5

7.4

7.2

7.1

6.9

6.7

6.4

6.2

6.1

6.0

5.9

5.8

July.

5.8

5.9

6.0

6.2

6.4

6.1

6.1

6.3

6.6

6.9

6.5

6.1

5.8

5.6

5.5 

5.4

5.3

5.3

5.1

5.0

4.8

4.8

4.6

4.5

4.9

5.0

4.8

4.5

4.4

Aug.

4.1

4.0

3.9

3.8

3.7

3.7

3.6

3.5

3.5

3.5

3.3

3.2

3.4

3.3

3.2

3.2

3.2 

3.1

3.0

3.0

2 9

2.9

2.8

2.7

2.7

2.6

2.6

2.6

2.6

2.8

Sept.

3.0

3.3

3.3

3.0

2.9

2.8

2.5

2.5

2.5

2.5

2.4

2.2

2.2

2.2

2.2

2.2 

2.2

2.2

2.0

2.3

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

Oct.

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

1.8

1.8

1.8 

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

2.1

2.2

0 9

'> '2

 > 9

Nov.

9 2

2.2

2.2

9 9

» 9

2 ''

2.2

9 2

9 2

9 9

2.2

9 2

2.2

2.2

2.2

9 9

2 ''

9 9

9 9

2.2

2.2

2.3

2.3

2 2

2 2

2.2

' 2 2

Dec.

2

2

.2

.2

.2

.2

2 2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.1

2.1

2.0

2.0

1.9

1.9

1.9

1.9

1.9

2.0

2.0
SAJSTGAMOJST EIVEE DRAINAGE BASIJST. 115

SOUTH FORK OF SANGAMON RIVER NEAR TAYLORVILLE, ILL.

This station, which is located at the Wabash Railroad bridge, 

about 3J miles southwest of Taylorville, 111., was established February 11, 1908, to obtain data to be used in studying drainage, water 

supply, and flood control.

Bear Creek, a small tributary, enters the stream from the southwest, a few miles below the station. The drainage area above the 

section is about 412 square miles.

The datum of the gage has not been changed. The records are 

reliable and accurate.

The daily and monthly discharge has not been determined on 

account of insufficient data.

Discharge measurements of South Fork ofSangamon River near Taylorville, III., in 1908.

Date. Hydrographer.

.....do.............................................

Width.

Feet. 

122

85

Area of 

section.

Sq.ft. 

484

345

Gage 

height.

Feet.

3.3

Discharge.

Sec.-ft. 

159

88

Daily gage height, in feet, of South Fork of Sangamon River near Taylorville, III.,

jor 1908._ __. ^ "

[R. J. Hanon, observer.]

Day.

1.....................

2. ....................

3...--.........---.-..

4... ----.--.--...-.-. -

5............. ------ ..

6. ...---... ---------- - 

7. ...---..-.----.-----

8. ....................

9. ....................

11.....................

14.....................

15.....................

16.....................

17.....................

18.....................

19

20.....................

21.....................

22...... ... ..........

23.....................

24.....................

9^

26. .................... 

27.....................

28.....................

29. ....... .......... ...

30. ................. ...

31.....................

Feb.

7.0

6.2

5.8

6.4

7.0

9

0

8.9

8.2

7.7

7.3

6 9

6.7

6.7

7.6

9.9

9.5

8.6

Mar.

7.0

8.2

8.2

7.9 

8.0

8.1

8.5

8.0

7.8

7.8

7.4

6.9

6.4

6.0

5.8

5.4

5.0

5.3

5.1

4 9

4.7

4.6

4.5

4.5 

4.1

4.2

4.6

4.6

4.5

Apr.

6.9

7.2

7.4

7.0

6.7 

6.8

7.0

7.0

7.5

7.4

7.1

6.6

6.2

5.8

5.1

4.9

4.8

4.8

4.6

4.3

4.1

6.9

8.0

8.2

8.0

7.6

May.

7.0

6.3

6.6

6.9

11.2

12.8 

12.4

12.3

12.1

10.0

9.0

9.3

9.1

8.6

8.9

8.1

7.7 

6.9

6.8

6.7

4.8

June.

4.8

4.7

4.6

4.4

""3.3

3.2

3.3

3.4

3.4

3.2

2.8

2.9

2.7

2.7

2.5

2.4

2.5

2.3

2.2

2.0

1 9

1.8 

1.8

1.6

1.9

1.8

July.

1.4

1.3

1.1

Aug.

1.1

1.0

.9

.9

.9 

.9

.8

9

.9

g

9

.9

.9

.8

.8

.8

.7

.7

.6

.6

.6

.5

.4

2.4

1.6

1.3

Sept.

1.1

9

7

 7

.7 

.6

.6

.6

.4

.5

.6

.6

.6

.7

.6

.6

Oct.

0.6

.6

.5

.5

.5

.5

.4

4

4

.4

.5

.5

.6

.6

.7

.8

.9 

9

.8

.7

.6

.6

Nov.

0.6

.6

.6

.6

.6 

.6

.7

.8

.8

.8

.8

.8

.8

.8

.8

9

1.1

1.2

1.3

1.1 

1.1

.9

.9

1.4

Dec.

1.2

1.2

1.2

1.3

1.1

1.1 

1.0

1.0

1.0

1.0

1.0

1.0

1.0

.9

.9

.9

1.0

1.0

1.0

1.0

.9

.9

.9

.9

.9

.9

.8

.8

1.4

1.4

1.3
116 SURFACE WATER SUPPLY, 1907-8.

SALT CREEK NEAR KENNEY, ILL.

This station, which is located at the highway bridge a short distance below the Vandalia Kailroad bridge, about 3 miles west of 

Kenney, 111., was established February 14, 1908, to collect data for 

use in studies of drainage and flood-control problems. This stream 

is a tributary of Sangamon River.

No tributaries enter near the station. The drainage area above 

the section is about 398 square miles.

The datum of the gage has not been changed. The records are 

reliable and accurate.

The daily and monthly discharge has not yet been determined 

because of insufficient data.

Discharge measurements of Salt Creek near Kenney, III., in 1908.

Date.

May8..........

July 28. ........

Hydrographer.

.....do.-.......-...--.-..-....-....--...-.-.-.......

Width.

Feet. 

157

107

Area of 

section.

Sq.ft. 

1,280

178

Gage 

height.

Feet. 

10.5

2.1

Discharge.

Sec.-ft. 

3,240

64

Daily gage height, in feet, of Salt Creek near Kenney, III., for 190S. 

iChria_McDermott, observer.]

Day.

2. ............ .......

5. ....................

6. ....................

7. ....................

8. ....................

g

*::::::::::::::::::::

12. ....................

13. ....................

14.....................

15.....................

16.....................

17.....................

18.....................

19.................. ..

20.....................

21 .....................

22.....................

23. ....................

24.....................

25 .....................

26.....................

27.....................

28. .................... 

29.....................

30.....................

31.....................

Feb.

---

8.0

Q 1

9.1

4.2

3.6

4.0

4.8

8.0

7.7 

6.8

Mar.

6.6

7.0

7.0

7.7

7.8

7.1

6.0

5.0

5.2

4.9

4.6

3 9

3.8

4.2

4.6

4.4

4.0

4.0

3.8

3.8

3.6

3.3

Apr.

3.4

3.6

3.2

3.4

3.3

3.7

4.2

4.8

4.7

4.4

4.0

3.9

4.9

5.2

4.9

4.9

4.6

4.2

4.0

0 7

3.2

5.8

7.0

7.6

7.6

7.5 

6.8

6.0

May.

5.6

5.2

4.8

8.0

9 0

10.7

10.1

10.7

11.6

10.5

9.8

13.0

15.0

12.0

12.7

10.0

8.7

8.0

8.6

8.9

8.0

8.1

7.0

5.9

5.9

5.6

5.1

C C

5.3

4.9

June.

4.6

4.2

3.9

3.7

3.6

3.3

3.2

3.2

2.9

2.9

3.0

2 9

2.8

2.8

9 9

9 9

2.8

2.8

2.8

2.6

2.5

2.3

9 7

9 ft

July.

2.8

2.8

2.4

2.3

2.4

2.4

2.3

2.2

2.1

2.1

2.1

2.0

2.0

2.1

3.2

2.6

2.5

2 2

2.1

2.1

9 n

2.2

2.0

2.0

3.8

3.0

2.0

1 9

Aug.

1 9

1.8

1 9

1 9

1 9

1 9

1.8

1.9

1 9

1 9

2.0

2.0

1 9

1 0

1 9

1.8

1.8

1 9

1.8

1.7

1.7

1.7

1.6

1.6

1.6 

1.7

1.6

1 6

Sept.

1.6

1.6

1.6

1.6

1.6

1.5

1.6

1.6

1.7

1.6

1.5

1.4

1.4

1 q

1.4

1.4

1.4

1.4

1.4

1 4

1.4

1.5

1.7

1.6 

1.5

1.5

Oct.

1.5

1.5

1.5

1.6

1.6

1.6

1.5

1.6

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.8

1 Q

1 9

1 9

1 9

1.8

1 ft

1.8 

1.8

1.8

1 9

Nov.

1 9

1.9

1.8

1.8

1.8

1.8

1.8

1.8

1 9

1 9

1.7

1.7

1.8

1 ft

1.7

1.8

1 Q

1.8

1.8

1.8

1.8

1.8

1.8

1 ft

1.8

Dec.

1 9

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.7

1.7

1 8

1.7

1.7

1.7

1.7

1.7

1.6

1.7

1.7

1.8

1.7

1 Q

9 **

2.1
SURFACE WATER SUPPLY, 1907-8. 117 

KASKASKIA RIVER DRAINAGE BASIN.

DESCRIPTION.

Kaskaskia River, also called the Okaw, lies wholly in the State of 

Illinois. The river rises in the center of Champaign County, flows 

southwestward, and empties into the Mississippi River in Randolph 

County near the city of Chester, 111. It is about 190 miles in length, 

not following the bends, but as it is very crooked, its length by course 

is not far from 400 miles. The total drainage area is about 5,710 

square miles. It has few tributaries worthy of mention, the most 

important being Shoal and Silver Creeks, which enter from the north 

at the lower part of the river.

The drainage basin is long and comparatively narrow, the average 

width being about 30 miles, the maximum width about 60 miles. 

The ground is low, level, or undulating, and in consequence the 

slope of the river is small. The sources of the river are about 740 

feet and its mouth about 350 feet above sea level. The soil is mostly 

black loam. In the lower portion of the drainage area the soil 

gradually changes to a yellowish brown clay. The only rock exposure of any extent along this stream is found about 20 miles above 

Shelbyville. In this 15 or 20 mile section the banks and bed are 

largely of limestone or sandstone; elsewhere they are mostly soft 

soil with some gravel.

The basin contains no forested areas. The annual rainfall is 

about 40 inches. As a rule the winters are mild.

Possibilities for storage have not been investigated to any extent. 

Opportunities for important water-power development are entirely 

lacking.

Because of the lowness of its drainage area, the basin affords 

little ground storage. During wet weather the ground-water plane 

rises to the surface, and the rains run off into the streams very quickly, 

producing very sudden rises and floods; in dry weather, as there is 

little or no ground water stored, the flow of the stream becomes 

very small and in some places dries up entirely. The banks of the 

river are low, and in times of floods large areas are covered with 

water, delaying the planting of crops and at times destroying growing 

crops. Storage possibilities, land drainage, and flood control are 

subjects of considerable importance in this basin.

The following gaging stations have been established and maintained in this drainage basin:

Kaskaskia River near Arcola, 111., 1908. 

Kaskaskia River at Shelbyville, 111., 1908. 

Kaskaskia River at Vandalia, 111., 1908. 

Kaskaskia River at Carlyle, 111., 1908. 

Silver Creek near Lebanon, 111., 1908.
118 SURFACE WATER SUPPLY, 1907-8.

KASKASKIA RIVER NEAR ARCOLA, ILL.

This station, which is located at the highway bridge, known as 

Bagdad Bridge, about 4 miles west of the town of Arcola, 111., was 

established April 11, 1908, to obtain data for use in studies of drainage, flood protection, and storage problems.

Lake Fork enters from the west 3 or 4 miles above the gaging 

station. The drainage area above the station is about 356 square 

miles.

The datum of the gage has remained unchanged. The records are 

reliable and accurate. Sufficient data have not yet been obtained 

to determine the daily and monthly discharge.

Discharge measurements of Kaskaskia River near Arcola, III., in 1908.

Date.

April 29

July 24. ........

Hydrographer. Width.

Feet. 

226

68.5

Area of 

section.

Sq.ft. 

1.180

75

Gage 

height.

Feet.

2.75

Discharge.

Sec. -ft. 

i 9^0

44

Daily gage height, in feet, of Kaskaskia River near Arcola, III., for 1908. 

[Lawrence L. Pfeifer, observer.]

Day.

2.. . . .

3..........

5..........

7..........

8..........

9

11..........

12. .........

14..........

15..........

Apr.

8.5

7.7

7.0

May.

8.7

8.2

8.0

12.0

13.2

16.2

17.3

16.7

13.5

12.9

11.9

11.6

June.

5.8

5.7

5.5

5.7

5.6

5.2

5.4

5.3

5.2

4.8

July.

Q 1

3.0

3.4

3 2

3.6

3.4

3.2

2 9

2.7

2.7

2.6

Aug.

2.6

2.4

2 2

2.1

2 1

2.0

2.0

1.9

1 9

1.9

1.8

1.8

1.8

Sept.

0.9

.8

.8

.8

.7

.6

.6

.5

.5

Day.

18..........

19..........

20..........

21 ..........

22. .........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Apr.

6.7

6.3

5.9

5.4

6.4

8.2

9.8

9.9

10.0

9.4

May.

11.4

9.7

9.6

9.8

10.0

9.7

8.6

8.1

7.7

7.3

7.0

6.9

6.8

June.

4.7

4 6

4.3

4.3

4.1

4.0

3.9

3.8

o 7

3.5

3.3

July.

3.6

3.4

3.4

3.5

3.5

3.4

3.0

2 9

2.8

2.8

2.7

2.7

2.7

Aug.

1.6

1.6

1.5

1.5

1.5

1.3

1 q

1.2

1.2

1.1

.9

Sept

NOTE. No flow from August 31 to December 31. 

KASKASKIA RIVER AT SHELBYVILLE, ILL.

This station is located at the highway bridge over Kaskaskia 

River, a short distance above the Chicago and Eastern Illinois Railroad bridge at Shelbyville, 111. It was established February 28, 

1908, to obtain data for use in studying drainage and flood-control 

problems.

No important tributaries enter the stream near Shelbyville. The 

drainage area above this point is about 983 square miles.
KASKASKIA RIVER DRAINAGE BASIN. 119

The station has not been maintained long enough to know definitely about ice conditions. The gage heights may be affected 

during high stages by backwater caused by lodging of drift at the 

two railroad bridges below the station.

The datum of the gage has remained unchanged. The records are 

reliable and accurate. Sufficient data are not yet available for the 

determination of daily and monthly discharge.

Discharge measurements of Kaakaskia River at Shelbymlle, III., in 1908.

Date.

July 21.........

Hydrographer.

R. J. Taylor. .......................................

..... do..................... ........................ .

.....do..............................................

Width.

Feet. 

147

149

113

103

Area of 

section.

Sq.ft. 

975

1,020

1,010

713

Gage 

height.

Feet. 

11.53

12.2

8.7

6.3

Discharge.

Sec.-ft. 

2,350

2,720

1,080

218

Daily gage height, in feet, of Kaskaskia River at Shelbi/viUe, III., for 1908. 

[Homer Pounds, observer.]

Day.

1 ..................... 

2.....................

4. ....................

5.....................

6.....................

8.....................

9. .................. .. 

10.....................

14.....................

15.....................

16.....................

19 .....................

20.....................

21..................... 

22.....................

23.....................

24.....................

OC

26..................... 

27 ..................... 

28 ......

29.....................

30.....................

01

Feb.

.......

16.4 

17.0 

16.6

15.3

Mar.

15. 1

15.5

16.4

16.0

15.6

15.4 

15.8

16.2

16.6 

17.0

16.8

15.8

14.8

14.2

13.6

13.1 

11 9

10.0

10.1

9.7 

9.6

9.5

9.4 Q }

9.0

8.7 

8.5

8.9

8.9

8.7

Apr.

11.6

12.8

11.8

11.4

9.9

9.6 

9.5

11.5

11.7 

11.8

11.5

11.3

11.1

11.0

10.1

9.6 

8.9

8.7

8.6

8.5 

8.4

8.3

10.6

11.2 

11.8 

12.2

12.4

11.9

May.

11.8 

11.4

10.4

21.2

22.8

22.3

22.7

25.8

23.6 

21.2

20.2

19.5

18.8

17.9

17.0

16.4 

15.9

14.9

13.7

12.8 

13.7

13.1

12.6

11.5 

11.3 

10.0

9.8

9.4 

9 0

June.

8.6

8.4

8.8

8.4

8.1

7.6

8.0 

8.4

8.3

7 9

7.6

7.5

7.3

7.0 

6 9

6.7

6.6

6.8

6.7 

6.7

6.6

6.5

6.5

6.4 

6.3 

6.1

6.2

6.3

July.

6.4 

6.3

6.4

6.3

6.3

6.4 

6.7

6.8

6.9 

6.6

6.5

6.5

6.3

6.2

6.0

6.0 

5.9

5.8

6.1

6.1

6.1 

6.0

6.0

5.9

5.8

5.8 

5.7 

5.7

5.6

5.7 

5.8

Aug.

5.8 

5.7

5.7

5.6

5.6

5.5

5.5

5.6 

5.7

5.7

5.6

5.7

5.6

5.6

5.5 

5.5

5.5

5.4

5.4

5.4 

5.3

5.3

5.3

5.3 

5.3

5.2

5.2

5.3

Sept.

5,4 

5.3

5.3

5.2

5.2

5.2 

5.2

5.2

5.1 

5.1

5.0

5.0

5.0

5.0

5.0

5.0 

5.1

5.1

5.1

5.1 

5.0

5.0

5.0

5.0

5.0 

5.0 

5.1

5.2

5.3

Oct.

5.3 

5.2

5.2

5.2

5.1

5.1 

5.1

5.1

5.1 

5.1

5.1

5.1

5.1

5.0

5.0 

5.0

5.0

5.0

5.0

5.0 

5.0

4.9

4.9

5.0 

5.0 

5.0

4.9

4.9

4.9

Nov.

4.9 

5.0

5.0

5.1

5.1

5.2 

5.2

5.2 

5.2

5.2

5.2

5.2

5.2

5.2

5.3 

5.3

5.3

5.3

5.3

5.3 

5.4

5.4

5.5

5.5

5.6 

5.6 

5.5

5.5

5.5

Dec.

5. 

5.

5.

5.

5.

5.

5.

5. 

5.

5.

5.

5.

5. 

5.

5.

5.

5.

5.

5. 

5. 

5.

5.

5. 

5.

KASKASKIA RIVER AT VANDALIA, ILL.

This station, which is located at the highway bridge at the east 

end of Main street, Vandalia, 111., was established February 26, 1908, 

to obtain data for use in studying drainage questions, flood protection, and levee construction. No important tributaries enter the
120 SURFACE WATER SUPPLY, 1907-8.

river near Vandalia. The drainage area above this point is about 

1,880 square miles.

Records have not been kept long enough to know much about ice 

conditions. The river for some miles above and below Vandalia is 

leveed. During extreme floods these levees sometimes give way, 

thus reducing the flood flow; all the water, however, eventually 

passes the gaging section.

The datum of the gage has remained unchanged. The records are 

reliable and accurate.

Insufficient data have been collected at this station to allow of the 

determination of daily and monthly discharge.

Discharge measurements of Kaskaskia River at Vandalia, III., in 1908.

Date. Hydrographer.

R. J. Tavlor . .......................................

.....do./.............................-..............

.....do..............................................

.....do..............................................

.....do..............................................

.....do.............................. ................

Width.

Feet. 

155

128

128

151

112

106

Area of 

section.

Sq.ft. 

2,350

1,510

1,430

1,890

713

563

Gage 

height.

Feet. 

18.53

10.1

9.6

12.9

3.6

2.3

Discharge.

Sec.-ft. 

6,870

2,400

2,130

3,600

287

84

Daily gage height, in feet, of Kaskaskia River at Vandalia, III., for 1908. 

[W. F. Radclifl, observer.]

Day.

2.....................

3.. ....... ............

5.....................

6.....................

7. ............. .......

8.....................

9.....................

10. ....................

11.....................

13.....................

14.....................

15.....................

16.....................

17.....................

18.....................

19....................

20.....................

21.....................

22....................

23....................

24....................

25....................

26....................

27....................

28....................

29....................

30....................

01

Feb.

.......

18.4

19.5

19.8

19.0

Mar.

18.2

18.0

17.8

17.6

17.2

17.4

17.8

17.4

18.8

18.9

18.4

17.7

17.0

16.3

12.7

11.3

10.0

9.6

9.2

8.8

8.7

8.7

8.6

8.2

7.8

7.6

7.4

7.2

Apr.

8.2

12.0

13.2

12.2

10.5

10.4

10.3

12.4

15.0

15.6

14.2

12.2

10.6

9.8

9.4

9.0

8.2

8.0

8.2

8.3

7.7

6.9

6.5

9.9

15.1

16.2

16.3

16.2

15.4

13.0

May.

11.7

11.0

10.6

13.9

17.1

21.2

20.5

20.8

19.9

19.2

18.5

18.1

18.1

17.7

17.3

17.0

16.8

16.5

16.0

15.0

14.9

16.6

16.8

15.9

14.4

12.1

10.6

9.6

9.0

8.4

June.

7.4

7.5

7.0

6.6

6.6

6.8

6.6

6.4

5

fi

5.8

6.3

6.0

6.1

5.8

5.2

5.2

4.8

4.6

4.5

4.8

6.6

5.6

5.0

4.6

4.2

4.1

4.0

3.7

3.5

4.4

July.

4.0

3.8

3.9

3.8

3.6

3.6

3.5

3.6

4.4

4.3

4.0

3.7

3.5

3.3

3.2

3.2

3.4

3.8

3.6

3.6

3.6

3.8

3.2

3.0

2.9

2.8

2.7

2.7

2.6

2.6

2.4

Aug.

2.4

2.3

2.2

2.0

1.9

2.0

2.1

2.2

1.8

1.8

1.7

1.6

1.8

2.0

2.0

2.2

2.4

2.6

2.3

2.2

2.0

1.9

1.8

1.7

1.6

1.6

1.5

1.5

1.5

1.6

Sept.

2.0

1.9

1.7

1-6

1.5

1.5

1.5

1.4

1.4

1.5

1.5

1.4

1.4

1.5

1.5

1.5

1.5

1.4

1.4

1.5

1.2

1.2

1.4

1.4

1.3

1.3

1.4

1.4

1.5

1.5

Oct.

1.5

1.5

1.6

1.6

1.6

1.5

1.5

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

Nov.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.3

1.3

1.3

1.3

1.3

1.4

1.5

1.5

1.6

1.6

1.6

1.6

1.6

1.6

1.7

1.7

1.8

1.8

1.8

Dec.

1.8

1.7

1.7

1.6

1.6

1.6

1.6

1.7

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.6

1.6

1.6

1.6

1.6

1.6

1.5

1.5

1.5

1 ^
KASKASKIA RIVER DRAINAGE BASIN. 121

KASKASKIA RIVER AT CARLYLE, ILL.

This station, which is located at the Baltimore and Ohio Southwestern Railroad bridge, about one-fourth mile east of the railroad 

station at Carlyle, 111., was established March 2, 1908, to obtain data 

for use in studying problems of drainage and flood control along this 

section of the river.

No important tributaries enter within 10 miles above or below the 

station. The drainage area above the gaging station is about 2,630 

square miles.

The station has not been maintained long enough to determine the 

ice conditions. The river is subject to high floods and extreme low 

water. The datum of the gage has remained unchanged. The 

records of the gage heights are reliable and accurate. Low-water 

discharge figures should be used with caution, as another year's 

records are needed to verify the measurements made this year. 

Insufficient data are available for the determination of the daily 

and monthly discharge.

Discharge measurements of KasTcasTcia River at Carlyle, III., in 1908.

Date.

March 23.......

JulyS..........

Hydrographer.

.... .do. .............................................

.... .do. ............................................

.... .do. .............................................

.... .do. .............................................

.....do.......-..-.-.-..----....----.---.--.-.-.--...

Width.

Feet. 

196

512

131

124

Area of 

section.

Sq.ft.

3,770

335

239

Gage 

height.

Feet. 

16.7

7.1

5.6

5.6

Discharge.

Sec.-ft.

a 62

a Discharge partly estimated.

Daily gage height, in feet, of Kaslcaslcia River at (Jarlyle, III., for 1908. 

[Mike Schilling, observer.]

Day.

1.. .................

2...................

3. ..................

5. ............... .--

6...................

7...................

8...................

9...................

11... ................

12...................

13...................

14...................

15...................

16...................

17...................

18...................

19...................

20...................

Mar.

23.7

23.6

23.3

23.1

22.9

22.8

22.8

22.8

23.1

23.6

23.7

23.4

23.3

23.0

22.7

22.4

22.2

21.9

21.6

Apr.

13.9

16.1

17.6

18.2

18.5

18.4

18.0

18.0

19.0

19.9

20.7

21.2

21.5

21.5

21.3

20.5

19.1

17.1

15.9

14.8

May.

22.2

22.1

21.8

21.3

21.8

23.1

24.9

29.1

30.8

30.0

28.8

27.3

26.3

25.5

24.9

24.4

23.6

23.3

23.0

June.

19.1

15.6

13.3

12.5

11.9

11.6

11.7

11.2

11.1

11.9

11.0

10.6

10.6

10.5

10.4

9.8

9.7

9.4

9.1

8.9

July

8.

8.

8.

8.

8.

8.

8.

8.

8.

8.

8.

8.

8.

7.

8.

Aug. Sept.

6.7

6.5

6.6 

6.6 

6.5

6.5 

6.5 

6.4 

6.4 

6.4

pt.

6.1

6.0

6.0

5.9

5.8

5.8

5.9

5.9

5.8

5.9

5.7

5.7

5.7

5.7

5.7

5.6

5.7

5.7

5.6

5.7

Oct.

5.6

5.6

5.6

6.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

Nov.

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

5.6

Dec.

5.6

5.6

5.9

5.9

5.9

5.9

5.9

5.9

5.7

5.7

5.7

5.7

5.7

5.7

5.7

5.7

5.7

5.7

5.7

5.7
122 SURFACE WATER SUPPLY, 1907-8.

Daily gage hight, in feet, of Kaskaskia River at Carlyle, III., for 1908 Continued.

Dav. Apr. May.

16.6

14.9

13.6

14.0

12.8

12.3

23.1

22. 9

15.4

18.1

12.7

12.8

12. 9

June. July.

8.1 

8.6 

9.3 

9.2 

8.3

9.4 

9.3

8.2 

8.0 

7.6

Aug. | Sept. Oct. , Nov. Dec.

6.3 

6.1 

6.0 

6.0 

5.9

5.9 

5.9 

5.9 

6.1 

6.5 

6.5

5.7 

5.6 

5.6 

5.6

5.6 

5.6 

5.6 

5.6 

5.6 

5.6

SILVER CREEK NEAR LEBANON, ILL.

Silver Creek is a tributary of Kaskaskia River, emptying into it 

just above New Athens. The gaging station, which is located at 

the highway bridge about 2 miles west of the town of Lebanon, 

111., was established March 3, 1908, to obtain data for use in studying 

drainage and flood-control problems.

No tributaries enter near the gaging station. The drainage area 

above the station is about 328 square miles.

The datum of the gage has not been changed. The records are 

reliable and accurate.

Sufficient data have not yet been collected to determine the daily 

and monthly discharge.

Discharge measurements of Silver (''reek near Lebanon, III., in 1908.

Date.

May 1. .........

Hydrographer.

K. J. Tavlor. .......................................

.....do..'............................................

.... .do. .............................................

Width.

Feet. 

38

41

35

Area of 

section.

Sq.ft. 

Ill

130

107

Gage 

height.

Feet. 

3.5

4.25

Discharge.

Sec.-ft. 

71

107

58

Daily gage height, in feet, of Silver (,'reeJc near Lebanon, III., for 1908. 

[F. P. Myers, observer.]

Day.

1.. .................

5...................

6...................

7...................

8...................

9...................

11...................

13...................

14...................

15...................

Mar. Apr.

4.5

4.4

4.3

4.0

4.0

4.3

5.0

11.0

11.0

5.3

4.2

4.2

May.

5.1

4.4

4.2

13.9

15.5

15.9

14.1

11.9

9.8

5.8

7 2

(3.2

June.

3.4

3.2

5.4

6.2

6.0

5.2

6.0

7.8

5.0

3.6

4.2

10.8

July.

2.5

2.0

2.3

2.5

2.5

4.0

5.4

3.5

2.7

2.3

2.0

2.0

2.3

Aug.

2.0

2.0

3.9

6.5

5.8

5.0

4.7

4.2

3.0

2.0

2.0

Sept. Oct. Nov. Dec.

3.2

2.7
BTG MUDDY KIYER DRAINAGE BASIN. 123

Daily gage height, in feet, of Silver Creek near Lebanon, III., for 1908 Continued.

Day.

17........-----..-...

-1 O

19...................

20. ..................

21...................

22

23

0 J

25--.----.-.----.-.-.

27...-..--.---...-.--

00

29.........-----..--.

qn

01

Mar.

3. 5

3.3

q 0

3.2

3.1

4.3

Apr.

4.8

4.5

3.9

5.2

11.1

11.3

12.1

11.7

i> Q

May.

6.6

6.0

5.3

4.1

12.2

11.8

7. .8

Juno.

5.0

3.2

2.8

2 (i

3. 5

9 ~

3.2

9 o

2.0

8.9

July. Aug.

3.0 ........

4.0 ........

5.2 ........

2.7 ........

4.2

5.1 ........

3.6 '........

3. fi .......

3.6 ........

3.8 ........

6.5 |........

3 5

2.5 '........

Sept. Oct. Nov. Pec.

NOTE. The gage at this station was not set over the main channel, hence for stages below 2.0 feet, 

which occurred August 4 and 5, August 16 to November 29, and December 3-31, 1908, the stream was dry 

immediately under the gage. There was water flowing in the main channel for all but about one week 

during these periods.

BIG MUDDY RIVER DRAINAGE BASIN. 

DESCRIPTION.

The drainage basin of Big Muddy River lies in southern Illinois. 

The river rises in the northwestern part of Jefferson County, flows 

southward to the town of Zeigler, in Franklin County, thence westward to Murphysboro, in Jackson County, and then southward to its 

junction with the Mississippi about 40 miles above Cairo, 111. Below 

Zeigler the river is extremely crooked. The total drainage area is 

about 2,230 square miles. The principal tributaries are Beaucoup 

Creek, Little Muddy River, Caseys Creek, and Middle Fork Creek 

all small streams of little importance.

The drainage basin is elliptical in shape, with a major axis about 70 

miles long and a minor axis about 50 miles long. The country is level 

or undulating. The soil is known as "mulatto soil" a yellowishbrown clay. Winter wheat is the staple crop. The southeastern 

part is underlain with valuable coal veins and coal mining is carried 

on quite extensively.

The slope of the river is small. Its sources are about 710 feet, 

and its mouth is about 310 feet, above sea level. The banks and bed 

of the stream are soft and insecure.

The area is timberless except for occasional groves and the growth 

along the banks of the streams.

The mean annual rainfall is about 42 inches. The winters are 

mild. Ice does not form very thick, and, as a rule, the snowfall is 

light and does not last long.

Storage possibilities have not been investigated, but owing to the 

growing demand for water in this section they should receive careful 

attention.
124 SURFACE WATER SUPPLY. 1907-8.

The basin offers no opportunities for power development. Like 

the other rivers in central and southern Illinois, this stream is subject 

to high floods and very low water. In some localities the high water 

overflows the land on each bank for 2 or 3 miles; some sections 

resemble a lake during floods. Backwater from the Mississippi 

frequently extends to Murphysboro, said to be 60 miles distant following the river, and floods reach the height of 30 feet above low 

water. It is possible that a canal will be constructed from the 

Mississippi to the coal fields that lie along the Big Muddy. It is 

thought that only one lock would be necessary. Canal construction 

would probably be very simple, as the country is low and the material 

excavated very soft.

The following gaging stations are being maintained in this drainage 

basin:

Big Muddy River near Cambon, 111., 1908. 

Beaucoup Creek near Pinekneyville, 111., 1908.

BIG MUDDY RIVER NEAR CAMBON, ILL.

This station, which is located at the Chicago, Burlington and 

Quincy Railroad bridge about 1 mile north of Cambon railroad 

station near Plumfield, 111., was established June 16, 1908, to obtain 

data for use in studying problems of drainage, flood control, and 

navigation.

The Middle Fork of the Big Muddy enters above the station. The 

drainage area above the section is about 788 square miles.

The datum of the gage has not been changed. The records are 

reliable and accurate. The daily and monthly discharge has not 

been determined because of insufficient data.

The following discharge measurement was made:

June 15, 1908: Width, 41.5 feet; area, 53 square -feet; gage height. 2.7 feet; discharge, 19 second-feet.

Daily gage height, in feet, of Big Muddy River near Cambon, III., for 1908. 

[\V. O. Bourland, observer.]

Day.

 }

5.......... .................................

6............................................

7............................................

8............................................

9

10............................................

11............................. ..............

12...................... .....................

13 ............................................

14.. .........................................

15............................................

June. July.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

Aus;.

3.8

3.0

2.7

2.4

2.2

2.5

3.5

3.2

3.0

3.8

3.5

3.5

2 7

2.5

2.3

Sept.

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.4

1.4

Oct.

1.3

1.3

1.3

l.Z

1.3

,,

1.3

1.3

1 0

1.3

1.3

1.3

1.3

1.3

Nov.

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.3

1.3

1.3

1.3

1.3

1.3

Dec.

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5
BIG MUDDY RIVER DRAINAGE BASIN. 125 

Daily gage height, in feet, of Big Muddy Rirer near Cambon, III., for 1908 Continued.

Day. June.

16.......--.-.--.--.----.-.----.-..----.---.-. 2.5

17.......--.-.-----.-..-.-.----.-.-----.-..-.. 2.3

18.......----....----.--.-.----.-.---------..-! 2.2

19.......--.-..----.-.--.-.----...----.--.--. -I 2.1

20......--.--...---.-.--.------..-----.....-.- 2.0

21...................-..----.-...-..-.-....... 2.0

22.........--........--.-..--.--..-.-...---... 1.9

23....-.-....-.....-.-....-.--.-.---.....--... 1.9

24............................................ 1.8

25.......-.........----.-.----.-.--.-..----... 1.8

1 26 ..........--.......-.----.-.-.----,--.-.---.. 1.7

27.......-...-.......-.-.---...-.---...-..-... 1.7

28......---.----.-----.-.----...-..-...---.... 1.6

29............................................ 1.6

30. ........................................... 1. 6

31... .................................. .--....'.. ......

July.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

4.1

2.8

2.1

1.9

1.8

1.7

1.6

4.7

4.9

Aug.

2.1

1.9

1.9

l.S

1.8

1.7

1.7

1.6

1.6

1.6

1.6

1.6

1.6

1.5

1.5

1.5

Sept.

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

Oct.

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

Nov.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.5

1.5

1.5

1.5

1.5

1.5

1.5

Dec.

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

BEAUCOUP CREEK NEAR PINCKNEYVILLE, ILL.

This station, which is located at the Illinois Central Railroad 

bridge, 1^ miles east of Pinckneyville, 111., was established June 17, 

1908, to collect data for use in studying drainage and flood-control 

problems.

The drainage area above the station is about 206 square miles.

Gage heights were observed whenever the gage reader happened 

to be in the vicinity of the gage. Except in a few cases, however, 

fairly accurate results will be obtained if the missing gage heights 

will be interpolated.

The following discharge measurement was made:

June 17, 1908: Width, 53 feet; area, 48 square feet; gage height, 2,3 feet; discharge 

12 second-feet.

Daily gage height, in feet, of Beaucoup Creek near Pinckneyville, III., for 1908. 

[R. C'. Iluggins, observer.]

Day.

1. ...........................................

2

0

4. ....... ........................... .........

10....--..----.-...---.--..----.-.-.----..-...

11.................................. ..........

13

17....-..-....-.-.-------....-..----.-..---...

1C

19

20............................................

June. ' July.

........' 3.4

........ 2.3

........ 2. 2

........ 2. 0

........ 1.9

I

2.3 ........

........ 1 1.8

2.0 '........

2.0 .........

Aug.

1.9

2.9

6.0

2.3

2.6

1.8

Sept.

1. (i

i.o

1.6

1.6

1.5

Oct.

1.2

1.2

1.0

........

Nov.

1.0

1.0

Dec.

2.0

1.9

1.8

1.8

1.7

1.7
126 SURFACE WATER SUPPLY, 1907-8. 

Daily gage height, in feet, of Beaucoup Creek, near Pinckneyville, III., for 1908 Con.

Day.

21 ............................................

22............................................

23............................................

24. .................. . ......................

26. ...........................................

27. ...........................................

28............................................

29. ...........................................

30. ...........................................

31 ............................................

June.

1.8

1.8

1.8

July.

1.8

2.9

3.5

2.8

Aug.

1.4

Sept.

1.3

1.2

i Oct. Nov.

i 1.0 1.0

1

........j i.6

1.0 '........

i

Dec.

1.7

1.6

1.6

1.6

MISCELLANEOUS MEASUREMENTS IN HUDSON BAY AND 

UPPER MISSISSIPPI RIVER DRAINAGES.

MISCELLANEOUS MEASUREMENTS IN ST. MARY RIVER DRAINAGE BASIN.

Date.

1907. 

May 14. ........

July 2.. ........

1908. 

July 28. ........

Stream.

.....do............................

.....do............................

.....do............................

Locality.

.....do............................

.....do............................

.....do............................

.....do............................

Gage 

height, a.

Feet. 

0.26

6.25

Discharge.

Sec.-ft. 

240

979

919

152

87

323

a United States Geological Survey gage used, 1903-1906. 

MISCELLANEOUS MEASUREMENTS IN RED RIVER DRAINAGE BASIN.

Date.

1908.

Stream.

.....do..... .......................

Locality.

Hillsboro, 

East Grar 

.....do...

N. Dak.................

Gage 

height.

Feet.

6.74 

30.95

Discharge.

Sec.-ft. 

4.0 

449

8,980

MISCELLANEOUS MEASUREMENT IN WISCONSIN RIVER DRAINAGE

BASIN.

The following miscellaneous discharge measurement was made in 

the Wisconsin River drainage basin March 3, 1908:

Wisconsin River at Kilbourn, Wis.: Gage height, 1.50 feet; discharge, 3,090 second 

feet; average thickness ot ice, 1.1 feet.
SURFACE WATER SUPPLY, 1907-8. 127 

SUMMARY OF MEAN DISCHARGE PER SQUARE MILE.

The following summary of discharge per square mile is given to 

allow ready comparison of relative rates of run-off from different 

areas in the upper Mississippi and Hudson Bay drainages.

It shows in a general way the seasonal distribution of run-off, and 

the effect of snow, ground, surface, ai.-d artificial storage. The most 

important fact worth noting is the almost entire lack of uniformity or 

agreement between any two stations, which 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 in upper Mississippi Riv

Gaging station.

Red River at Fargo, N. Dak.... .................

Red River at Grand Forks, N. Dak..............

Black River at Neillsville, Wis ..................

Wisconsin River at Merrill, Wis. ................ 

Wapsipinicon River at Stone City, Iowa a, .......

Drainage 

area.

By. miles. 

177 

452 

101 

1,310 

6,020 

25,000 

5,400 

5,520 

2,940 

8,400

675 

2,630 

1,310 

6,320

1907.

a03 

l-j

0.45 

.33 

.50

".'06

.12

".'si

"."86

£

0)

fn

0.62 

.44

.64

"."04

.08

'."si 

'."97

c

«

S

0.45 

.33 

.50

"."l2

.23

i."o2

.96

ft 

<

1.32 

1.08 

1.69 

.50

.48 

.59 

.11

.79

0?

2 ?4

1.90 

2.43

.58 

.52

>>

03

s

5.71

4.27 

7.06 

.54 

.23

.18 

08

.38

54

18

1.05

2.62 

.30

.28

1

13.4 

9.42 

15.0 

.53 

.36 

.24 

.05

.40 

17

.10 . _

>f

3

11.81 

6.90 

9.03 

.43 

.17 

.13

.22 

05

.Of!

.27 .72 

1.03 1.02 

.75 1.31 

.89 1.48

M 

p 

^

5.05 

2.94 

3.83 

.27 

.09 

.08

.16 

01

01

49

.14 

.52 

.90 

.96

a

01

3.94 

2.68 

3.83 

.23 

.07 

.08

.18 

01

.00

.70

1.41 

.68 

.51

O

1.94 

1.25 

1.55 

.26 

.08 

.08

.19

m

.00

.15 

.76 

.58 

.43

0

a. Run-off per square mile for Wapsipini con River at Stone City, Iowa, only roughly approximate; the v

tion, p. 103.

NOTE. Values of run-off per square mile for Pembina and Mouse rivers, which appear in the above ta

discharge tables, pp. 60 and 64, for true values.
INDEX.

A. Page.

Accuracy, degree of.......................... 26-27

Acknowledgments to those aiding........... 28

Acre-foot, definition of....................... 13

Anoka, Minn.,

Mississippi River at 

description.......................... 71

gage heights......................... 71-72

Appropriations, amount of.................. 7

Arcola, 111.,

Kaskaskia River near:

description.......................... 118

discharge............................ 118

gage heights......................... 118

Authority for investigations, recital of....... 7

B. 

Babb, Mont.,

Kennedy Creek near:

discharge............................ 126

St. Mary River near:

description.......................... 30

discharge............................ 30

discharge, monthly.............. 32-33,128

gage heights......................... 31

rating tables........................ 32

Swiftcurrent Creek near:

description.......................... 35

discharge............................ 36

discharge, monthly................. 38,128

gage heights......................... 36-37

rating tables........................ 37-38

Beaucoup Creek near 

Pinckneyville, 111.:

description.......................... 125

discharge............................ 125

gage heights....................... 125-126

Big Muddy River basin:

description........................ 123-124

gaging stations...................... 124

stream flow........................ 124-126

Big Muddy River near 

Cambon, 111.:

description.......................... 124

discharge............................ 124

gage heights....................... 124-125

Black River at 

Black River Falls, Wis.:

dam, view........................... 30

Neillsville, Wis.:

description.......................... 89

discharge............................ 90

discharge, monthly................. 91,128

gage heights......................... 90-91

rating table......................... 91

22110 IRR 245 10 9

Black River basin:

description........................

gaging stations...................... 89

river survey......................... 89

stream flow......................... 89-91

Black River Falls, dam at, view of.......... 30

Bolster, R. H., work of...................... 28

Brokaw, Wis.,

Wisconsin River at:

dam, view........................... 94

C.

Cambon, 111.,

Big Muddy River near:

description.......................... 124

discharge............................ 124

gage heights....................... 124-125

Cardston, Alberta,

St. Mary River near:

description.......................... 33

discharge............................ 33

discharge, monthly................. 35,128

gage heights......................... 34

rating table....... ... ............. 34

Carlyle, 111.,

Kaskaskia River at:

description.......................... 121

discharge............................ 121

gage heights....................... 121-122

Cedar Rapids, Iowa, 

Cedar River at:

description.......................... 108

discharge, monthly................ 110,128

gage heights......................... 109

rating table......................... 110

Cedar River at 

Cedar Rapids, Iowa:

description.......................... 108

discharge, monthly................ 110,128

gage heights......................... 109

rating table......................... 110

Chandler, E. F., work of.................... 28

Chandlerville, 111.,

Sangamon River near:

description.......................... 114

discharge............................ 114

gage heights......................... 114

Chippewa Falls, Wis., 

Chippewa River at:

curves, figure showing............... 23

description.......................... 74-75

discharge............................ 75

discharge, monthly.................. 81-83

gage heights......................... 76-80

rating tables........................ 81

129
130 INDEX.

Chippewa River at or near 

Chippewa Falls, Wis.: Page, 

curves, figure showing............... 23

description.......................... 74-75

discharge............................ 75

discharge, monthly.................. 81-83

gage heights......................... 76-80

rating tables........................ 81

Eau Claire, Wis.:

description.......................... 83

discharge............................ 83

discharge........................... 85,128

gage heights......................... 84

rating table......................... 85

Chippewa River basin:

description.......................... 72-74

gaging stations...................... 74

river survey......................... 74

stream flow......................... 74-88

Cooperation, credit for....................... 28

Crookston, Minn.,

Red Lake River at:

description.......................... 54

discharge............................ 55

discharge, monthly.............. 56-57,128

gage heights......................... 55-56

rating table......................... 56

Current meter, description of................ 19-20

use of................................ 18,20-21

views of................................. 20

Current-meter stations, views of............. 18

Curves, discharge, figure showing........... 23

D.

Definitions, statements of................. 13

Devils Lake at 

Devils Lake, N. Dak.:

description.......................... 51-54

gage heights......................... 53

Discharge, computation of................... 21-26

curves for............................... 22

figure showing....................... 23

measurement of......................... 16-21

summary.............................. 127-128

Discharge measurements, nature of.......... 15,16

Drainage, stream flow and................... 9-10

Drainage basins, list of...................... 10

E.

East Grand Forks, Minn., 

Red Lake River at:

discharge............................ 126

Eau Claire River:

survey.............................. 94

Eau Claire, Wis.,

Chippewa River near:

description.......................... 83

discharge............................ 83

discharge, monthly................. So, 128

rating table......................... 85

Equivalents, list of.......................... 14-15

Evaporation at 

University, N. Dak................. 64-67

F.

Fargo, N. Dak., 

Red River at:

description.......................... 44

discharge............................ 44

discharge, monthly................ 46,128

gage heights......................... 45

rating table......................... 46

Fergus Falls, Minn., 

Ottertail River near:

description.......................... 41-42

discharge............................ 42

discharge, monthly................. 43,128

gage heights......................... 42-43

rating table......................... 43

Flambeau River:

survey.............................. 74

Float method, description of................ 19

Flood prevention, stream flow and.......... 10

Follansbee, Robert, work of................. 28

G. 

Gage heights, nature of...................... 15

Gaging station, description of................ 18

classification of.......................... 22-26

Goose River at 

Hillsboro,.N. Dak.:

discharge............................ 126

Grand Forks, N. Dak., 

Red River at:

description.......................... 46-47

discharge............................ 47

discharge, monthly................. 49,128

gage heights......................... 48

rating table......................... 49

Gray, G. A., work of........................ 28

H.

Haggart, N. Dak., 

Sheyenne River at:

description.......................... 50

discharge............................ 50

discharge, monthly................. 51,128

gage heights......................... 50

rating table......................... 51

Hillsboro, N. Dak., 

Goose River at:

discharge............................ 126

Horton, A. H., work of...................... 28

Hoyt, J. C., work of......................... 28

Huch, A. F., work of........................ 28

Hudson Bay drainage:

description.......................... 29

miscellaneous measurements........ 126

stream flow..................... 29-67,128

I. 

Ice, measurements under.................... 21,26

Illinois, cooperation of....................... 28

Investigations, authority for................. 7

purposes of.............................. 9-10

scope of................................. 8-9

Iowa River basin:

description........................ 107-108

gaging stations...................... 108

stream flow....................... 108-110

Irrigation, stream flow and.................. 9
INDEX. 131

K.

Kaskaskia River at or near Page. 

Arcola, 111.:

description.......................... 118

discharge............................ 118

gage heights......................... 118

Carlyle, 111.:

description.......................... 121

discharge............................ 121

gage heights....................... 121-122

Shelbyville, 111.:

description..............-----..... 118-119

discharge............................ 119

gage heights......................... 119

Vandalia, 111.:

description........................ 119-120

discharge............................ 120

gage heights......................... 120

Kaskaskia River basin:

description.......................... 117

gaging stations...................... 117

stream flow........................ 118-123

Kennedy Creek near 

Babb, Mont.:

discharge............................ 126

Kenney, 111.,

Salt Creek near:

description.......................... 116

discharge............................ 116

gage heights......................... 116

Kilbourn, Wis.,

Wisconsin River at:

discharge............................ 126

Kimball, Alberta, 

St. Mary canal at:

dam, view........................... 30

discharge............................ 126

L. 

Lebanon, 111.,

Silver Creek near:

description.......................... 122

discharge............................ 122

gage heights....................... 122-123

M.

Mathers, J. G., work of.................... 28

Menominee, Wis.,

Red Cedar River at:

description.......................... 85-86

discharge............................ 86

discharge, monthly.................. 88

gage heights......................... 86-87

rating table.......................... 87

Merrill, Wis.,

Wisconsin River at:

description.......................... 97-98

discharge............................ 98

discharge, monthly................ 100,128

gage heights............ v ........... 98-99

rating tables......................... 99

Miner's inch, definition of ................... 13

Minot, N. Dak., 

Mouse River at:

description.......................... 60-62

discharge............................ 62

Minot, N. Dak. Continued.

Mouse River at Continued. Page, 

discharge, monthly................. 64,128

gage heights......................... 62-63

rating table.......................... 63

Miscellaneous measurements in 

Hudson Bay drainage............... 126

Mississippi River (upper) drainage.. 126 

Red River basin..................... 126

St. Mary River basin................ 126

Wisconsin River basin.............. 126

Mississippi River at 

Anoka, Minn.:

description.......................... 71

gage heights......................... 71-72

Mississippi River (upper) drainage:

description.......................... 68-70

gaging stations...................... 70

miscellaneous measurements......... 126

stream flow......................... 71-128

Monticello, 111.,

Sangamon River at:

description.......................... 112

discharge............................ 112

gage heights......................... 112

Mouse River at 

Minot, N. Dak.:

description.......................... 60-62

discharge............................ 62

discharge, monthly................. 64,128

gage heights......................... 62-63

rating table.......................... 63

N.

Navigation, stream flow and................. 9

Necedah, Wis.,

Wisconsin River near:

description.......................... 100

discharge............................ 101

gage heights....................... 101-102

Neche, N. Dak.,

Pembina River at:

description.......................... 57

discharge............................ 58

discharge, monthly................. 60,128

gage heights......................... 58-59

rating tables........................ 59

Nelllsvllle, Wis., 

Black River at:

description ......................... 89

discharge............................ 90

discharge, monthly................. 91,128

gage heights......................... 90-91

rating table......................... 91

O.

O'Nelll, W. M., work of................... 28

Ottertail River nearFergus Falls, Minn.:

description.......................... 41-42

discharge............................ 42

discharge, monthly................. 43,128

gage heights......................... 42-43

rating table......................... 43
132 INDEX.

P.

Padgett, H. D., work of................... 28

Pembina River at 

Neche, N. Dak.:

description.......................... 57

discharge............................ 58

discharge, monthly................. 60,128

gage heights......................... 58-59

rating tables......................... 59

Pierson, J. B., work of...................... 28

Plnckneyville, 111.,

Beaucoup Creek near:

description.......................... 125

discharge............................ 125

gage heights....................... 125-126

Price current meters, views of............... 20

Publications, lists of......................... 10-13

R.

Rainfall at 

University, N. Dak..................... 66-67

Rating curves, construction and use of...... 22

Rating tables, construction of............... 22

nature of................................ 16

Red Cedar River at 

Menominee, Wis.:

description.......................... 85-86

discharge............................ 86

discharge, monthly.................. 88

gage heights......................... 86-87

rating table......................... 87

Red Lake River at 

Crookston, Minn.:

description.......................... 54

discharge............................ 55

discharge, monthly.............. 56-57,128

gage heights......................... 55-56

rating table......................... 56

East Grand Forks, Minn.:

discharge............................ 126

Red River at 

Fargo, N. Dak.:

description.......................... 44

discharge............................ 44

discharge, monthly................. 46,128

gage heights......................... 46

rating table......................... 46

Grand Forks, N. Dak.:

description.......................... 46-47

discharge............................ 47

discharge, monthly................. 49,128

gage heights..... _................... 48

rating table......................... 49

Red River basin:

description.......................... 38-41

evaporation, rainfall, etc............. 64-67

gaging stations...................... 41

miscellaneous measurements......... 126

stream flow......................... 41-64

Revision, need for........................... 27-28

Rhinelander, Wis.,

Wisconsin River near:

description.......................... 94-95

discharge............................ 95

discharge, monthly.................. 97

gage heights......................... 95-96

rating table......................... 96

Rice, R. C., work of......................... 28

River surveys. See Surveys.

Riverton, 111.,

Sangamon River at:

description.......................... 113

discharge............................ 113

gage heights......................... 113

Rock River at 

Rockton, 111.:

description.......................... 105

discharge............................ 105

gage heights......................... 106

Rock River basin:

description........................ 103-105

gaging stations...................... 105

stream flow........................ 105-106

Rockton, 111.,

Rock River at:

description.......................... 105

discharge............................ 105

gage heights......................... 106

Run-off, computation of..................... 21-26

definition of............................. 13

S.

St. Croix Falls, Wis., dam, etc., at, view of... 70 

St. Mary canal at 

Kimball, Alberta:

dam, view........................... 30

discharge............................ 126

St. Mary River basin:

description.......................... 29-30

gaging stations...................... 30

miscellaneous measurements........ 126

stream flow..................... 30-38,128

St. Mary River near 

Babb, Mont.:

description.......................... 30

discharge............................ 30

discharge, monthly.............. 32-33,128

gage heights......................... 31

rating tables......................... 32

Cardston, Alberta:

description.......................... 33

discharge............................ 33

discharge, monthly................. 35,128

gage heights......................... 34

rating table......................... 34

Salt Creek near 

Kenney, 111.:

description.......................... 116

discharge............................ 116

gage heights......................... 116

Sangamon River at or near 

Chandlerville, 111.:

description.......................... 114

discharge............................ 114

gage heights......................... 114

MonticeUo, 111.':

description.......................... 112

discharge............................ 112

gage heights......................... 112

Riverton, 111.:

description.......................... 113

discharge............................ 113

gage heights......................... 113
INDEX. 133

Sangamon River basin:

description........................ 110-111

gaging stations...................... Ill

stream flow....................... 112-116

Sangamon River (South Fork) near 

Taylorville,!!!.:

description.......................... 115

discharge............................ 115

gage heights......................... 115

Second-feet per square mile, definition of.... 13

Second-foot, definition of.................... 13

Section, changes in, estimation for........... 23-25

Shelbyville, 111.,

Kaskaskia River at:

description........................ 118-119

discharge............................ 119

gage heights......................... 119

Sheyenne River at 

Haggart, N. Dak.:

description.......................... 50

discharge-........................... 50

discharge, monthly................. 51,128

gage heights......................... 50

rating table......................... 51

Silver Creek near 

Lebanon, 111.:

description.......................... 122

discharge............................ 122

gage heights....................... 122-123

Slope method, description of................ 16

Smith, L. S., work of........................ 28

Stevens, G. C., work of...................... 28

Stewart, J. E., work of...................... 28.

Stream measurements, accuracy of.......... 26-27

data of, use of........................... 27-28

methods of.............................. 16-21

Stone City, Iowa,

Wapsipinicon River at:

description.......................... 103

discharge, monthly.................. 128

Summary of discharge in 

Hudson Bay drainage............. 127-128

Mississippi River (upper) drainage. 127-128

Surveys onBlack River......................... 89

Eau Claire River.................... 94

Flambeau River.................... 74

Wisconsin River.................... 94

Swamps, drainage of, stream flow and....... 9-10

Swiftcurrent Creek near 

Babb, Mont.:

description.......................... 35

discharge............................ 36

discharge, monthly................. 38,128

gage heights......................... 36-37

rating tables......................... 37-38

T.

Tables, explanation of....................... 15-16

Taylor, R. J., work of....................... 28

Taylorville, III, 

Sangamon River (South Fork) near:

description.......................... 115

discharge............................ 115

gage heights......................... 115

Temperature at Page. 

University, N. Dak.................. 66-67

University, N. Dak.:

evaporation ........................ 64-67

rainfall.............................. 66-67

temperature......................... 66-67

Upper Mississippi. See Mississippi River 

(upper).

V. 

Vandalia, 111. 

Kaskaskia River at:

description........................ 119-120

discharge............................ 120

gage heights......................... 120

Velocity method, description of............. 17-21

W.

Walters, M. I., work of.................... 28

Wapsipinicon River at 

Stone City, Iowa:

description.......................... 103

discharge, monthly.................. 128

Wapsipinicon River basin:

description........................ 102-103

gaging stations...................... 103

stream flow......................... 103

Water power, stream flow and............... 9

Water supply, stream flow and.............. 9

Weir method, description of................. 16-17

Wisconsin River:

survey.............................. 94

Wisconsin River at or near 

Brokaw, Wis.:

dam, view........................... 94

Kilbourn, Wis.:

discharge............................ 126

Merrill, Wis.:

description.......................... 97-98

discharge............................ 98

discharge, monthly................ 100,128

gage heights......................... 98-99

rating tables......................... 99

Necedah, Wis.:

description.......................... 100

discharge............................ 101

gage heights....................... 101-102

Rhinelander, Wis.:

description.......................... 94-95

discharge............................ 95

discharge, monthly.................. 97

gage heights......................... 95-96

rating table......................... 96

Wisconsin River basin:

description.......................... 92-94

gaging stations...................... 94

miscellaneous measurement......... 126

river surveys........................ 94

stream flow........................ 94-102

Wood, B. D., work of....................... 28

Work, division of............................ 28

o